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HomeMy WebLinkAboutTR 36624 - RETAINING WALL PLAN m-i]=.EILLUH1LMIILWLR OL HIlllull-:..11 .IIINIIlly1®Illll 1limi_UILUL 1111L11 U,y''I.I I 'I n I ' RETAINING WALL PLAN co w Q � FOR W Of TRACT NO . 36624 IN THE CITY OF LAKE ELSINORE DECLARATION OF ENGINEER OF WORK: I HEREBY DECLARE THAT THE DESIGN OF THE IMPROVEMENTS AS SHOWN ON THESE PLANS COMPLIES WITH PROFESSIONAL ENGINEERING STANDARDS AND PRACTICES.AS THE ENGINEER 1N RESPONSIBLE CHARGE OF THE DESIGN OF THESE IMPROVEMENTS,I ASSUME FULL RESPONSIBLE CHARGE FOR SUCH DESIGN.I TR FSTE VICINITY M/P UNDERSTAND AND ACKNOWLEDGE THAT THE SIGNATURE OF THESE PLANS BY B&H FOR THE CITY OF LAKE ELSINORE,AND RENEW OF THE PLANS BY THE CITY OF LAKE ELSINORE,IS A REVIEW OF GENERAL COMPLIANCE WITH THE DISTRICT STANDARDS.THIS APPROVAL IS NOT A DETERMINATION OF THE TECHNICAL - - ADEQUACY OF THE DESIGN OF THE IMPROVEMENTS.SUCH APPROVAL DOES NOT,THEREFORE,RELIEVE ME - OF MY RESPONSIBILITY FOR THE DESIGN OF THESE IMPROVEMENTS. _ \ N ENGINEER'S NOTICE: ESTIMATED QUANTITIES :\ I. CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE AMOUNT UNIT LF. CONDITIONS DURING THE COURSE OF CONSTRUCTION,INCLUDING SAFETY OF ALL PERSONS AND PROPERTY. �l`'�` f '� THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. S ,o \. ,� O CONST CMU RETAINING WALL NO.2 WITH 6'MNYL.FENCE.PER DEL NO.10 ON SHEET S-RW$OR 10,916 SF 2,421 THE CONTRACTOR SHALL DEFEND,INDEMNIFY,AND HOLD THE OWNER AND ENGINEER HAIRLESS FROM ANY . / ,;Y ! PER EQUIVALENT PROTO II STRUCTURAL WALL SYSTEM. AND ALL LIABILITY,REAL OR ALLEGED,IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS , ! lq i. 2 CONST.CMU RETAINING WALL NO.2 PER DETAIL NO.6 ON SHEET S-RW 1,'H'PER PLAN,OR PER PROJECT EXCEPTING FOR LIABIUTY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER OR ENGINEER. / i m O 8,116 SF 897 e / ', EQUIVALENT PROTO II STRUCTURAL WALL SYSTEM. 2. ALL UNDERGROUND UTILITIES OR STRUCTURES,REPLACED,REPORTED,OR FOUND ON PUBLIC RECORDS, �' ! (. ,',9 ,y CONST.CMU RETAINING WALL NO.3 PER DIET.NO.7 ON SHEET S-RW2,'H'PER PLAN,OR PER 751 SF 171 ARE INDICATED WITH THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER,BY ACCEPTING THESE /'/. ! ?'• ,1 °` PLANS OR PROCEEDING WITH THE IMPROVEMENTS HEREON,AGREES TO ASSUME LIABILITY AND HOLD EQUIVALENT PROTO II STRUCTURAL WALL SYSTEM.,� 1 a- �', CONST. . AI . , , ER HARMLESS FOR ANY DAMAGES RESULTING FROM THE EXIST CMU RETAINING WALL NO 4 PER DETAIL NO 8 ON SHEET S-RW2 'H'PER PLAN OR PER EXISTENCE OF UNDERGROUND UTILITIES z o .� ® 1,235 SF 134 THE ENGIN OR STRUCTURES NOT REPORTED OR INDICATED ON PUBLIC RECORDS,OR THOSE CONSTRUCTED AT e2/;� , EQUIVALENT PROTO II STRUCTURAL WALL SYSTEM. VARIANCE WITH REPORTED OR RECORDED LOCATIONS THE CONTRACTOR IS REQUIRED TO TAKE DUE coNST.CMU NOISE BARRIER WALL PER DETAIL No. 9 ON SHEET S-Rw2,'H'PER PLAN,OR PER PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER Sv1Ei •A" h ',+9��r> FOUND AT THE SITE IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO NOTIFY THE OWNERS OF ALL EQUIVALENT PROTO II STRUCTURAL WALL SYSTEM. 14,598 SF 1,993 � ti, 2 la '' c�. '„ �' ',} _ UTIUTIES OR STRUCTURES CONCERNED BEFORE STARTING WORK. , INSTALL 4'PERFORATED PVC SDR 35 WALL SUBDRAIN 0 0.0060 MIN.SLOPE PER DETAIL 3,240 LF NO. 6 ON SHEET NO.2. 3, THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR,OR LIABLE FOR UNAUTHORIZED 7 INSTALL 4'PVC SDR 35 DRAIN PIPE. 577 LF CHANGES TO OR USES OF THESE PLANS ALL CHANGES TO THESE PLANS MUST BE IN WRITING AND MUST ` - BE APPROVED BY THE PREPARER OF THESE PLANS. �, \ �� ^0 a ,�.� 's'1 8 6'VINYL FENCE PER LANDSCAPE PLAN. - >2• \ i 4 4, QUANTITIES SHOWN HEREON ARE PROVIDED FOR BONDING PURPOSES ONLY. CONTRACTORS SHALL 9 CONSTRUCT PILASTER PER DETAIL NO.6 ON SHEET S-LSI. EA �"' a BE RESPONSIBLE FOE VERIFYING ALL QUANTITIES PRIOR TO BIDDING FOR CONSTRUCTION. �°A¢ad so s • ',°� 10 CONSTRUCT SECONDARY PILASTER PER DETAIL NO.7 ON SHEET S-LS1: 8 EA n WALL FOOTING SPOILS INCLUDING SUBDRAIN AND SUCT BACKFILL 953 CY S— SEWER LINE OFH FIRE HYDRANT W WATER LINE - 0 WV WATER VALVE RETAINING WALL 0--* STREET LIGHT SHEET INDEX ..........- SOUND WALL/SCREEN WALL OF=DEEPENED FOOTING SHEET 1. TITLE, INDEX MAP,'CONSTRUCTION NOTES, ----- VINYL FENCE(PER LANDSCAPE PLANS)NE INDICATES ADDITIONAL INDEX MAP QUANTITIES WITH DIRECTION AC ASPHALT CONCRETE LIOF FLOW DOTING DEPTH) acAls: l'=zoo' SHEET 2. DETAILS 8C .SECTIONS cQo SEWER/SD CLEAN—OUT BW BACK OF WALK SHEET 3. RETAINING WALL PLAN HP SWALE HIGH POINT ELEVATION CF CURB FACE DS DOWN SPOUT SHEEP 4. RETAINING WALL PLAN GRADED SWALE 0 1.0%MIN EG EXISTING GROUND SHEET 5. RETAINING WALL PLAN 12'x 12'AREA DRAIN AND EP EDGE OF AC PAVEMENT SHEET 6. . RETAINING WALL PLAN o 4'OR 6'SDR-35 PVC PIPE 0 0.6%MIN.(U.N.O.) FF FINISHED FLOOR SHEET' 7, RETAINING WALL PLAN _a STEP—UP FROM GARAGE Fc FINISHED GRADE SHEET 8. S—RW1 WALL STRUCTURAL DETAILS r' TO FINISH FLOOR FL FLowuNE OF GRADED SWALE SHEET 9. S—RW2 WALL STRUCTURAL DETAILS FS FINISHED SURFACE eUNIT NUMBER GB GRADE BREAK SHEET 10. S-LS1 WALL STRUCTURAL DETAILS 2A UNIT TYPE AND EXTERIOR ELEVATION GFF .GARAGE FINISHED FLOOR SHEET 11. PROTO II WALL SYSTEM SHEET. 1: OF 1 FF=1400.70 FINISHED FLOOR ELEVATION GS GROUND SURFACE PE=1400.0 PAD ELEVATION INV INVERT ELEVATION OF PIPE LF UNEAR ET x 1393 AERIAL TOPOGRAPHIC ELEVATION - "r —1390— EXISTING TOPOGRAPHIC CONTOUR HP HIGH I>o�Nr LEGAL DESCRIPTION: CITY C7F L..A(« E�-5«!O��E , LP LOW POINT OWNER/DEVELOPER: LOT 255 OF TRACT NO.25479 AS SHOWN BY MAP p 1 pp FF ,(� 1 A ) PROPERTY LOT/BOUNDARY LINE PCC PORTLAND CEMENT CONCRETE FAR WEST INDUSTRIES ON FILE IN BOOK 367,PAGES 93-113 OF MAPS,RECORDS B L•1 f ®I'DING D�� ������� 0 PCC SWALE SANT DAA,C AVE. CONCRETE WALK P.U.E.. . PUBLIC UTILITY EASEMENT SANTA ANA,CA 92705 OF RIVERSIDE COUNTY,CALIFORNW SMH SEWER MANHOLE PH:(949)224-1970 4'PVC WALL SUBDRAIN 0 0.60%MIN, TB TOP OF BERM ASSESSORS PARCEL NO.: _ ��(, T'FLOW TC TOP OF CURB 347-120-047-8 i',�-i °a t I( T # SHEET SOILS ENGINEER/GEOLOGIST: ' PAVEMENT TF TOP OF FOOTING SOURCE OF CONTOURS: 0 ASSOCIATED SOILS ENGINEERING,INC. ® AC PAD TG TOP OF STORM DRAIN CLEAN OUT 2860 WALNUT AVENUE tj I TOO TOP OF GRATE SIGNAL HILL,CA 90755 AERIAL PHOTOGRAPHIC METHODS PILASTER TW TOP OF WALL PH:.(562)426-7990 FLOWN ON:03-18-1998 =:,a�,• .,- TR TOP OF RETAINING WALL FAX:(562)426-1842 BY: ` - C SECONDARY PILASTER JN:06-15414 ARROWHEAD MAPPING ./O Ci,,y of Lake(�)sjF:oYG 431 MACKAY DRIVE SAN BERNARDINO,CA 92401 P1a11YTIFi(,j. .lr1stC1'a Approval PH:(909)887-5969 Approved By:..L9/1�/,G,•l��''/-eJ I Datet-----("-_—LBrcZOls I QAppESS/Dy. i �`O�SpNLEYy q! '9 No,H.C.E.34751 m NOTE: * E+w9ts//I- n WORK CONTAINED WITHIN THESE PLANS SHALL NOT COMMENCE UNT1L AN ENCROACHMENT PERMIT slerFCF�A`IFOa�P 2ND SUBMITTAL AUGUST it,2015 AND/OR A GRADING PERMIT HAS BEEN ISSUED, THESE PLANS HAVE BEEN REVIEWED FOR SEAL-ENGINEER ppy�. •STRUCTURAL BBNC[�VTARIC SHEET NO. UNDERGROUND SERVICE ALERT COMPLIANCEwITHTHEAPPROPRIATE •MECHANCA uscaNDcsseNCHMAAAnlsxwcoNCAE1EMONUMENrsraMPEpD3071935,s3HF WEHT CITY OF LAKEELSINORE,CALIFORNIA T TG GFCE RLQJI--'ORN/AHwr74a3r-FsourxoFPowEAPOLE193"_ RETAINING WALL PLANS CONDITIONS T DEVELOPMENT AND/OR C Q Essr ELECTRICAL CITY AND STATE LAWS,AND A PERMIT CAN N< - 0 clwL TRACT NO.36624 g� q ( HEIG OF LlGHfAHOVE STAIIONMAAKIMETER , BE ISSUED. , P y 300 N.Lake Avenue,14ih Floor ELEV 425.76NAVDHH,FIWYELEV.1423.31NGVD29 ' CALL: TOLL FREE „r o 1-800-227-2600 o No.4751 <# NOTE:THE DATUM FOR THE TR FORAC THE WROUTE VEME TPROJPRO)ECTIS2.45 FTLOV ER THAN THE rT�TTT T� �T Tr TT OF 10 a v Pasadena,California 91101 TITLE 1 L JFJ1 SHEET JI"JI 1 P ne.626.4632600 Fax.626.463.2801 VEAr/C.4L DATUM FOR THE rRACTIMPROVEMEM PRO/ECr. TWO WORKING DAYS tt o om - _ BEFORE YOU DIG DATE: 9 clw� MARK BY DATE APP'D DATE KEN A.SEUMALO R.C.E.56915 EXP.6130115 rF R .34751 08/11/15 SCALE:AS NOTED DRAWN BY: JME CI PREPARED FOR: J.N.. FILE No. ' REVISIONS CITY ENGINEER,CITY OF LAKE ELSINORE OF�'�� - MA ENGINEER COUNTY DANA S. HALLADAY. EXP.9-30-17 DATE DATE:AUGUST 11,.2015 CHECKED Bv: JJB FAR MST INDUSTRIES 5ss-10-13rz15aze , T rf I_ _.._...: I,I 'I� I T --,��1�` I I I I I I = I ICI I IIIiII�:��<1711d�I�i1,��1�II�III�I�II�IIl�l�1l�f�lfl�'�I�f911'�f11'�fI�IIB�kl61 IIf�1ii�TTII11611L a I I I,I Illi��i�f,l I � ;�fit I I �I II�I�I -- - - I s I 11LL[ � I11VIll11fILIIICVll�IIIIIIIII�VfIIIllLVI�UUIV�11.1WVIIInRhyllflIl�il- - � ��L�1�_I� II V9�1'LI ILIIYII11 III��__J w it LLI Qf I,! i I� I R. FF 1 I 5.00' VARIES-5.00'MIN: USE EASEMENT " 5'PCC ° ROUGHIGRADE PAD 3'GRAVEL' _J 1 TEMP, PAD o a 2X MIN. 2%MIN. I DRAIN SYSTEM PER - - - SEPARATE PLANS I SECTION A-A NTS I 8.00, R/W 46' R 5, ggryryppTTEE 5.33' " 23' I PROPERLY .. 5 18' 18' 5' LANDSCAPE SIDE SIDg LOT WHERE WALK- 6'CONIC.CURB(ROLLED CURB WALK I OCCURS k GUTTER 0 DRIVEWA PER 1.08 MIN?!I STREET IMPROVEMENT VANS) 2X I .A ZX MIN. ":, *NOTE: e 1Zl��; SIDEWACOMPACTED BASE NO PARKING ALLOWED ON ONE Qv'SUBGRADE COURSE SIDE bF THE STREET AS SHOWN � 2%,MI ICI ON STREET IMPROVEMENT PLANS S� l STRADA:POZZO,VENEZIA,SCALA,GABRILE,F NZE AND BOSCO 1 i SECTION B-B SCALE: 1"=3' T.W.PER PLAN MIRADRAIN 6000 OR EQUIVALENT, WALL HEIGHT.LP 2X R _ PROI�ERTY 5' R/W as. R., 5' RIVpTE -II-II=III 3' i PROPERTY III III LANDSCAPE 5 18' 1 18' 5' LANDSCAPE 4'MINIMUM PERFORATED PIPE SDR35 WHERE a PVC LOT WHERE SIDE OR EQUIVALENT,HOLES DOWN,1%FALL DRAIN CONFLICTS OCCURS I WALK 6'CONIC.CURB(ROLLED CURB WALK I L OC WHERE - GUTTER 0 DRIVEWAYS PER - TO OUTLET,ENCASED IN Y4'CRUSHED _ WITH WALL.WRAP MM I STREET IMPROVEMENT PLANS) Iti� ROCK.PROVIDE 3 CUBIC FEET PER PVC IN 1/2 INCH 1.OR MIN. pM 2% LINEAR FOOT CRUSHED ROCK MINIMUM. .THICK FELT OR �P.. CRUSHED ROCK TO BE SURROUNDED BY STYROFOAM PRIOR SID CO *NOTE: FILTER FABRIC(MIRAFl 140 N OR TO CONSTRUCTION EW ACTED ' BASE NO PARKING ALLOWED ON ONE - EQUIVALENT),WITH 6'MINIMUM OF WALL FOOTING. SUBGRADE I COURSE SIDE OF THE STREET AS SHOWN OVERLAP.PROVIDE SOLID OUTLET PIPE ON S REEr IMPROVEMENT PLANS AT SUITABLE LOCATION. T.F.PER PLAN / f E° STRADA TRIESTE NOTE: PRIVATE STREETS d nRETAINING WALL SUBDRAIN NTS , 9lso l9 WORK CONTAINED WITHIN THESE PLANS SHALL clvlt NOT COMMENCE UNTIL AN ENCROACHMENT PERMIT 'rFOFcauF°Q� 2ND SUBMITTAL: AUGUST 11, 2015 AND/OR A GRADING PERMIT HAS BEEN ISSUED. `Z_169- UNDERGROUND SERVICE. ALERT THESE PLANS HAVE BEEN REVIEWED FOR SEAL-ENGINEER ' pp ^ •STRUCTURAL BENCHMARK SHEET N0. ` � uscanrocseENc n�ARRorsr NmxcReren4omueNrsra mEDDs071935,IS38FFWEST CITY OF LAKE ELSINORE,CALIFORNIA COMPLIANCE WITH THE APPROPRIATE ( MECRAwCAI RETAINING WALL FLANS 2 .CONDITIONS OF DEVELOPMENT AND/ORPEss, T.T V :.ELECTRICAL of CENTERLINE cauFORxu tiwY 74,33 Fr SOUTH OFPowER POLE I9319 c[vr. CITY AND STATE LAWS,AND A PERMIT CAN s. NqL ©.. ��//'ciwL HE[Gh7OFLIGHrA8OVE8TdTTONMARR1METER. TOLLBE ISSUED. �� < l TRACT NO.36624 CALL: 0-2 FREE =P 9Q 300 N.Lake Avenue,141h Floor ELEV1I4I25.76NAVD88,HWYELEV14233INGVD29 1-BDD-227-26DD �o No.34T51 < Pasadena,Calif nnia91101 NOTE: VERTTCALDATfIMFORTHEROIRE74PROTECT-2.45FTL--.THE DETAIL TT �T T�!rT OF 10 TWO WORKING DAYS exR. z P ne 626.4632600 FaX 626463.2801 VERTT LDATIIMFOR THE TRACCIMPROVEMENTPROTECT. JL-J1 l..l�]11L SHEET JrJl 11 BEFORE YOU DIG DATE: �, °'30"" r tt co I'VI ,com �< MARK BY DATE APP'D DATE KEN A.SEUMALO R.C.E. EXP.6130115 9�FLA /,'r� /�IT.C.E.34751 08111115 SCALE:AS NOIED DRAWN BY: JME ENGINEER : .REVISIONS CITY ENGINEER,CITY OF LAKE ELSINORE `` ' �2--L.eG, PREPARED FOR: J N. FILE No. COUNTY DANA S. HAU ADAY EXP.9-30-17 DATE DATE AUGUST 11,2015 CHECKED BY: JJB FAR WEST INDUSTRIES 599-10-13/215028 ��.�r 71T�^MII�Im�p� II �1 VII d -T.I II!I,II.I I -I -1 INI�'�I II�IQillmilIIIIIilli YII�IuI'lllllllllfllil llll l'�IIVI llUlllll':I'�III I'��I� I�I I I �. __—_- �-rl'.��i�'i�T���I�'- _.I_ `+T---- _-. T�'�'ll,,,-.•.- T,r„ i SEE SHEET No. 4 Ld 1�5b LLJ 1 PPD= •- o` 31V1 I 3R'P 1 Q �w . (n 47.6 �31 \rr 4429 n?. �'.". s ry FF�1-1A - c , 4 03.5HP } 6, ` L. h .....11.84'TN� FF 1406.97 i CAA13.171 8 ` 1 _ � �� 1 \ 1 R F 1406.771 ,., c° INV 03.84 1406.3 . „ , g V. 1 1406. �aPAD m m,,, eg 4T3?71W o7.s Fs �IN g3 I 3 g •17 ------401 -y 0 SE: 96 405�:TF - `,✓� •, ,, '3. \ P '�-14 .51 1R \ a.13\ 4L R\N' 6 alb g 2R 0 c\ I q e v z „ 1408.50 20, 10' 0' 1. 40' 'oy�., . 1409.77 TR G�. ,,t t �s''...': 1405.17 TF t�' a 1 -• 1 ..„..... o p o. `3 `g`;``''` - 1 .��•-- ,5 .. 4 , 4 1V! l, <u o o©.+ �' I ,o G* ,5, m 06.10 I 6 SCALE: 1'-20' p69 C .66 I ,rs 'n ca1408.50 n - 1409 y4 �, 0 2R \ S ye - G h 1407.83 n I a TN � � B °' .0. FF=1409.171408' PAD TR`P g . =1408.5F.1 3 TF _.. 11 1 83 TF I o F- s 2° 25 3R-A �- I o \ , / \ -(', -- a °`3• - 6^ 7p7L 1 eFF=1409.370 ' a> > , i \ 3R Y,. •ao.'. G.`t, } 02.sS ITRV +n o z z ❑ jr { i 1409 3 TR J10= 1407 83 TF D -Apg.-1O - 10.75 _ INjc `•� \ 4`.• ` \ , - •� 1yc e .r ai30 iLv 6 8 INV.HP __- t G, 1 .4°'c 7 1 z7a INK I: t � __.• \40 ,NJ (c : `_'::+ t 1410.50 TF 7 , ��''\rLJ ..:-a. 1 ._7 4 .I 1411.1111, II „ < sT>r laaesoTF° NOTES. I I ¢_ 1.SEE SHEET 2 FOR SECTIONS. ' A . v 2.SEE LANDSCAPE PLANS FOR FENCING NG DETAILS.287 8 i r l PADF1412.2 o z r I y z�FF=1412.47: 26 I .41t!13 TR 1411.83 TR .'12 ---------J 1408.SO TF �, \ �.�,'; b ,, , % 8 4n h1 1.2(1 INK 4 a 1408.50 TF x 1 ,\ c S py °s°a '4yf 'p 7 Y Via\ _ I 31 l _ I 4 s P CONST 1413.17 sy \ G A NT } , 1an.s3 4A, ^ f lba' I �02t`ZCp 14411.17 TN 2R-B fl(v v C 1O CONST.CMU RETAINING WALL N0.2 WITH 6'VINYL 1C \' ..r •.1 1 1.1 TF :: J + 8 6 - 1 3 TR� .`"', I FENCE PER DETAIL NO.10 ON SHEET S-RW 2,�H' �� � PER PLAN,OR PER EQUIVALENT PROTO 11 �9 . ! y V, ° 1N : �: INV. .1 p STRUCTURAL WALL SYSTEM. S 1401 4 \0�6 / ✓ / > CONST.CMU RETAINING WALL N0.4 PER DETAIL I ti o• S O \ y ,`el-, 8 11.35 _ C~ `0 4 \p. _ 1` 1415.83 TR - ���pp TF �y EQUIVALENT PROTO IR STRUCTURAL WALL SYSTEM. \ 't-n 1y P' 'sOr 412.t7 8 8 15.83 TR I 1 1 I t'v ^ ,2Q Q a r /y i ti. I i GFF=t4i3sO 3. TF ��. ,-: FF=1416.27 :.. I 1 c O CONST.CMU NOISE BARRIER WALL PER DETAIL 1409.83 TF Fit 5 \ \ d� ® •C.' �o. 1a0.5 1P,.6 � I� FF=1416.47 ; s 5' 18' 18'I 5' li PAD=1415.E 10.30 I \N $�. W NO. 9 ON SHEET S-RW2,'H'PER PLAN,OR 3B Iui PAD=1415.8 -t2t •" �", z INV.H 1 PER EQUIVALENT PROTO II STRUCTURAL WALL 3-B I 30 a° m o'T - - --' 27 1a ss3 TR e 1 I tatt.l7 TF SYSTEM. \ `.: ,OT'.! ,�• p * ��� - t s 4 __- ___ 3R-C L_______ _- I ! n.,;M .v z &B ©INSTALL 4^PERFORATED PVC SDR 35 WALL ..( i •� r SUBDRAIN 0 O.DD60 MIN.SLOPE PER DETAIL � r FFc141 - I r +c- NY. �, I W II: t1 V 1 c P 7 ..1 .:. '`t `\ \ � .... •1z �•; AD,1412.5. I� FF=1415.07 1 I��".I --1�, N:' � o� 3? z� e N\a r�,. 4 D.: ..� \I - � ,� a.,, � NO. 6 ON SHEET N0.T. O p G'(G I PAD=1414.4 Im �a o ,�y tv L. 1 - - 1 \ 1 07 INSTALL 4�PVC SDR 35 DRAIN PIPE. ,° ui V r4'L \ 451': 90.75 6 = �",o. NV -- 8 6'VINYL FENCE PER LANDSCAPE PLAN. _.• \71 g9 CONSTRUCT PILASTER PER DETAIL NO.6 ON SHEET ( 415.83 TR: .... - .- .. 8 ., ... S-LSI. r I I 1413.17 IT: m /> I ! 'v x `� 1418.50 TR 1 iI 10 CONSTRUCT SECONDARY PILASTER PER DETAIL N0. ® _ 1413.17 h 7 ON SHEET 5-LS1. ' I f � ' I•I ® i �' f i FF-1419 17 ® ... . \ TG ® `.e' � s i PAD=1418.5 I I 3p t FF-1418.87 ' $_� IS _ i 15.25 I`� 14.1 PAD=1 2` „' I o.l,m, 28 I 1 v \ INV.HP INK HP 8 29 ,o o> ' _ ..' 1-A 1 1 _-J e III \ \ rn 1413.17 c I `f LEGEND 11424.51 ••^`' {`r -- = @^� a'o ^w 1416.511E \ � _ RETAINING WALL 'b v \ V• 7 -_ __ C ., { \ as as ry/ \ �``--�,<�" G _�___ ,8$T�. 9 _ � iR 5_ �� .-� FC �_ - SOUND WALL/SCREEN WALL I(' ,`.. ~'-., �t,. r LOT t•J - --- -- �-- --- ....................... VINYL FENCE(PER LANDSCAPE PLANS) L.I h.c4'Sk 521 s6'PVC DRAIN LINE Wlni DIRECTION OF FLOW .34 - --- -__- -- SWALE HIGH POINT ELEVATION 10 HP N --- r-•-'---- GRADED.SWALE 0 1.0%MIN I=�- 4'PVC WALL SUBDRAIN TF' TOP OF FOOTING a _ ... ......... TW TOP OF WALL TR TOP OF RETAINING WALL c r - L a I HP HIGH POINT INV. INVERT ELEVATION OF THE PIPE - LOT 256 TRACT NO. 25479 Cb a C' MB 367/93-113 ` \ °�. hR e '� i No.R.C.E.34751 a * �P 9l6dlfi WORK CONTAINED WITHIN THESE PLANS SHALL s'qs cnue°PAP _ 2ND SUBMITTAL: AUGUST 11,2015 NOT COMMENCE UNTIL AN ENCROACHMENT PERMIT AND/OR A GRADING PERMIT HAS BEEN ISSUED. .STRUCTURAL:. BENCID&ARIC SHEET NO. THESE PLANS HAVE BEEN REVIEWED FOR SEAL-ENGINEER. ��0 CITY OF LAKE ELSINORE,CALIFORNIA UNDERGROUND SERVICE ALERT COMPLIANCE WITH THE APPROPRIATE mini ELECTRME-ICAL OFCELISCANDRLINE GS CHMARNIAHAK DISK Nc,33FTSe/THOFPOKERPOLE19NUMENFSTAMPED D9CWT.5,Is3eFrvEST ELECTRICAL OF CENTERLINE CALlFORNIAIiWY74,33 FTBOUTH OF POKER 19319CWI'. r -- CONDITIONS OF DEVELOPMENT AND/OR PrtOFE3g/ T �, RETAINING WALL PLANS 3 CITY AND STATE LAWS,AND A PERMIT CAN yq cma HEIGHTOFLIGHTABOVESTAITONAMMIMETER 5' � TRACT N0.36624 o BE ISSUED. 300 N.Lake Avenue,14lh Floor ELEV.1475.7E NA VD 88,HWYELEV.1423.31 NGVD 29 OF 10 - CALL:TOLL FREE y e r[ I - 1_800-227-2600 5 c No.34751 < ^ Pasadena,California 91701 NOSE:THE VERTCAL RTHE TR CrIM ROVE ME TPROJCT.2.45 FT LOWER THAN THE RETAINING WALL PLAN gip_ z P ne:626 463 2600 FaX:626.463.2801 VERTICAL DATHM FOR THE TRACTLNPROVEMENTPROIECT. TWO WORKING DAYS - DATE: �.a,, B30.t7 a .K o m ;' BEFORE YOU 01G MARK BY DATE APP'D DATE KEN-SEUMALO R.O.E.56975 EXP.6/30115 9rFL, : .E.34751 08/11/15 SCALE:AS NOTED DRAWN BY: JME CI J.N. FILE No. REVISIONS D D CITY ENGINEER,CITY OF LAKE EXP.613 E PREPARED FOR: ENGINEER DANA S. HALLADAY IXP.9-30-17 DATE DATE:AUGUST 11,.2015 CHECKED BY: JJB FAR WEST INDUSTRIES 599-10-13/215028 -+T ,. �� T I i I I r it Ir 1 T I� II IIIIII ( III III f T�l��ld�fllll�ff�ll�lllilll�9111�III�fII�IGO�l�lllllllllllfl II911.1 i1 II I�GfII I u, iILILI 11111111lluWUI.IjLminLILLIuuWnw114.ai1411UIMIIIIJIWWILL_L_i.h..l_I!i1J1 1,.1 1 11 L .4.11WWLi 11.... J111 _._ I _ il. '.I'., ai I!�\ Irs �6.30 --'' ) LL1 \ %��> �Ej 6 ' ` .•y'' Sf - ' e.0 c s31 LNLJ ;��r� Y .- �p'�+� ��.,,95x� ',,... -•'�" '/ a4r;°55 � ` v , 4 - 1A0 OZ� h � ... � .-- ,-•"• J / / � �. 'r$ \ \ -.�<�t\ ,= v 1AOA 2Q,``t4n?.7D \ - E. .. ..\, / �110' O� w; s• -� .15 \S\ 5 \ �•� , FF'1 1�2 v � -t,8 �-- f,.--" '"'�, pp(t�� /'' �; „ ,.•� . Fi +���s ,, T'w+�ow..'"'�!�Jv�,\�. �ve ,-�0,0 0 �•\' � \I, \°o' v e \a2aa Uyr„t W 20' 10' 0' 20' 40' SE 0,1/ �s2•6g \ � � \ SENlya o�� / � 7 rC\3 ' SCALE: 1"=20' S � � 0 4 \ B T / \\ONMI`— 1, 1399.7 1N \ N ... \v% 13q r''"r• �/ 5y �, ,;,..-. •_-•' o �,/'^ �''. a Z�$ .. -�• v .PPO' / .,,.,O�.S � 57•ri�, tt'" `�� ,. 7yhS�a r,�•a03r 31�A 31g '.., �F�1q°1.' L'-23'i B - \l`5 Y 4- ,/ !"`•y F�"1, [s^5'25'34"' r ti �i' f i� � o„� `• 'r FF°�1A0 R30A0 1.94.73' � / $ xis � �^,P109N OR, 1R `r` 80 qU7 lU � \ y .•.. G,., - ( 1A�OA3 ' �FOJ dJ yy0 � 1�i�''A' 551� y . . `'. � FF91o1Ap5• o ` CFf"\rA � UI C " � 'r 6 ,. `rt� �s �`PPD 1 y ` 0. / 'sB ZA i /•'%' 1 MN\F" „... ua�°' ^" I V {� DNA \.n5\1 ' y o`' IV ' I�>n �_... ',.a� `.\FQ�•1 aQy1,1 \ '��,,ya �1\'� / / ��T 7J9j gMT.B .l'-/ Fj n9 .1(' 4,_.,•�\r n 8 G1�� rLQ r-''- N' • r1 1412�•550� quo o"o ° _ � q J? ' S � y r� la a°o �' r" � 1DA''g3V NOTES: 1 t404.50 0 6a 6 9 Y / ( / 8 c" \ n PPD� '"'�• 1.SEE SHEET 2 FOR SECTIONS. yyo/ o• /. A U3, $yB V B .r /V ,x� '" 2.SEE LANDSCAPE PLANS FOR FENCING DETAILS. W7, m ,. ' I / e<�: ° � rev ^">«y 5 W J` �,1 ® \'x`••.,-r'" / `r f'� �Z a , FF oh•�" s�, s GS BB r ^ 1R� o Ay1 y CONSTRUCTION NOTES \ y' 9 1 A,�7q� U1` 7 Uj6� s y��_... /•. \ \ e y %10 i e1ADp- sP ~ s1 3• \ °v FF e1 1 CONST.CMU RETAINING WALL NO.2 NTH 6'VINYL \c o PPS 5 � �1 '19 ``,-• FENCE PER DETAIL N0.10 ON SHEET S-RW 2,'H' \ 1 , �, > Q. `r 7t, •,.:.p 7.-,r•""� \TUTU' ' \� °o PER PLAN,OR PER EQUIVALENT PROTO 11 STRUCTURAL WALL SYSTEM. �, •-�^ p. � 1 N 1404.51 TF '=�-•�, •9y yN 1'\ /' "} �� d•-''r � \ � o !a oo in 2 CONST.CMU RETAINING WALL N0.2 PER DETAIL I _ 1AOypZA6 EQUIVALENP PROTO IR STRUCTURAL WALL N SYSTEMR W c0 19 \ a" \ �� FQ 0�1AX' r y a _/ -• � ... �'-•r \ \v ,Z O CONST.CMU NOISE BARRIER WALL PER DETAIL pNO. 9 ON SHEET S-RW2,•H'PER PUN,OR q C ` �� � � ...,.. o !I 1 •�tR o PER EQUIVALENT ALENT PROTO II STRUCTURAL WALL FF=1406.97 SYSTEM Sp0�9 ,en1 1 I n® ".6 I 1403• 5 1 ,1 3y .2S C ``� L ` oye1 W j. PAD1406.3 = 51,1,N /' f°5\y .: `0''•-\ ,Z.P \0 0,:,07 C\ 5 "cs '�. z FF'1�AOy. I�r ©INSTALL 4•PERFORATED PVC SDR 35 WALL `JZ'•• 43 g v, �ppb. p°5° \ \t` uf�ti \ O2.y/ �,n , )L r SUB RAN 0 0.0060 MIN.SLOPE PER DETAIL �o B ' n 1R-A L---------r a°sr )- ri.17 qs 8Sgv,.. ,. N0. 6 ON SHEET N0.2. .�, �a`�rl q6B ag Y� FG q °V SO \ \ F'1A��p,1 } 1 03.25 TC \ \ „ -' s ,,,,- �� W O7 INSTALL 4'PVC SDR 35 DRAIN PIPE. \d 1 O �` `',,r'•,. '^• 1 `n 3'p�' 1 \N ,/ VINYL FENCE PER LANDSCAPE PLAN. ` '© OL 5 g' i, ,,,A? � �� r�, g �°y�r l7 ! 1 \.M\\ Aoti -r'"•nr'-'� '� c� O .,.,,", 6 ,1go6.o7A � � ��1 , , �). , N 3.f� � '�' 9 OaO _,.-'• .� 1 `\ rx "' d' R/. ,'r1 FF 1a05• v F T p'D° 1 3 EAS PP g407.1 1 Y`a'-', t'�6 � 1 a'(W t \ 3�P n 1 .y`'., „1. O^� I a `�•"� r"=�°�,, "vv F 3R � \j 1 1 a 5 \ F'1AOao �Q�r t 60' nsis 'T_ I �' y ^t ✓ �$ v LEGEND `mod+ , 1v ,.+ °969E 0a \ r1 FPPDc1 \ o g3 ,yLc QTr`90 .40,g M t _ l '\^� i.• a "f� Si'o 1>S ``r �f+.1�1 tl1 n\�, 1 7. u 1 INV SD'1v I 7 17 � •1 i� 4 6 V � 1406.50 IK , .. ES 0• �A � .... 8, �� T<' •.... 11.84 TW .® g 6 RETAINING WALL ' DTI. 3• , 8 23 r"-�A•`\ t 6NVV ' p.14p6.77 `, .} �. I h �. 05.84� FF=114063 �ee . SOUND WALL/SCREEN WALL ................... \ hL D.1406.1 r -^• I a co 03.84(1F ?PAD= I VINYL FENCE(PER LANDSCAPE PLANS) ----------- 6'PVC DRAIN LINE 1 „. ,� 1408.57 ', �6 SUf� ` ly ,ll IOU 07.3 •-. Fy, 1 i� 33 �' _ �O. I ,, ', 1408.50.E -_ WITH DIRECTION OF FLOW \ \ \ ,,,141 PPOc1a07.9 1 .84 -----""'` 6 D> 2R•C - - - C7 -_w 3•G v (..1�40� HP SWALE HIGH POINT ELEVATION GRADED SWALE 0 1.0%MIN 14 .5 4'PVC WALL SUBDRAIN i , , ',P • UY \ U81 U�9s 1 .17 TR $ > o'' * c?�0�'Sti O I yb I ii v y, I 0 7 TOP OF FDOTING 5.17 7F n 1 P .1 I \ i� , SF 5`.r•, O.'7-^ E\ 8 1 UZ U t 1 c 8 O 6 t� . o"� °L''''a ro w O6.0 TW TOP OF WALL 7R TOP OF RETAINING WALL I /d 50 TI HP HIGH POINT INV. INVERT ELEVATION OF THE PIPE cY40 1409.1 - s /�a Ri 7 D. ' FF=1409.171408'SC TR gY , N 12�x PAD=1408.51407 83 TF 91 V.NP No F m 4' NOTE: 17 FF=1409• 3 ,8 gh 94 751 m to i I 1 WORK CONTAINED WITHIN THESE PLANS SHALL PPD,1ao9. I * 2" I }y 25 1 7.83 TF NOT COMMENCE UNTIL AN ENCROACHMENT PERMIT NA- v 4A - ,-- -q�p Og6U CALIF e�\ 32 ���Z� AND�OR A GRADING PERMIT HAS BEEN ISSUED. 3RC Fr 1 R2.951Nv 6 E E og,1pC °' 2ND SUBMITTAL AUGUST 11, 2015 THESE PLANS HAVE BEEN REVIEWED FOR SEAL-ENGINEER �0© STRUCTURAL BENCHMARK SHEEP NO. •MECHANICAL CITY OF LAKE ELSINORE,CALIFORNIA 4 UNDERGROUND SERVICE ALERT' COMPLIANCE WITH THE APPROPRIATE ■V� USCAND GS SENCH MARK DISK IN CONCRETE MONUMENT STAMPED D 3071935,1538 Fr WEST - CONDITIONS OF DEVELOPMENT AND/OR FE88, •ELECTRICAL OF GL[FORNL4 f11M'74,99 FTSOUTH DFPDWER POLE 19319CWf. e� IBM CIVIL RETAINING WALL PLANS CITY AND STATE LAWS,AND A PERMIT CAN _,9 H HE/G of LICHTaSOVE sra77oxMaRK1 METER. BE ISSUED. oY 5 A�� TRACT NO.36624 p q 300 N.Lake Avenue,loth Floor ELEV.gy576 NAVD 88,tiWY ELEV.1913.31 NGVD 19 CALL: TOLL FREE Q s Pasadena,California 91101 OF �0 1-800-227-2600 qo No.3N51 ° NOTE: A7UMFORMMARIMPROVEMEICPPOIEI52.lSFTLOWERTHANTHE RETAINING WALL PLAN 3 ems, P ne:626,463.2600 Fax:626.463.2801 VERTT LDANMFOR THE TRACTIMPROVEMENTPROJECT. TWO WORKING DAYS DATE: °30.1 a .R or am BEFORE YOU DIG MARK BY DATE APP'D DATE KEN A.SEUMALO R.C.E.56915 EXP.6130/15 �'yF cAL! .E.34751 OB/11/15 SCAIIE:AS NOTED DRAWN BY: JME CI PREPARED FOR: J.N. FILE No. REVISIONS CITY ENGINEER,CITY OF LAKE ELSINORE FAR KTST INDUSTRIES 599.10-13/215028 ENGINEER COUNTY DANA S. HALLADAY EXP.9-30-17 DATE DATE:AUGUST 11,2015 CHECKED BY: JJB I I 4T1_ - �f 1Trf 11111�'IIP�II�I� I Illll�l�III�IIfI11PIIII�IBIIIIIIIIIIIIIII�Blllll>tlllll�ll�PII@�1P1>�fl�llq r i _I _ _� I I I I 14! lllil�Itllllyll': I I IILI I, III I I II, I � � II .I � I' I II I III r - III i SEE SHEET No. 7 Ld Ld >Yo �' p ti o3S3 r � 62.3 ''F.10,3 A`` G\ 6 �( /4. \�6• 4"� \TUTU B 'A:fl \ \ \ \ 14 4 16 4L \ i Q S ,�,,, _,_a -. 5� .-H4 ' . Q�p3�.. 351`. ,�q�(}� 02. rL, S / .9P C S0 - 40. � \ - .� 6 \NV•Np \�\ t� �3$9 ` \\\ III � , x � *t 4 5•'� -- 1` zzs rc .GG`�S� o .c. T yo3 / . /�/ lc k.. �y.h --�`'� t�; 4 20' 40 lo' D' 20' ' ' 1Rp3 2 a v t -• \ .� Ct.76,�. /V„ / S°k _ -.;S,.m .Off.._ ±� ' 3 / O rt II 1..j"..-" ----.�.... SCALE: 1"=20' 9 ,.� 6 tCp /`j-n�s�'' �• � Iq 6 n' `. �� 13_ .� \ � c c,�, \ i��� �,�,,• � � �I =� - ,n 1. 1eA5'S\ ..-' g.P , 4�•" 11- 5.�d T ti \eC7��' / / � '( 01 /' of r � " / / '`tAti w \ \ e � �� �Fr� ,��� . ,;f�•� ��J' � , 'j, \i \ ^� ^+t4 ..�./ �4O / %•�. \ \ �r: QPO" °Ri"� r V`e .�. \ `� ry � w -tf \+, 'I"u' rS3SFS �`' L5 57 T NOTES: � DFTB C i : �Q'i �•` 'a -r `4'= aw `t� n ... ° I`-I'.7 F 1.SEE SHEET 2 FOR SECTIONS oos rco'� t ;s, ;dd i 1 L \t t A P ` r1 n fi, 2.SEE LANDSCAPE PLANS FOR FENCING DETAILS ,a . .. ` o J V a�:s'"' Tir. t; 0 9 V ,`� , CONSTRUCTION NOTES COAST.CMU RETAINING WALL N0.2 WITH 8'VINYL 1 FENCE PER DETAIL NO.-10 ON SHEET S-RW 2."H" ,� --.�=:-'" ,�, '" 'N U+ \ ` � I �, ��, c � 251�a° \ P�.�;• '7' 065\ \ ; ��� ` � 1� 41 1 \ tot. ,,.'''. a yo CS a C0 q \ 1416. •(F 14105 \ ` � 22.5 TW ' .�_= _ ry°�" 1� $ ,5 \9< G�,.- ® we, �. a, i'„�' 0 �'� � �. 1409• � � � `,1414.51 � , � 97 � PER PLAN,q2 PER EQUIVALENT PROM II � q i 5 \'} � / r � i \ ` �/ 0• STRUCTURAL WALL SYSTEM. CIXJST.CMU RETAINING WALL N0.:2 PER DETAIL .:_< \ 1\.f 1 s.t✓ \'I'S _ .., 01.35 �; �� / 6,F1V't\Y,F _ - q `'-\ 18 �4t - L., `. FQ 0�1p03 81a4� •� G^ ,t., , �` 27. 1 f N0.6 ON SHEET S-RW 1,•H•PER PLAN,OR PER. �> QP '� \ jq 2 • 5 ` F \ h� \1 1 �` }•� EQUIVALENT PROM II STRUCTURAL WALL SYSTEM. -j �' _ CY„a O, 2 Oy b3 ,� p u D4o2!• � ,1F O69Ne \1 Nx t .!r! f 1 O3 COAST.CMU RETAINING,WALL NO.3 PER DET.NO. Alt - 51 0 +.: B tNV a \ ✓,1 Z �,\NV _ • ,�„�- 3'e. �. 14pg.841_ ,,..m^'",• FFs1A1a0gg ;-,•:.;.:. v 1` \ j{t 1 1 ` i 7 ON SHEET S-RW2."H'PER PLAN,.OR PER ✓. / �+ 0 4025 ®• Pp`D i>A ,� cxk' - -, 1 4..,, 1 1 -t 4 1 EQUIVALENT PROM11 STRUCTURAL WALL SYSTEM. EQUIVALENT PROM 11 STRUCTURAL WALL SYSTEM. 67 01 1 4 5 1. >�(k� O COAST CMU SHEET S BARRIER WALL PER DETAILLAN W r 8' `, �' O •: da '14�•5\ ae 7 \`c rn=' oq.C '� PPD 1 c>I=} t 1a .17 7W t t -Cr- N0. 9 ON SHEET -RW2,•H•PER P .OR 2� 8 \�� \ s4 51 \� 1402• r 0911 H \ o a g r 1 .17 PER EQUIVALENT PROM 11 STRUCTURAL WALL vi :. ..- ✓� v Oti _,,,.�'" 1 va: �. \p651 N 1 1 � � �\�� '� ;54`... 4 It 1 ���:.. SYSTEM. t F 1ROp0933 t i L4 \C� 1N ' 18 ,19.` \ +.3.e O INSTALL V PERFORATED PVC SDR 35 WALL W F pp'1 t Lo.... 1 zC 1 1%Aa 8 ....�? 1 1 t SUBDRAIN 0 0.0060 MIN.SLOPE PER DETAIL �. 4 ) � pF�.6" \�"�t 1� � t N0. 6 ON SHEET N0.2 a �' " / Dc 10�11,� P� 1 }�. � � �j INSTALL 4"PVC SDR 35 DRAIN PIPE. N \ G -".'"_, 4„ 02g1, 1404.51 0 ,,,^'^• FF=14 q�1 0 4 110.51�1F � `��o,°`P' ',2 8�z 1 1 1 t� --s ( y B 6'VINYL FENCE PER LANDSCAPE PLAN. p,1 ��'"a Og,51 � Oy , . a 2 1 ) 8 CONSTRUCT PILASTER PER DETAIL N0.6 ON SHEET E h 8 e ib y PP a 1 7 1 S-LSI. 1Rp3• ° ""` - p4-q` Nx% `` 2-P IS 511h'•�z [Alt �' �` 1.G 2��x 1 I ( L �i 10 CONSTRUCT SECONDARY PILASTER PER DETAIL NO.. - -.. \ ,��,® 1�P t,-,. Via. B Qy"''�0,, t \ ,-'" -.40 �-^ 14A45! 1 pV, 1TtA y a \ __-- ij t`--I v. I �1 5 -7. � 1•� 7qJ SHEET S-LS1. I :\-r'" \�' , 1f ta`L' o \y;�& 1p51 I` � F. n✓ 435 6 •a� 'c yy ,c, t zf'4 ,l-''' 8 ® * \ .,fin�YS -" 1 \ ` :� p4.1 fir I„\ p\ .a r .,0�'1'ti 1t Il DILL ^f 1 I •'t'1J 9 t + •` our '° N 1�,��' 1r 1 cz \ �. p3•♦54}N I� 1" � 4.511 `a I � 1 I 1%V,YN. � L a'.I 142+1.51" � N �`t�. y � f i :a1R0 Z16 \`� \\ ^; 2T %.�"'' � �} • l%N 141.5�.,, 1140 v \.„ .btttd I �R �!J _�1%9,pN. '', ,.,mm,^,,,, 141 .51 -1R0°'• � AtiN, st, .1T7F.,'` � ,%ktt:< , ..,"„,,; t;} _ ,,,,..�"M .cltu' t - PD, �` �%' .--�' \ , B�n 7 "z Df�1$ 14 l B r• _ � s1's. } -14p6.77 -14061 /•" 4= \o." �� 4- v \N.Y 8 .,,"." ^3"'\.B4 PPD_ y �. i1,6 _ ,It c :.°-.- 1412.87 r N Q 1_. "rp, I VL `'�,"„•,. ..F.Fosf-1>4z 6g07.2 * " ''. � �& V.NP'�" ' 72 5,t� Ic>,,y., - ' 411 6 FF=p=1412" FF11 qru .2 1 I A 1 PPp,1 8 f 4' \ , 1B 14Q1,. rt y 65 ` I 36 u 1 1 I a j pa 11.B4 iU `j o9.a41 y yll F a" °f 7� Till 411. TR. sy I i %M;N. _.. 2 7 �-•- _ . ' �'I�;t ao6.5 TF 19•v::.,, ' .,o ; I F LEGEND 4<, PP 4 9 �` 05.901NV.6 11.17 TR FF=1408.07 1411 1 - ;�...t.-.�...- lad. . ,}�c; DF=13".. ®`""'""•�"'I".,� I _ _ u2�n � } 1407.4 14 5 _ "- a. ytt% o• 7.94% ;t FG PAD 1412 8 �;o,i4iI ,, 26 OF 2 4703.84, ,4 INV. I I ! 13.17 TN'i PAD= " � FF �.,�..�., FF=1412.97 FS 1 -^ 6 c� I I RETAINING WALL - -1412.3 1' W. l FF' _1406.B B ' V• 140B. li,~ PAD '4° 5 , 'S. Bi iv`z' I 1 I ..... SOUND WALL REEN WALL 4 W `` 1. m o9 PAD'. 17 ,t " ( I g 04.51 -, 71 v{ro. 1 i v a 66 i l'I , 4 1 1 �( •••• NNri FENCE(PER LANDSCAPE PLANS) v it � 1 I t 4 � 41TS I N J 2•A �� � � �s �. I } I fY' 6•PVC GRAN LINE yyyp : s { 1R-B �--------- p ' .•. I Cr'�� r��' WITH DIRECTION OF FLOW I DF=4" t 07 1 •` 11.84 1R �.,�� I }� I t DF>4" g 'I l/ HP SWALE HIGH POINT ELEVATION Off "4 It a� 09'8b o' �1� 6 r t 10.51 \' '��r II - ti �7, I ^l GRADED SWA E 0 1.0%MIN r _ „ ,,, 1 83 � 'xa an/�• I it I� r }X AdSN ;/ 1 � I '�i ^' � '"} � _-___-_ 4"PVC WALL SUBDRAN 1 1 1 @.-'"_` �6'5gv' 1 TR..,�, u t 1 L 8 \y ')• I� t%li;N. t I I W.34 F. _ 1 1Y.MIN j I � -•� - p 1406.97 ®� 6 i M-N. tro:IH. } 7 1406.51 TF }%W;N -.,;YN it 7 \\\�'.� ':, � �� ':%M: , � TF TOP d:FOOTING 11.84'TW NV.H Z 05.84'TR F _1406.3 iii _ {{ x 3 ---- I - iTOP OF WALL TW 03.B4>F PAD- tit -' 1 11� g _ AA /�1...�.,,.,. _.. G WALL �{�. ,.,g .. .:.. 'r�"' I � TR TOP OF RETAINING U r- 0.84 TR 07.84,TR 0-=14" j �. 24 Ir 1408.SO TR DF-26° .17 TF 09.2 i I .mm... C 142.51 1 "i 08r 0584 TF 1407 '. I 13,0 FF=141407 -p'- HP. HIGH POINT FF=1409.27 p. 1 * _ 10.51i1F ""' j ' +"^ s.,a 5 1 ( INV. INVERT ELEVATIONOF THE PIPE FF=1409.17. ; FG `' I HP a.: FF-1413 67 55'' �!." .. 1 .17 ) n INV.H PAD=1408.E 6 PAD=1413 4 ,� ' PAD=1408.5 ' - l 1 T = rI AD 1413.0 ' 0"�PNLEY�' B"'I NOTE: 16 67 �., - 2B ` t vq WORK CONTAINED WITHIN THESE PLANS SHALL j 3R-B ---- 1a4eI e v i I �i f �) I Il Cxx 91ao/T OF-4" x/. n Z% }}I Gn O�n cf` [t NOT COMMENCE UNTIL AN ENCROACHMENT PERMIT o sx - g v j tt.ea <I. ? qT CNIL �P - 2ND SUBMITTAL, AUGUST 11, 2015 AND/OR A GRADING PERMIT HAS BEEN ISSUED. SEE SHEET F ALtc a / IZ�S THESE PLANS HAVE BEEN REVIEWED FOR - SEAL-ENGINEER 0©FIT &CML STRUCT°BAIL BENCI-IMARx CITY OF LAKE ELSINORE CALIFORNIA UNDERGROUND SERVICE ALERT SHEET No. ri COMPLIANCE WITH THE APPROPRIATE .-HANICAL USCANb GS BENCH MARK DISK INCONCRETE MONUMENTSTAMPED D 3W193S,IS 38FT WEST , CONDITIONS OF DEVELOPMENT AND/OR PpEes$ ELECTRICAL of CENTERUNECALIFORNLA HWr74,33 FT'SOUTH OFPOWERPOLE 19319 CWT. RErI•AININCT.WALL FLANS CITY AND STATE LAWS,AND A PERMIT CAN v Hq`s 5' ( �- - HEIGHT F LIGHFABOVE STA77ONMARK 7 METER. 1-800-2CALL: TOLL FREE BE ISSUED. �P <9 300 PasN.LakeAvenue,14thFloor : TRACT NO '., ELEv:1 16 7 .36624 I ya y� 425.6NAV088,HWYELEV.1423.31 NGVD 29 OF �O 1-SDD-227-26DD !p No.34751 < Pasadena, NOTE; VERTTCALDATUMFORTHEROUTE74PRO/ECTIS2.45FT LOWER THAN THE TWO WORKINGYOU DAYS - axv. 626.461.2600 Fax 626463.2801 VERTI LDATUMFOR THE TRACT IMPROVEMENT PROJECT RETAINING WALL PLAN BEFORE YOU DIG DATE: s 9''0-" i .tt or om - MARK BY DATE REVISIONS APP'D DATE KENA.SEUMALO R.C.E.56915 EXP.6130/15 �9 of CAU f'. 34751 08/71/15 r.ArIF ASNOTED DRAWN BY: JME CI PREPARED FOR: J.N. FILE No. ENGINEER COUNTY .CITY ENGINEER,CITY OF LAKE ELSINORE DANA S. HALLADAY EXP.9-30-17 DATE :AUWST 11,2015 CHECKED BY: JJB FAR WEST TNDIISTRIES 599-10-131215028 _.. ,. ;I I - - ._._ __ __ *'-T _,I.__.: 1 1 T!I!Ti P I,t.I I L :.. ,., ,.�..771777 :... ; 1 III 61 �1I r 1� 71-1 1�1' 11 5T �11 pjjl�ll j�( jjj'!Jjl'If J�llll�ll�llllljlll'�1101�f� �ll�ll]l l � T� r ��i�: I --+- ---- --------- L_1 --.. -_ iJLL-L. -I ! NI'ILILIMILUILHIMUM11.121 uLMNLI_5lilll'W1EIIIlillII'L IJILIM-7111I1 _-_J_LJLLffl III I [IIL1tl SEE SHEET No. 5 E v T 17 .- ---' 3A 1 6 66 Li 1 �Q �. �5'S. �. z �' I 11.84 1R I 0^Ga I j,� �( ) .iJ, L-''.I z I �•1 ry w - _ - � :,: 14G�•83 TF °.: �o aO � "l�i t''3°cn `{{ :°-'- I 1% .1 TR-„ } t t✓/ .97rv °� � 8 �♦�'♦h � 1%MiN. 11:84 ;N. 05.8411R FF=1406 03.84�TF PAD=1406.3 �; / _ t - .... -- - _ - 2 a%MIN =- 11 L ♦^ , ?t' E�' 8 ' ... i.. 1413 7 TR I 1 4 .__... :... ..., •'JI ° 8° .:.... .. 078417R 1 .., _. f k t30 '. 24 �. 1408.50 TR ...07.841 tea, I I II 6' .... .0 Iti OS'`05.8411E FF=1409.271407 F P'.�; 10.5117E f'.Of � I ^, c�l FF=141407 5. 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TR 1.45 LANDSCAPE PLANS FOR FENCING DETAILS r / �.: 1, 4' I c'..... .`.... yI. 1 14 0a5 7%MIN 1% EN €,� I II P�4 T' - 13.17 IF IN-H 2.SEE ' 14 F ' 1 3 TR 1%MIN. 1%MIN. 7 LF• 1408.51 TF i •„e a6 iC - I. ... ... ...... 142).17 i 7 � 08.33 F \ •.. 7 .- -�� 141.84.1R i � I O . 14 09.17 7R 09.2 - 8 I .%. - 1410.51 TF e`e 1z I6 FL � - ,v 142.17 924...i..:1, ..... --Rof L- - - f1;3� 7.zs% 3sa 7 (fff z CONSTRUCTION NOTES 8 �: 1 FF=1414.97 h, II re - 0895.7.0 10.51 TR --10.8 FG... �.; 4 FG -73 .r?;� '° ��, FS �I FF=1412.47 i 26 ,P 09.84 TR 0a.49 FL i <,_ 1 PAD=1414.3 per-yq!`�' f� �1 I�1 CINJST.CMU RETAINING WALL NO.2 WTH 6'VINYL PAD=1411.81 1-C 1411.83`TR I t 83 TR 08.51 TF- "-�-. �I 0&51 TF `g�T 1i 8° e�✓I- i c1 I - H .--- 1408. .TF 1 E PER DETAIL NO 10 ON SHEET S RW 2,"" .50 TF .. ;$ I 1 I V.HP I III \ YJ ' .y. 12.2 F> 11.00 6 �� / I Iq 1 7 (.: p N q0.2 Y0.20 6 Y;NV• ..n „4„ 6 <.. 09.48 TCO ,° o n ..��u' ,,,_„-...-' -�� 1 3 I i "� �� PER PLAN.OR PER EQUIVALENT PROM II I .I T4T7:�i3 TR . - ♦ °" �2 sp _ ______ 2-13 STRUCTURAL WALL SYSTEM. . c''i ?z _ 1.17 ' FO x, INV.H I _......... ..... .._. ...,,...... .._.... _ _ ___ ___::_ ._.. ......_:_ .. 1409 .. 3 TRFF_1�410.5 1$ =....- _ TRADA BOSCO ��: - �•� 2% ae I i O2 CONST.CMU RETAINING WALL NO.2 PER DETAIL - - - - - II ....... / 1 w \ I - {T. ❑ _ t N0.8 ON SHEET S-RW 1,"H"PER PLAN,OR PER I 7 - 14 �`-- ...-..._ S 'y 9 y � i.-... fC - „2.r I i I EQUIVALENT PROTO IV STRUCTURAL WALL SYSTEM. 1 m INV. P' 2R•B [] 0 4a TC 1 l o ry,TjT m ♦;.,,o �, ,� I - , O3 CONST.CMU RETAINING WALL NO.3 PER DEL NO. _ 141'� 3 TRo -. w,o r c``i F2 ♦♦' .Q1 :�. -,•a�`1. ?'-4.s`T,�-2 / `^+,♦ - ti §,� �� 7 ON SHEET S-RW2,°H°PER PLAN,OR PER >, ,a ^. > .y �' tG - C 'vc'- i EQUIVALENT PROM II STRUCTURAL WALL SYSTEM. W I ,+ n ,.., ky -.,J %:AIN. 1%MIN. I'l!) P 141583 r. i 1 840 TF �' o o�ln T Ta I ♦+s.y0 •? �. ,� ®CONST.CMU RETAINING WALL NO.4 PER DETAIL W }t ` FF=1416.27 1409 83 v`��- I ^t i r `O�Q+�• - - 2.7 ,� / `ram 8 7 NO.8 ON SHEET S-RW2,-H"PER PLAN,OR PER EQUIVALENT PROM II STRUCTURAL WALL SYSTEM. . . � 1 �+ 5%�lp, •,p. � - � � � I o d � -� � .� ', � a i i � I�CONST.CMU NOISE BARRIER WALL PER DETAIL W -- -----3 27 145.83' ,f crg a� .gin . .,.,,,,. ! 8 8 }� ^y. I _ e p Tr- 1 I 1. 41.�'aa p 00�• ^ , I -C N rt Qr. N0. 9 INJ SHEET S-RW2."H°PER PLAN,OR W 3-B 14 1.TAT RF l 8� t qS. 6 ,N. °` $ ,,ram. j 5 1.1 '>t t'}'L PER EQUIVALENT PROM II STRUCTURAL WALL �. m A.�7g7 r. �,.., _- ❑© GFtt,2,63 , G ., 6 ,., .,. 1S? n. I 71 I `v SYSTEM. ".'' t J 0 •7 fl "" t7. GFF-1471.73 1 1 1 „ ." ,. ;..r1514.60 14j•d6 l 7 tG 20 ZC ii.2` FF=1413.47 I z 1_g PERFORATED PVC SDR 35 WALL 1 I 4'- 3 x n Q°1'^d�'•�'' ^ I I I O SUBDRAINSTALL °0 0.0060 MIN.SLOPE PER DETAIL %MIN. t/ -_ \ B GL-GB PAD=1412.8 1 FS 3 fi-QU Q O' FF=1414.57' ' O ZG 27 , P N0. 8 ON SHEET N0.2. 1 5. \ - ee 1 Q U I FF-1412.57 n �1 I 1 ..; 4 _ �' PA 14 > , Q- / 1 ---� PAD=1413.9 i 1414.E n ,-� SI •7 s PAD=1411.9 D' 7 14 17 7 INSTALL 4°PVC SDR 35 DRAIN PIPE 1 3J1 -__ 142317 7F I g 6'VINYL FENCE PER LANDSCAPE PLAN: 0 }\ 8 Y'' - kx� I 1 � 13.17 1R y+,;..� h 'I � 18g CONSTRUCT PILASTER PER DETAIL N0.6 ON SHEET 1.>, FF-1419.17Iw, I +,ko 12 : 3R-B nsa 7F 10 = '. 7q.p ` qp _ 9 PAD=1418.5 ' ® i1' 2-C °. 2' 1R� (�NP 2-A t1 Y PILASTER PER DETAIL NO I I S-L51 'z v I n :: _ i Ipp��1T J� 10 CONSTRUCT SECONDARY,o °3"}d"" 28 •WI.. _ ^ 1 NHx.a�v Vt L� :.•1 7 ON SHEET Si ------ 1-Aji� 2% irt01 eiiN - 7I.'D y 13 l No® N4 I 1 N 1 •t. ®:2.'ss 1;MIN �)� � 1 1 ea Tw � Tar I' 11.40 INV. > < < FL-.I{P. t2.8 i3.75 IP t%M'N. arx n. FU 71.7 1+.° t%MIN. if:7 kT:-NP ti.9 t29._ `3.9 <U'N. '40" 15.0 L FG 14,C 74. 17,• FL- 14.E t` . ?j 1 7 MiN. i%M1 � \ -- _------F-� t_-- ----__FG_ �rd--.-_- ) FG_ 'rG FG. �... nr oYiC =io0 _- -- __ C fu r . TUN 8 �10 14i ��185 vv. va 8.5. 4 vwe - /NgOry G T-� /\\ _� TEC7ICA TASEMENr LEGEND ' I ❑ N54'55 32`F - '� - f-` 581 �` __ ___ 31 t84 TW - O RETAINING WALL I O m t�. m,'n Q Q n (� m m 5 ...5... 1423.84 TF SOUND WALL/SCREEN WALL C ••••••••••, VINYL FENCE(PER LANDSCAPE PLANS) .---ry ........____ a. IPVC DRAIN UNE ^G r --^^ ✓r '� �/t' • ✓ - I✓ � ��'' Po7H DIRECTION OF FLOW INV.F1P"�, - ✓ HP SWALE HIGH POINT ELEVATION CD ........... ........ GRADED SWALE 0 1.0%MIN I 4"-� PVC WALL SUBDRAIN - - - -�- - ti y - -"' ... TF TOP OF FOOTING FOOTI G AY N WA R rx TOP OF WALLTR TOP OF RETAINING ~ 1 aNING WALL _� I.. "�'�,`x, r < - .i.,._ ,�tk ram, ..... �� I N HP HIGHPOINT .INV. INVERT ELEVATION OF THE PIPE 'Y No.R C. r34751 m I WORK CONTAINED WITHIN THESE PLANS SHALL t NOT COMMENCE UNTIL AN ENCROACHMENT PERMIT �fioFcnuFOP J \ 2ND SUBMITTAL AUGUST 11, 2015 l Al A GRADING PERMIT HAS BEEN ISSUED. UNDERGROUND SERVICE ALERT THESE PLANS HAVE BEEN REVIEWED FOR SEAL-ENGINEER © STRUCTURAL BENCE MARK CITY OF LAKE ELSINORE CALIFORNIA SHEET No. COMPLIANCE WITH THE APPROPRIATE / :MECHANICAL USCAND GS BENCH MARK DISK IN CONCRETE MONUmENTSTAA9'ED D 3071935,IS 38FTMST L CONDITIONS OF DEVELOPMENT AND/OR vµoFEsslGv_ lv�D ELECTRICAL. oFCE[�'FERLINE CALIeoRNIAHWI'74,33 FxsoIlTH OFPOtNEx POLE 19319 CINf. RETAINING T�LA7�T�+ ry CITY AND STATE LAWS,AND A PERMIT CAN 5. Hq 't 'clwL FIErc OFLIGHTABOVE STA77ONMARrI AMER. R AWING WALL PLANS v BE ISSUED. `! 1 TRACT NO.36624 OF 10 • P 9 300 N.Lake Avenue,14ih Flaor CALL: TDIJ.FREE _ p ELEV.1425.7E NAVD 88,HWY ELEV 1413.31 NGVD 29 1-800 227-260D O No.34751 < Pasadena,CalNomia 91101 - NOTE:THE VERTICAL DATUM FOR THE ROUTE 74 PROJECTIS245 FTLOVVER THAN THE '1 P ne:626.463.2600 Fax:626.463.2801 VERTI DATUM FOR THE TRACTIMPROVEMENTPROJECT. TWO WORKING DAYS 4 RETAINING WALL PLAN DATE: 90.1 r .tt cor om � I BEFORE YOU DIG iPr /' %� MARK BY DATE APP'D DATE KENA.SEUMALO R.C.E.56915 F�(P.6-W15 9jF� F�' '� '.,L' R•C.E.34751 08111115 SCAT AS NOTED .DRAWN BY: JME CI PREPARED FOR: J.N. FILE No.. ENGINEER REVISIONS COUNTY CITY ENGINEER,CITY OF LAKE ELSINORE DANA S. HALLADAY-.. DIP.9-30-17 DATE DATE AUGUST 11,2015 CHECKED BY: JJB FAR WEST INDUSTRIES. 599-10-131215028 _- I l l l ll l�Il`�il>C . _T i 11 flI ff1lIIIf110�1'��(I�18�1�1I''II II@II��l��ll1[��I(f1�lll�ll� �ll l 1 '" 1 11 FT I' I� - l? ? �T�I lT� - .. w_ _ _. t-1 42 w 0 , •1 , w IFS / Ls 14 F (140 l ,, roar. w , SCALE: 1"=20' rag � /. './ 1��p�j ,,,,>� ../� // /% N�� �� � `\ \\ 1a .5t ^'@ \ ` �t�10• 96'7 l fCr�,•'' ,\, /,•.% r,,. r.-'" .-f �'/��,h�`�\^� , �" h '�`` y� ' q5�'-„H.--+'~'`L �^ ® \� \\ `Y \ �\ 105.7 j> •39 �21) ,., .'•''. r r'r ..� PG,�y�I \do /'r' J,,. /, �-'' ® r ''r r�\ j` --- / ..•••' ,,•' gp'f+,, / T°n'' �'�' 1R•C v % 'OAO'4@> \\ \\ \ \ NOTES: I. \^''� /'r' G,,.'"' i ^''•' r-'"�"' m 'r%•�' 1`�e 0 'NV F 140 055�. / r4 j":' 141 B TAR 1 t1 \ 1.SEE 2.SEE LANDSSHEET 2P PLANS FOR FENCING DETAILS. f /' f�"�'•-•' �„ � �'/ ,'�f a, �[' ��F/� ,� ', PPDSAO c6". 1407.84\TF \ \ \ \ LF ' \ 1 MTW NV. B \ \ \'"F•t^ • �pJp o �,� ° x t, 04T>\405UT 8 , \ \ 14 9.8 \ ,U� \V CONSTRUCTION NOTES r" r,. ./ /' 7b'�,,. o / \ A17• TW ; \ v \ r,.+V 1Q CONST CMU RETAINING WALL NO.2 WITH 6'VINYL FENCE PER DETAIL NO.10 ON SHEET S-RW 2,'H' r' / ,/ /� ' \%•�', �� R �x Fl pCSo'`pb' \ \ \ PER PLAN,OR PER EQUIVALENT PROTO 11 STRUCTURAL WALL SYSTEM. 4kQP� O2 CONST.CMU RETAINING WALL NO.2 PER DETAIL / r' / ;/ "'- / '° AOy� `" 8 - f \ 141 50 \ \ Oti •5q NO.6 ON SHEET S-RW 1,"FP PER PUN,OR PER EQUIVALENT PROTO II STRUCTURAL WALL SYSTEM. L p374G g%� OC) / ,1 \ \ O CONST.CMU RETAINING WALL NO.3 PER DET.NO. .Ili ON SHEET S-RW2,"H"PER PLAN,OR PER r,.' "'r ..��! r• �' 'L�',7/ �`;P . ao, �` \'' U3 8/X � w r ® \\ \ \ \ ®EQUIVALENT W M. CONST,CMU RETAINING WALL NO.4PER DETALL AIL l' NO.8 ON SHEET S-RW2,"H"PER PLAN,OR PER . YY""`P ,' '•(l1��` Q?7 .��'0�5¢ F¢�1\A06` \ \ \ EQUIVALENT PROTO 11 STRUCTURAL WALL SYSTEM. �, .,r \N' p,� - gA�ApA• 8 Og0{� 8 p'0' �\ \\ \ \ QQ CONST.CMU NOISE BARRIER WALL PER DETAIL •''- / - p / /' r% r FF- 1 \.. \ „�\• NO. 9 ON SHEET S-RW2,'H'PER PUN,OR 9 '~ ' PER EQUIVALENT PROTO II STRUCTURAL WALL ✓ •�•L1, �J '�„' "� r,,�••-` 4"'� f %:-?�� � 59P �-1i° Q�C�9\0.p°i`L%``` // 4 ,� 3'C \ ,�,�4 SYSTEM. 9� \ r1 �C _ �k_r-:4 a?,t�C 8 ,a \ "6 r. �,. 8 INSTALL 4'PERFORATED PVC SDR 35 WALL F!, '' 6-� c '`( 14 C \ \ r O SUBDRAIN 0 0.0060 MIN.SLOPE PER DETAIL _/' \N. 7 ♦♦♦ O�.A�`` 8� Ft J.NP \ \ NO. 6 ON SHEET NO.2. �,.+ i l /;�,i O?•y/VIP/""� \''a° . �. 02. ''-�F a1 A `` u; i /'''-,.�.,t,, .Be,'6 \ "N„�,"°" \ 10 \ � O7 INSTALL 4'PVC SDR 35 DRAIN PIPE. .y, \ / i �F;;.r \ S '.. QP°0? 7C• `'� ` V NP \ \ A 8 6'VINYL FENCE PER LANDSCAPE PLAN. F'Is ALI .� %\�g1 9 CONSTRUCT PILASTER PER DETAIL N0.8 ON SHEET 10 CONSTRUCT SECONDARY PILASTER PER DETAIL NO. � 7 ON SHEET S-LS1.r1 � �,V � � / 5�1•�J o \ 5� � '` FFa1�p0?.• � '2�, � F,a �« - 649% � \ \ �� e \ . LEGEND d P Z f� - Pf\6 5 j��j•' Sd. � � c; ' 3 g� \ °" `� e4 RETAINING WALL E.I \ (�\, \ d`•PQ �'-" OA029Tg W \S\g'\ \\ PP t_f'i1AP Cap a 0 S�' ✓r S1 Jr� 108gg1 \\� r 6 P yw ° 8��. h y`D I C ,.,.... „.... SOUND WALL/SCREEN WALL I�r \,1 \ \ `,1 �2",0 8 �� / 0T21T TC /•1 C / \ r A� `.` r '7 08.y ' ^I±.� •,•••••••••, VINYL FENCE(PER LANDSCAPE PLANS) Ap 8 _ "•^ \ 6"PVC DRAIN LINE V81H DIRECTION OF FLOW 4i] \\ \t 4 i"l V\ 1 / / / FO %•VI\`, /\'a� \ r ?PO% \p%�./ I 4}� Yp' t �i• e'•y - - I T� Un.' HP SWALE HIGH POINT ELEVATION GRADED SWALE 0 1.0%MIN 0� _ _ 1 ` \•' o \ \ 7.3% ® � 416.2� - - 4"PVC WALL SUBDRAIN 1 � \ .✓ TF TOP OF FOOTING r5•'1 `'u`. \ y "boo �� �F�1 A08\ °"'fin""" °F^p': \as \ 1�p��A N% 5 8^•v Ili ....8 TW TOP OF WALL \\N =:, �.� \ \ II �` TEt•G 1p0Ao3p \ QpO' ` '' a! 1 b•Sr'�yJ y�F1G / \ TR TOP OF RETAINING WALL rA"8 �•93 T 5�,-,,, ,r '3jFC \� 8 \ e4 ."8 �Q' \ \ \ o� ® ti��5 pYy 9 9� \ 8 \ .76 _ 1 HP HIGH POINT INV. INVERT ELEVATION OF THE PIPE �i. 'Ile\ v ,,,. /4 •• ^a � $ ,`�` r°h � d+ •aa w o 1%'V0. 0. p�0 0,, \ a i \408� K � \ No. WORK CONTAINED WITHIN THESE PLANS SHALL "' � �� =�g6 - � `• % sir ,/np.. %,�.-" t / NP 1N �� \\ �6 36 p� NOT COMMENCE UNTIL AN ENCROACHMENT PERMIT S E E SHEET C/VAU? s - 2ND SUBMITTAL: AUGUST 11,2015 AND/OR A GRADING PERMIT HAS BEEN ISSUED. UNDERGROUND SERVICE ALERT THESE PLANS HAVE BEEN REVIEWED FOR SEAL—ENGINEER pp STRUCTURAL BENCTRVIARK CITY OF LAKE ELSINORE,CALIFORNIA SHEET NO. COMPLIANCE WITH THE APPROPRIATE MECHANICAL USCAND'G58ENCHMARKDISKWCONCRETEMONU.NENTSTAMPEDD3071935,I538FTWEST . , CONDITIONS OF DEVELOPMENT AND/OR PS. HAZq," (\/•��•ELECTRICAL OF CE RUNE GLIFORNL9 HN774,99 FTSOUTH OFPO_'OLE 19319CWT. 7 CITY AND STATE LAWS,AND A PERMIT CAN �9 Hq -y �+ "' RETAINING WALL PLANS 1 aY S. 0 n. •CIVIL HEIGHT .76NAVA88,HWYEl1DNMAR1 NGVD 29 TRACT NO.36624 CALL: TOLL FREE BE ISSUED. r l9 30o N.Lake Avenue,,4th Floor 1-800-227-2600 w< ; ELEV.142I5.76 NA VD 88,HWYECEV.1423.31 NGVD 29 S10 No.34761 Pasadena,Califom1881101 NOTE:THE VERTIGLDATUMFOR THEROUTE 74PROIECTIS2.45FTLOWER THANTHE OF 10 TWO WORKING DAYS 3 ExF. P ne:826.463.2600 Fax;628.483.2807 VERTTGDATUM FOR THE TRACTA3PRGVEMENT PROJECT. RETAINING WALL PLAN BEFORE YOU DIG DATE: a� 490.17 mar cor om MARK BY DATE APP'D DATE KEN A.SEUMALO R.C.E.56915 EXP.8130A5 9jF µr (i,� 1 1 SCALE:AS NOTED DRAWN BY: JME PREPARED FOR: J.N. FILE No. ENGINEER REVISIONS CITY ENGINEER,CITY OF LAKE ELSINORE oP cAl� .E.34751 08 I1 15 COUNTY DANA S. HALLADAY:. EXP.9-30-17 DATE DATE:AUWST 11,2015 CHECKED BY: JJB FAR VEST INDUSTRIES 599-10-13/215028 .r l :,I�lll l ��I�I Ii11fl11��lYIIf�II I�III f11��11�1111111��0111�1n��I��C��flffl�€IIII�IV�II�If,�ll�l� lI�,�.1�.,._ n l i.,�. .. _ l �iI7 - __ 1_771 .1 -- 11 11111 _'[ L._. ._. =-r- -_ - - ---------- --. - _-]-InJaW¢I.1LIT-FuL-L-LI1IIII6llillll'. lllllltllIltuL'IILII.IILAItJ."lMllllllllllltlMOUNHU'U1111111flUilli1j, 411I11It I IP' 1 I1,I1IIIk. " 1__ � II_ IIL OR R R '�"� 21(/2'M N. SPECIAL INSPECTION BY A SPECIAL INSPECTOR FOR THE CONSTRUCTION OF CMU 7..All Construction shall be done in accordance with applicable§ections of GENERAL REQUIREMENTS - 4d) STRUCTURES ARE REQUIRED AND SPECIFIED IN THE FOLLOWING TABLE: the 2013 CALIFORNIA BUILDING CODE and ACI standards 316 (d) SPECIAL INSPECTION TABLE FOR B. All haashall he bent cold. All material and workmanship shall comply with the following: - 1. These General Requirements unless otherwise noted on plans or 90'BEND BEND 180°BEND - CMU STRUCTURES 9. Contractor shall verify compatibility of design with existing co idifions specifications. "ury prior to placement of footing steel. 48(tl)"IN CONCRETE R=3((d))FOR#9 THRU#8 2. California Building Code,2013. 1. (2)#4 CONTINUOUS R=4(tl)FOR tF9 THRU#11 FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA bb - 48(it)MASONRY(U.N.0.) 1O) - 10.Backfir shall be per soils engineers recommendations. 3. All applicable Local,State and Federal Codes,Ordinances,Laws, I 2. SOLID GROUTED CMU. R=5 d FOR#14 THRU#18 INSPECTION TASK Not Continuous periodically IBC ACI ACI 3. #4 16"O.C.X1-BARS - Regulations and Protective Covenants governing the site of work. 4. #4 16".O.C.Y1-BARS - Applicable tluring task during task Section 530/ASCE 530.1/ASCE 11.Subdrain shall he 4"perforated PVC schedule 40 pipe with 1 CF/LF of @@ listed listed 5rrMS 402 6/TMS 602 3/4"crushed rock or equivalent wrapped in flterfabric.The fi ter must 4. Standard Specifications of ASTM as noted herein are required b the DOWEL INTO FOOTING AS 'INCREASE LENGTH 8Y 30% PY SHOWN W/STD.HOOK. WIRE TIE END FOR TOP BARS(HORIZONTAL overlap 12"at ends of the filter.Outlet subdrain to the curb opening. Building Code or C.B.C.2013. 5. #4 GOUVIS q 12'O.C.VERT,AND#4 LAP SPLICE BARS SO PLACED THAT MORE 1.Verily corn liance with the #41 "O.C.HORIZ.U.N.O. J y �' P 12.Waterproof back of all the retaining walls w/2 coats of asphaltic 5. In case of conflict,the mare stringent requirement shall govern. 6. OOMPACTED BACKFILL O THAN 12 INCHES OF FRESH approved submittals and emulsion per manufacturers specifications. APPROVED BY SOILS ENGINEER CONCRETE IS CAST IN THE required inspection provisions 6. On site Verification of all dimensions and conditions shall be the 7. PROVIDE DRAINAGE z O O MEMBER BELOW,EXCLUDE for(Mortar mix tlesign,Grout Art. 13.Slab control joints shall be placed al all angle points and a m ximum 12'A"o.c. responsibility of the contractor and sub-contractors.Noted dimensions 440(11 t,,i m 1),ice PER CIVIL ENGINEER'S z WALLS ✓ 1' RECOMMENDATION. rn ) mix design,Material certificates 1.5 take precedent over scale of drawings J z for mortar, rout,mason units 14.Backfilling shall not be permifted until at least 7 days after th�walls are 8. 2X4 CENT.SHEAR KEY(ALT. ¢ 9 masonry bulk and Pc has reached min.2500 psi.and grout has obtained min. 7. Engineer or architect of record is to be notified immediately by the MORTAR PLACE1st BLK.INTO WET w 6�.� reinforcement,anchors,ties, Contractor should an question arise pertaining the working drawings CONIC.W/MIN.2"EMBED.) ❑ orb "� 2000 psi compression strength. Y q P 9 9 g CAP 13 9. GONG.FOOTING U O� and fasteners). and/or specifications. 10.#4 12"O.C.T&B. s - 15.Retaining walls are not designed for surcharge of paving eq pment. 1 z 11.AD #5 /a�2 TIE OR HOOK 2.As masonry construction Equipment must be kept back from top of the wall minimum distance equal 8. Na deviations from these requirements and structural details shall be -+ r 12.GONG.KEY PER SCHEDULE O CROSSTE begins,the following shall be to wall height. made without the written approval of Gouvis Engineering Consulting Group. N€c port Beach 13.DEEPENED FOOTING @ 2 Approval by the Inspector does not constitute authority to deviate from ADJACENT BUILDING verified to ensure compliance: tans or ectfcatlons. tel 74 1612 z 16.For curved portion of the walls,footing reinforcing shall be placetl ratllaly, P P 14.#4(d!12"O.C.Z-BARS O O x ' 2 I I 15.18" EMPAQTED NATIVE BACK-FIL z D=4(d)FOR#3 THRU#5 Art and spacing measured along the centerline of the masonry v/all. 9. The deal n,adequacy,and safe of erection bracing,shoring,temporary rn D=6(d FOR#6 THRU#8 a.Proportions of she prepared �/ 9 q cy. ry 9. 9• 15 J z u 2.1 2.6A supports,etc.,is the sole responsibility of the contractor,and has not been I < w ct i mortar. 17.Outlet of any surface drainage pipe into the subdrain systems absolutely considered by he architect or Engineer. oO g NOTES: prohibited. The Contractor shall provide the necessary bracing to provide stability .Palm Spun{fs O -PUT CROSSTIE W/EACH b.Construction Of mortar'oints. Art' prior to the application of the aforementioned materials.Observation STIRRUP ALT.135°BENDS / ✓ 3.3B 18.Concrete cylinder tests from project pour,in accordance with the C.B.C. p PP tcl:(tl._2i.-ik1U °-� I STIRRUP �O -ALL BENDS SHALL BE shall be submitted for review and approval by the project soil§engineer visits to the site by the architect or structural engineer shall not imply the 6 MADE COLD Art. and the local jurisdictional authorities, riorte an backfillin assumption of any responsibility In this regard.The builder has requested, 4 I I D5124 a Grade and size of prestressing 1 P Y 9 contracted with and Is Compensating Gouvis Engineering Consulting Group �/ 2.4B, P 9 9 9 9 P _Y4" tendons and anchorages. 2 4H for the limited services of providing the minimum structural engineering F I I TYP. REINFORCING DETAILS C T A I I Q 19.Step footing shall be in even block increments. drawings required,when combined with the other builders consultants 8 7 9 1 C A LS I.Location of reinforcement, Art. drawings,to obtain a building penult for this project.These drawings are F€Ss/p,, �/ 20.Footings shall be poured continuously. PY ] connectors,and prestressing 3.4, not intended to,nor do they,detail all Conditions,Identify all materials,or N NDO z - I I tendons and anchorages. 3.6A define or limit the scope ofwork required to complete the project.The , Art. builder has requested,accepts,and represents that he will select all "r-"Fy},' J z El Prestressing technique. �/ materials and manufactures,qualify and select all subcontractors and Nf+Q 842g8 m. NOTE% 3.6e SPECIAL INSPECTION: •° -.SPECIAL INSPECTION Is installers,direct all ways and means of construction,and provide all E•m:+8J3rn5 I ] REQUIRED FOR THE SPECIFIED f.Properties of thin-bed mortar ✓ ✓ Art. additional information,above and beyond these drawings,required to # 10 Qq"• ?- 14 for AAC mason 1. In addition to the regular inspection,the following items will also require m �.. WALL SEGMENT PH COL." ry, 2.1C complete the project in conformance with all governing agencies and the ° IS INDICATED "W COL.AND special inspection m accordance with Sec.1704 of the Building Code. work will meet or exceed accepted industry standards rF p? 3.Prior[o groutlng,verify that ..Ot CA1-,f - CS NOTALLED WHEN'N"IS - ky CALLED OUT.- the following are in 2. Soils compliance prior to the foundation inspection,pre-stress foundation, 10.Gouvis Engineering shall have no liability for waterproofing or moisture transmission issues,whether compliance: high strength steel and concrete. related to concrete slabs,footings,foundations,or otherwise.Owner,Soils Engineer and Contractor 4 m -WATERPROOFING EXTENT DATE SIGNED:6/22115 OF BACKFILL,BACKFILL - Art. 3 All inspection and tests shall be performed b a qualified test in agency shall be entirely responsible for such issues,and will defend and indemnify Gouvis Engineering again% 12 a.Grout space. p p Y q g g c all such claims. MATERIAL&DRAINAGE 48 rib ✓ 32D• retained by the owner. RESTRICTIVE NOTICE SYSTEM TO BE REVIEWED 3.2F REINFORCED CONCRETE &APPROVED BY 24"MIN. NOTES b.Grade,type,and size of 4. The special inspector shall be qualified and approved by the gilding 3° GEOTECHNICAL ENGINEER. Sec. Art. department and acceptable to the architect. - SECIFICASE TIONS ARE THE EXCLUSIVE reinforcement and anchor ✓ ID E D � •S"SHOULD BE MAX I9" I 1.16 2.4, GENERAL PROPERTY OF GOWIS ENGINEERING - EDGE DISTANCE R REBAR bolts,and prestressing C INDICATED IS CLEAR DIMENSION. 3.4 5. t The special inspector shall observe work assigned for conformance to R TIO TINGWN IS AND Aµ "D"IS OVERALL DEPTH OF ErG. tendons and anchorages, the approved design drawings and specification. 1. All reinforced Concinte materials and construction shall conform to O ALL RAYON SHOWN N CONFIDENTIAL 1.5"S^ PEG.RENT. Chapter 19,C.B.C. TO ALL RECIPIENTS AND NO PART SF THEE PER ETAIL BEND REBARS IF REQUIRED&LAP L.Placement Of reinforcement, Aft. DMWINGS CAN BE COPIED,TMNSFERRED, STEM Ft FOUNDATION Ft MIN.48 BAR DIAMETERS connectors,and prestressing Sec. 6. The special inspector shall furnish inspection report to building MATERIALS ( ) ( ) p g .� 3.2E 3.4, STRUCTURES REPRODUCED,NOR CAN ANY 1.16 department,engineer and dfCHltect Of record.EOple&Of the rapOrt Shall STRUCTURES BE BUILT FROM THEN H A B C D E F tendons and anchorages. 3.13A 2. Cement shall conform tti C.of concrete of C.B.C.and shall correspond and to N FOUNDATION N DATION D REINFORCEMENT MATCH be available at the job site at all time. P WITHOUT EKINGWRITTEN CONSENT GROUP S FOUNDATION DETAILS. J.Proportions Of else-prepared Alt. that On Which the 3618CttOn Of Concrete proportions Were based. ENGINEERING CONSULTING GROUP 5'-0• 1'-r To 2'-9' s' 1--ir 1'-0' rout and prestressing rout for ./ 2.BE, 7. Final reports for all inspections and testing must be provided ey the f a 9 P 9 9 3. Concrete aggregates shall conform to C.B.C.1903 < 4 " 2.4G.1.b special inspector.Final reports shall document completion of all b 4'-0' 1'$' - 2'.8' - 6' d° bonded tendons. COPYRIGNr GOUVISENGINEIUGH IDSpeCtlOn and LOfreGtlon Of all noted dl3CrepenClS3. 4. Use type V cement for concrete in Contact Wlth 801 containing Sulfate. CONSULTING GROUP 1008 ALL NGEfR - e.Construction of mortar joints. ✓ Art.3.38 (min.fc=4500 psi,28 flays).Refer t0 section 1904 of Building Code RESEsyso " 8. The duties of special inspector shall be in conformance with the for special exposure conditions as required by Soils Engineer&see 4.Verify during construction.. requirements of section 1704 of the California building xtla the last St. Corrosion Engineers recommendations far concrete exposed to corrosion. RETAINING WALL N 0.1 5. Relntoroin steel shall conform to ASTM A616.Grade 40 for sizes#3 PROJECT: 5 STEPPED FOOTING 2 a.Size and location of structural 9. Contractor shall be responsible for all expenses due to any p`emature 9 elements ✓ Art.3.3F notification of inspection which results in additional site visits. and#4 and grade 80 for sizes#5 and larger. TRI ESTE 10.Failure of notification b the contractor for ins ection on a till basis 6. Dowels shall be equal in size and spacing. b.Type,size and location of Y P Y anchors,including other Sea may result in complete removal and replacement of all work performed STRENGTH detalls of anchorage Of 1.16.4.3 at contractors expenses. ✓ 7. Concrete shall be proportioned to provide a minimum compressive 8 _ masonry to structural 1.1Z1 Site visits by the structural engineer do not constitute an insp ctlon. strength,fc,equal to 2500 psi(28 days),unless noted otherwise. members,frames or other construction. Special Inspection required for the following items: 8. All reinforcing,dowels,holdowns,and other inserts shall be secured In - !I Sec. posifon and approved by the local building official prior to the pouring of 2.1.7.7.2, SPECIAL INSPECTIONS ANDVERIFICATIONS BYA PECIAL INSPECTORARE any concrete. a Welding of minforoement. ✓ .3.3.4(c) REQUIRED FOR CONCRETE CONSTRUCTION AND SPECIFIED IN THE FOLLOWING TABLE Min.concrete cover for reinforcing: .3.3.4 b I a.Concrete,placed against earth not formed -3" p CONTROL JOINT° 9 3° 5 6 7 SPECIAL INSPECTION TABLE FOR CONCRETE CONSTRUCTION b.Concrete formed or troweled 1/ 7�`--(�J d.Pre oration construction and ONLY APPLICABLE IF THE STRUCTURAL DESIGN OF FOOTING IS BASED ON Pc>2 0 AT TOIL `-' p Art. ( r•'0 Ps) C.Walls and curbs -1 ant 8 _ protect- 40°i)or hot ✓ 1.8C, SEE NOTE#4 UNDER REINFORCED CONCRETE. tl.Slab on grade -at center weather(tarl above 90'). 1.8D I DEVELOPER: Not ontinuou Period' j CONCRETE MASONRY e.Application and measurement ✓ Art VERIFICATION 8r Appliceble during task Burin'task Reference IBC g Standard Reference Far West 1+ of presstressing force 3.6B INSPECTION TASK listed listed GENERAL 13 - t��• '""'4I 1. All concrete mason materials and construction shall be in accordance with Building Code, Industries ..T I.Placement of rout and masonry 9 1. (2)#4 CONTINUOUS prestressing grout for bonded ✓ 3.5, 1.Inspection of reinforcing steel Chapter 21. 2. 88 SOLIDGROUTED CMU. TYPICAL CONTROL JOINT 8 3 5t"Il. CONCRETE BLOCK. 3.6C and placement. _ 3. #4(p�16"O.C.XI-BARS tendons is in compliance. MATERIALS `4.'Y1-EARS PER SCHEDULE 2. SEE DETAILS ABOVE. g.Observe preparation of grout ARCHITECT: 1 DOWEL INTO FOOTING AS - Art, a.Placing of reinforcing steel .�/ 2. All materials making up finished concrete masonry Construction shall conform to standards required W/STD.HOOK. 3. BACKER ROD,JOINT FILLER specimens,mortar specimens, ✓ ✓ 3.3B.8 by Building Code Sec.2103. MGA 5. #4(k�12'E.C:VERT.AND#4 CONTROL JOINTS SHALL BE AND SEALANT PER ARCH.DWGS. and/or prisms. b.Sampling and testing of steel 1R (oZ 13"O.C.HORIZ.U:N.O. SPACED 20'-0"MAX.U.N.C. FROM TOP OF THE WALL (mill reports&identification oF. .J' ACI 318: 3. Mortar shall be type M or S as applicable and conforming with ASTM C27°and shall he proportioned 8. COMPACTED BACKFILL TO THE TOP OF FOOTING PER Art. steel per Article 2.1&.2.6A of Specifcation for Masonry Structures(TMS 602-11/ACI 530.1-11/ASCE 6-11). >� APPROVED BY DOSOILS ENGINEER 3.5,7.1-7.7 1910.4 ' 7. PROVIDE DRAINAGE 4 2 7 MANUFACTURER'S SPECIFICATION. 5.Observe re aration of rout .4B.2.a.3 4. Grout shall comply with Article 2.2&2.68 of TMS 602-11IACI 530.1-11/ASCE 6-11 and shall attain a �. p p g c.Inspection of installation of PER CIVIL ENGINEER'S SPECIFICATION. specimens,mortar 4B.2.b.3 inbar cog lere ✓ minlmum compression strength at 28 days of 2000 psi or the required compression,fm,whichever is 4 17 RECOMMENDATION. ✓ 4B.2.c.3 greater.The compinssive strength of gmut shall be determined in accordance with ASTM -1019. LOCATION: S. 2X4 CONT.SHEAR KEY(ALL 4. FOOTING specimens,and/or prisms. 1 4B R d.Reinforcing steel sizes, PLACE let BLK.INTO WET 1.48.4 spacing,splices,clearance 5. Concrete masonry units shall conform to ASTM C90 for load bearing concrete masonry units. Lake EISIDOfe GONG.W/MIN.2"EMBED.) 5. ADDITIONAL VERTICAL BAR and concrete Cover per Concrete brick shall Conform to ASTM C55,Specifications for Concrete Building Brick. Riverside 9. CONIC.FOOTING 6. Grade N confxete bricks are far use as architectural veneer and facia I mited to in exterior walls. 3 ON ADDITIONAL SIDE OF CONTROL conslmction tlocuments 11 #4 912 O.C.T&B. JOINT 6.Verification of fin prior to ✓ Art 11.AD A5 construction. 1.4B 7. Grade S Concrete backs are for general use where moderate strength and resistance to frost action 12 GONG.KEY PER SCHEDULE 6. TERMINATE HORIZONTAL 2.Inspection of reinforcing steel and moisture penetration is required. P 13.CONCRETE CAP BY OTHER q 7.Verification of slum Bow and REINFORCING 2 FROM P Art. welding in the following items: 14.#4 M O.C.ED NATIVE .CONTROL JOINT. VSI as delivered to the ✓ .56.1.b.3 AWS D1.4 REVISION$ 15.18" OMPACTED NATIVE BACK-FIL STRENGTH 18.6"SOLID GROUTED CMU, self-Consolidating grout a.Verification of weldahility o ACI 318:3.5.2 7. CONT.TOP BARS/CHORD reinforcing steel other than 8. The specified Compressive strength of masonry,Pm,shall be 1500 psi,unless noted otherwise. NO. DATE DESCRIPTION 17.#4 CrD N O.C.Y2-VERT.&Arts BARS PER WALL SECTION. For SI:°C=°F�2 11.8 m (kF3 CENTER OF WALL ( ) ASTM A708 If higher finis noted,it shall be verified by prism tests as required in section 2105. ¢do- 18. DOTING CG1 ADJACENT B. JOINT FILLER. 3.Inspection of anchors cast in 9. Reinforcingsteel shall CoMonn to ASTM A615.Grade 40 for sizes#3 and#4 am z sTRUCTUREIBUILDING Concrete where allowable loads and grade °for sizes#5 and larger. 15 - 9. BACKER ROD&JOINT SEALANT. ACI 318: 1908.5, ''. 9 r9 `- 3r have been increased or where 8.1.3,21.1.8 1909.1, 1 i strength design is used. SPECIAL INSPECTION _ SPECIAL INSPECTION BY SPECIAL INSPECTOR FOR EXISTING SITE SOIL CONDITIONS,FILL 4.Verifying use of required 10.Special inspection for concrete masonry construction shall be carried out in accordance with Building 7 PLACEMENT&LOAD BEARING REQUIREMENTS SHALL BE PERFORMED PER THE FOLLOWING TABLE. 4 2Y4" 6 ° design mix Code Section 1704 and requirements in Special Inspection tables on sheet SN-1.Masonry compressive strength,fm shall be verified by Unit strength method or Prism test method prior to and r-- ---- L - a.Method of proportioning SPECIAL INSPECTION LE FOR EXISTING SITE SOIL CONDITION _. - during Construction as described in Building Code,Section 2105. 88 7 9 18 VERIFICATION&INSPECTION TASK PERIODICALLY b.W/C ratio 'Cl 318: 1904.2, PL BLE DURING TASK DURING TASK .y Ch.4,5.25A 1910.2, FOUNDATION TYP. CMU WALL CONTROL JOINT DET. 3 ,9,D.3 1 Ven materials below type Sails Foundation engineering has been indicated on data and recommendations 'NOTES footing a q -SPECIAL INSPECTION CI 8 g re adequate to c.Cement a Contalnod In soils report b Sladden Engineering, achieve the design beano ✓ P Y / p Pe SHEET NAME: REQUIRED FOR THE SPECIFIED 1. ADDITIONAL#5 VERTICAL 9 g d.Strength .y SOILS REPORT NO.444-15009,DATE:0323/2015.This report is considered part of WALL SEGMENT WHEN"1"' BAR PLACED AT CENTER capacity per soils report. IS INDICATED?,"SP"COL.AND OF WALL 5.At the time fresh Concrete is Its mcatiens and onsconstruction eq flocuments and Is in be adhered ti in all of 10 24" 14 iS NOT REQUIRED WHEN"N"IS 2.Verify excavations are its recomm to and requirements.Verify minimum foundation depth, CALLED OUT. 12"MIN. h' 1 sampled to fabricate specimens width,reinforcingreprt steel and additional expansive soil requirements with - RETAINING WALL extended to proper depth ASTM C 172DETAILS&NOTES for strength tests,perform valid soils report and if the are an more restrictive,then the shall -WATERPROOFING;EXTENT &have reached proper ✓ ASTM C 31 P Y Y Y material err soils report. slump and air content tests, ✓ 1910.9 supersede the Gouvis Engineering minimums.Soil engineer should review OF BACKFILL,BACKFILL F 4 4 pACI 318:5.6,5.8 m T. E MATERIAL&DRAINAGE Determine the tempeaure of antl approve all retaining walls pricrto Construction. SYSTEM TO BE REVIEWED ° " 3.Perform classification the concrete for shotcrate 12 &APPROVED BY &testing of Controlled cons U on DESIGN CRITERIA: GEOTECHNICAL ENGINEER. fill materials per soils ✓ ACTVE EFP(LEVEL)= 40 PCF SOILS DENSITY =120PCF report 6.Inspectien Gf concrete for ACTIVE EFP(2:1) = 60 PCF BEARING CAPACITY=2000 PSF - - EDGE DISTANCE TOREBAR ro proper application techniques. z/ ACI 318: PASSIVE EFP=300POP u=0.45 PROJECT NUMBER: INDICATED IS CLEAR DIMENSION. z (conveying&depositing) Pc=2500 PSI (See note#4 under ininforced concrete) - C O 1 1 4 Verify use de proper l Yi 9 In densities&lift 7.Inspection for maintenance of 1. U.N.O.all cells containing reinforcing steel shall be routed solid. 63089 N thicknesses during place- v/ ) 9 9 g _ - ment&Gornppaction of specified curing temperature ACI 318, STEM Ft REINFORCEMENT FOUNDATION Ft Controlledfillpersoils (Coldweather8hotweather) ✓ 5.115.13 2...Allportionofwallretainingshallbegroutedsolid. ENGINEER: IP _ ( ) ( ) report. and techniques H Y1 A B cC D E F o 5.Prior to Placement of B.Inspect formwork for shape, 3. All footing shall be poured on undisturbed ground or undisturbed engineered DRAFTER: IF a 7'4' #8 1'�" 1'1" 4'-0' 1'-2' IT T-T controllatl fill,observe location and dimensions of � ACI 318:6.1.1 compacted fill.A field soil memo is required from a representative of the sub grade&verify that geotechnical Consultant for soil inspection of the footing excavation to 9 fY ✓ the concrete member being confirm that the footing Is excavated into suitable bearing material. ISSUED DATE PLOT DATE: h s'-0' #4�8'. 1'E" 1'E" 3'L' 1'-5' 12" 1'3' site has been prepared 9� 9 c 4'-D• #4 ts• fs - 3'-0• Ir v properly per soils report . formed 09/09/2013 04/10/2015 4. Wall shall be laid true and plumb. - - d 2'1' 1'-0" - 2'3' '9' Exception -Special inspection is not required during ptacementof SHEET NUMBER: CORNER INTERSE71021 N controlled fill having a total depth of 12 inches or less. 5. Provisions shall be made for adjoining construction. 6. All laps and splices shall be 48 bar diameter min. C_RW I �RETAININGJ WALL N 0.2 .� 6 TYPICAL WALL CORNER DETAIL �14 11: Ili` TF r JY11.1111 11 1luluFeuVI � �)lu uiir� . suuuueou -Elm � _ I i 1. ((2)#4 CONTINUOUS 2. 8 SOLID GROUTED CMU. - 3. #4(V6"O.C.X1-BARS - 4. Y1-BARS PER SCHEDULE - I: DOWEL INTO FOOTING AS - - - - SHOWN W/STD.HOOK. - - 5. ##(�4(012"O.C.VERT.AND#4 _ 6. GOffM22PACTE BACKFILLOGOUVIS 4 I APPROVED BY SOILS ENGINEER - 7. CARLISLE/MIRADRAIN OR !. TREMCO WATERPROOFING - 18 &DRAINAGE SYSTEM OR '� { _ APPROVED EQUAL PER CIVIL DINGS. 440r�(,nljlolIhn• i 8..2X4 CONT.SHEAR KEY(ALL - PLACE 1st BLK.:INTO WET MORTAR 1. (2#4 CONTINUOUS I CONIC.W/MIN.2'EMBED.) 2 ) LA 92650 9. CONIC.FOOTING CAP 1 r 3 #4SOLID GROUTED CMU .`{ 10.#4 @12'O.C.T&B. - 11.AD #5 z 4. #4(@�16"O.C.Y1-BARS 1 12.CONC.KEY PER SCHEDULE 1 DOWEL INTO FOOTING AS 13.FOOTING ADJACENT SHOWN W/STD.HOOK. 5. #4(�12'O.C.VERT.AND#4 Nec'}>ort Beach STRUCTUEBUILDING tel ) 3 1612 14.#4 12"O.C.Z-BARS (@8 i2'O.C:HORIZ.U.N.O. c - 15.18'COMPACTED NATIVE BACK-FIL 6. dOMPACTED BACKFILL 2 16.FENCE,POST,AND POST CONN. 2 APPROVED BY SOILS ENGINEER ?tY 94t1.=�2 5,a21 TO CMU BY OTHER. 5 7. PROVIDE DRAINAGE 14 - PER CIVIL ENGINEER'S RECOMMENDATION. F,da7 S rin s SOLID3 -,. B. 2X4 CONT,SHEAR KEY ALL P GROUTED CMU WALL W/3 (( _ #EVERT.BARS GWI x PLACE 1stBIN.2 EMBED.) tel BEND INTO FOOING W/STD - 7� CONC.W/MIN.2'EMBED.) HOOKAS SHOWN 4 .. _2y4" 9. .CONIC.FOOTING 4 7�4" 6 - 110.ADD#5 TABLE. Ty. 2. #4 HORIZ.BARSQIB D.C. F 12 CONIC.KEY PER SCHEDULE F 3. 12"THICK CONCRETE FTNG 8 7 9 13.Z-1 PER TABLE. 14.18"COMPACTED NATIVE BACK-FIL FES CENTERED @CMU WALL W/ p4fi &G . 45° #4 BARS(�i2 O.C.FJW QBOTT. _ Ry4 �NpC4'S•. : OF FOOTING - •NOTES: Jh a }xt'`�'�, ° - SPECIAL INSPECTION'IS d 64 8 z " "NOTES: ^ REQUIRED FOR THE SPECIFIED F+ C�2'•-B SPECIAL INSPECTION IS 4. SUBGRADE PREPARATION& j+_ WALL SEGMENT WHEN'V" 10 REQUIRED FOR THE SPECIFIED COMPACTION PER SOILS REPORT < 1U 24" 13 IS INDICATED SP"COL.AND _ ¢ 24'�'-+_ 14 WALL SEGMENT WHEN'Y" IS NOT REQUIR�D WHEN"N"IS :n 5. CONCRETE CAPPER ARCHT .CALLED OUT. T.OrV I`w ' IS INDICATED?W OL.AND " " • ' ' - IS NOT REQUIR€D WHEN"N"IS 2 6. CONT.(2R14 AT TOP. � - WATERPROOFING EXTENT a�CAL� CALLED OUT. - 5 11 m 5 11 OF BACKFILL,BACKFILL WATERPROOFING,EXTENT 7. RETAINING WALL(� MATER AL&DRAINAGE m - LOWER FINISH GRADE 12 SYSTEM TO BE REVIEWED PATE SIGNED:6QNI5 OF BACKFILL,BACKFILL F G F.G. 12 _ SEE DETAIL 5/RW-1 &APPROVED BY MATERIAL&DRAINAGE F. RESTRICTIVE NOTICE SYSTEM TO BE REVIEWED _�� ��� Ti�i 3 - GEOTECHNICAL ENGINEER. &APPROVED BY III �_E GEOTECHNICAL ENGINEER. 2 ' ' °. D ,E-X- - EDGE DISTANCE TO REBAR THEE DESIGNS,DRAWINGS,AND D- 1r n k MIN.EMBEDMENT PER SOILS REPORTINDICATED IS CLEAR DIMENSION. sPEOFIurlorvsARE THEExcLuslVEO EDGE DISTANCE TO REBAR 4 (MAX.24") C - PROPEan oP GOLms ENGwEExING INDICATED ISCLEAR DIMENSION. CONSULTING GROUP,AND Au�iilj��i jj aSTEM(F}) FOUNDATION(Ft) REINFORCEMENT INFORMATION SHOWN IS CONFIDENTIAL � � TO ALL RECIPIENTS AND'NO PART OF THESE NOT VERIFY ALL DIMENSIONS WITH H A B C D E F Y. DRAWINGS CAN BE COPIED,TRANSFERRED, STEM(Ft) REINFORCEMENTFOUNDATION(Ft) -•r- 1 Z-1 OR REPRODUCED,NOR CAN ANY LANDSCAPE ARCHT #4 12'O.C„ STRUCTURES BE BUILT FROHTHEM H Yt A. B C D E F ,�-- 2'-6" 2. REFER TO LANDSCAPE ARCHT 8'-6' 1'$': 2'-0' 4'-6" 1'-11• 1'-0' 1'-11' 4�B"O.C. QP/3 a TB�,EA WAY 'STRUCTURES CONSENT OF GOUVIS DRAWING&DETAILS FOR MORE @@ ENGINEERING CONSULTING GROUP a T4' 45@B' 1'S. 1'$° 53" 1'$ 12' 1'$' _ INFORMATION b 5'-81 1.1. 1'$' 3'$' 1'$" 11-0' 1'-51 4@16"O.C. #4 P.1EA.WAY b fi4P #5�8. T-11' 12" 1'-11" 3. LEVEL BACKFILL PER SOIL REPORT c V-6' 1'-0• 1'3' 2'3• r 1'-0" 1. 4 16'O.C. 12"O.C., COPYRIGHT GOWIS ENGINEERING p-2" 12' 1'-2" 4. WET SET THE FIRST CMU BLOCK BOTT. LY,EA.WAY CONSULTING GROUP-RI ALL RIGHTS MIN.1 1/2"INTO THE FOOTING `2)14�I RESERVED B 2'$" 1'A' NA 2'-0' i'-6' NA NA 4 16'.O.C. B0 .ONLY EA.WAY R.W. NO.2 - FENCE OPT. 7 10 NOISE BARRIER WALL (H/ 19 RETAINING WALL NO.3 RW5 7 T S E I DEVELOPER: Far West 13 Industries 1..(2)#40ONTIN000S ARCHITECT: 1 2. SOLID GROUTED CMU. - 3. #4 16"-0.C.XI-BARS MGA -- 4. Yi SARS PER SCHEDULE - - DOWEL INTO FOOTING AS 8 SHOWN W/STD.HOOK. 5. #4 @@ 12"O.C.VERT.AND 94 42"O.C.HORIZ.U.N.O. F- 17 6. APPROVED BY SOILS ENGINEER LOCATION: 7. PROVIDE DRAINAGE - PER CIVIL ENGINEER'S Lake Elsinore 2 Iv 8. RECOMMENDATION ONT.SHEA KEY(ALL. Riverside PLACCONICS W/MIN.2"EMBED) CA 9. CONE FOOTING 1�.ADD#5 o.c.r&e. REVISIONS Q=P/3(5 FT MIN.,40 FT MAX.) 12.CONC.KEY PER SCHEDULE 13.CONCRETE CAP BY OTHER NO. DATE DESCRIPTION - 14.#4 12"O.C.Z-BARS t9 15.18°�OMPACTED NATIVE BACK-FIL 16.6"SOLID GROUTED CMU. m 17.#4 @ 16'O.C.Y2-VERT.BARS = p >- 7 4 8 7 9 2 'NO SPECIAL INSPECTION IS SHEET NAME: 10 24''- + • 14 REQUIRED FOR THE SPECIFIED _ WALL SEGMENT WHEN.A RETAINING WALL IS INDICATED R1 5P COL AND DETAILS&NOTES IS NOT REQUIRED WHEN N IS CALLED OUT m 5 11 -WATERPROOFING,EXTENT 12 OF BACKFILL,BACKFILL MATERIAL&DRAINAGE SYSTEM TO BE REVIEWED 3" &APPROVED BY GEOTECHNICAL ENGINEER. PROJECT NUMBER: Q D E-.I" - EDGE DISTANCE TO REBAR 63089 INDICATED IS CLEAR DIMENSION. STEM(Ft) REINFORCEMENT FOUNDATION(Ft) ENGINEER' IP H Y1 A B C D E F DRAFTER: 1p #4@8" 1'-1 r-0 4'-fi o 3^ r-0 ISSUED DATE: PLOT DATE: b a'-0 84®16' 1.1 a'$ 6" r-0 09/09/2013 04/10/2015 SHEET NUMBER:�\�"�,® RETAINING WALL NbA Rws $ S-R V V 2 r, �-^�q 11 - I �_ �I Ir I IV�Ill�091�ullllllll�n�lQl�l�ll�lll�l uriu,��i,ilI �����I�e�� n II ��__ _ _... ....._.__.... _._._... ...: ___....__...L. a_I- -_-... . i........_... ...... ._-._. -- -: ......',...... .!. I_y_,11_LLJI.LL.LAALW;:LILII I: InrWLItI1hY101W1.IIIIIWNYStiIAIIIAIIILAIWYUIsiolillilll1III.0NIIIIYilililIIIIIA.IIIIIIIIILILIEllLLiWL.UID.LI111L..--L_ _ Lyl��_��.JI u ,_l 1_L_,�Llu 1. 8"SOLID GROUTED CMU WALL W/ R g d) 2 1@"MIN. SPECIAL INSPECTION BY A SPECIAL INSPECTOR FOR THE CONSTRUCTION OF CMU 7. All constructlon shall be done In accordance with applicable sections of GENERAL REQUIREMENTS 94 16"O.C,VERT.BARS CENTER STRUCTURES ARE REQUIRED AND SPECIFIED IN THE FOLLOWING TABLE: the 2013 CALIFORNIA BUILDING CODE and ACI standards'318-11. OF LMU WALL.BEND INTO91OOTING (d) R All material and workmanship shall comply with the following: (. W/STD HOOK AS SHOWN SPECIAL INSPECTION TABLE FOR S. All bars shall be bent cold. 1. These General Requirements unless otherwise noted on plans or 2 2. CONT(2)#4 HORIZ.BARS @ TOP OF 905BEND BEND 180°SEND CMU STRUCTURES 9. Contractor shall verify compatibility of design with existing conditions specifications. -01 WALL prior to placement of footing steel. Fg g 48(d)"IN CONCRETE R=3 d FOR#3 THRU#8 2. California Building Code,2013. , 3. CONT.#4 HORIZ BARS 16'O.C. R= FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA Bid)MASONRY(U.N.O.) 4 d FOR#9 THRU#1+ 10.BackFlll shall be per soils engineer's recommends 3., All applicable Local,State and Federal Codes,Ordinances,Laws, R=5d FOR#14 THRU#18 INSPECTION TASK Not Continuous pedodicelly IBC ACI ACI 4. CONCRETE FOOTING D SHOWN W/ during task during task Section 5301ASC 530,11ASCE 11.Subdrain shall be 4"perforated PVC schedule 40 pipe with 1,CF/LF of Regulelians and Protective Covenants governing the site of work. (2)#4 BARS TOP AND BOTT.OF FTNG Applicable b listed listed SRMS 40 BfTMS 602 314"crushed rodr or equivalent wrapped in filter fabric.The filter must 4. Standard Specifications of ASTM as noted herein are required h the '"FOR BARS (HORIZONTAL TH ONT30% PY 5. #4 BARS 12"O.C. WIRE TIE END overlap 12"at ends of the filter.Outlet aubdrain to the curb opening. BuildingCode or C.B.C.2013. GOUVIS FOR TOP BARS(HORIZONTAL I LAP SPLICE BARS 80 PLACED THAT MORE 1.Verify compliance with the 12.Waterproof back of all the retaining walls w/2 coats of asphaltic 5. In case of conflict,the more stringent requirement shall govem. THAN 12 INCHES OF FRESH approved submittals and emulsion per manufacturees Spa dficetions. , ?y Z CONCRETE IS CAST IN THE required inspection provisions 6. On site Verificatlon of all dimensions and conditions shall be the c0 MEMBER BELOW,EXCLUDE for(Mortar mix tlesign,Grout Art. 13.Slab control pinta shall be placed at all angle points and a InLimum 12'-0"o.c. responsibility of the contractor and sub-contractors.Noted dimensions O ✓ 4400 Campus Drivo. z W WALLS) mix design,Material certificates 1.5 take precedent over d drawings. Z for mortar, rout,mason units 14.Backfilling shall not be permitted until at least 7 days after the walls are Newport Brach ` J a w a1 ��' 9 ie built and fc has reached min.2500 pal and grout has obtalnbd min. 7. Engineer or architect of record Is to be notified immediately by the .�' relntorcemenf,anchors,ties, contractor should an question arise ertelnin the working drawings CA 92660 2000 pal compression strength. Y q P g 9 9 U ) end/or specigce8ona. v 'F- 2.Asdmason a conetrudlon 15.Retaining walls are not designed for surcharge of paving equ pment ro TIE OR HOOK masonry Equipment must be kept back from tap of the wall minimum distance equal 8. No deviations from these requirements and structural details shall be l-- made without the written approval of Gouvis Engineering Consulting Group. Newport Beach '�2 O CROSSTIE begins,Me following shall be to wall height. A PP g 9 o P p p pproval by the Inspector tines riot constitute authority to tleviate from tel )49.7iZ.1612 ' verified to ensure Compliance: e . z ot 2 1 2 6A 16.Far curved portion of the walls,footing reinforoing shall be placed radially, plans or speclficetlona. iO D=4((d)FOR#3 THRU#5 qrt and spacing measured along the centerline of the masonry v/all. 9. The design,adequacy, safety g, g, p ry aL 949,752,5321 0 D=8(tll FOR#8 THRU#8 e.Proportions of site prepared ✓ I g q cy,and safe of erection bracing,shoring,tem ora III mortar. 17.Outlet of any surface drains e e into tits subtlrein system Is absolute) supports,etc.,is Me sole responsibility of the ccnhaclor,and has not been III :I g a W i Y 9 pipe Ys Y coneldared by the architect or Engineer. . o o RE NOTES: prohibited. The contractor shall provide the necessary bracing to provide stability Palm Springs j ry •PUT CROSSTIE W/EACH b.Construction of mortar joints. Art' prior to the application of the aforementioned materials.Observation 1 ✓ ,8.eDnDretee Ion p tel 760.3233090 re STIRRUP ALT.135°BENDS 3.38 y'der testa from project pour,in accordance with the C.B.C. 1 LC-04 _ALL BENDS visits to the site by the architect or Structural engineer shall not Imply the STIRRUP O MADE COLD BE Art. rt shall be local submitted d for review and approval by the project angle engineer p y responsibilityin this regard.The builder has requested, D5124 tc.o Grade and size of prestressing end the local jurisdictional authorities,prior to any backfilling. assumption it an P g ✓ 2 qg convected with and Is Compensating Gouvis Engineering Consulting Group BLOCK WALL 5 TYP. REINFORCING DETAILS tendons and anchorages. 2.4H, 9.Step footing shall be in even block increments. for the limped services of providing the minimum structural engineering tlrewinga required,when combined with the other builders Consultants d.Locatorn of reinforcement, Art. tlrewinge,to obtain a building permit for this project.These drawings are FES ✓ 20.Footings shall be poured continuously. F+a &E ,,,,,, ,,,,,,;,,,,,,,,,, connectors,and prestressing 3.4, not Intended to,nor do they,detail all Conditions,Identify all materials,or ,y, NGG tendons and anchorages. 3.6A deflne or limit the scope of work required to complete the project.The r0-3 f / L 1 1 Art. builder has requested,accepts,and represents that he will select all }_-5 �Z s.Prestressing technique. ✓ materials and manufactures,qualify and select all subcontractors and Not SPECIAL INSPECTION: installers,direct all ways and means of construction,and provide all Eam`6/'3Wt5 I L Properties of thin-bed mortar 2 P `� `� Art' 1. In addition to there also inspection,the following Items will a so require componel Information,above and beyond these drawings,required d for AAC masonry. 2.1C g P gcomplete the protect In conformance with all governing agendas end the W , special Inspection in accordance with Sec.1704 of the Building Code. > iV 3.Prior to grouting,verify that I work will meet or exceed accepted Industry standards. FQF DAL+F- the following are in 2. Soils compliance prior to the foundation inspection,pre-stres§foundation, 10.Gouvis Engineering shall have no liability for waterproofing or moisture transmission issues,whether compliance: high strength steel and concrete. related to concrete slabs,footings,foundations,or otherwise.Owner,Soils Engineer and Contractor "1 DATE SIGNED 5/23115 ,. '•� ' qrt i shell be entirely responsible for such issues,and will defend and indemnity Gouvis Engineering agains a.Grouts ace. 3. All Inspection and tests shall be performed by a qualified testing agency all such claims. 3 � 48 rib p ✓ 3.2D, retained by the owner, RESTRICTIVE NOTICE 3 g 3.2F 24"Mir: REINFORCED _ ORCED CONCRETE " L NOTES: b.Greta,type,and size of 4. The special inspector shall be qualified and approved by the wilding THESE DESIGNS,DRAWING&AND reinforcement end anchor �/ Sec. Art. department and acceptable LO the architect. EPECIFICATIONSARE THE EXCLUSIVE F 5 1. 8"SOLID GROUTED CMU WALL WI "s"SHOULD BE MAX 18^ us 2n, GENERAL PROPERTY OF GOUVIS ENGINEERING '1 bolts,and prestressing (8)#5 VERT.BARS EQUALLY SPACED 3.4 5. The special inspector shall observe work assigned for confor ante to CONSULTING GROUP,AND ALL PRt CENTER OF CMU WALL.BEND ° 'D•Is OVERALL DEPTH OF FTG. tendons and anchorages. the approved design drawings and specification. 1. All reinforced concrete metedala and construction shall conform to INFORMATION SHOWN IS CONFIDENTIAL I TO FOOTING W/STD HOOK AS SHOWN 1,53 y FTG.REINF. chapter 19,C.B.C. TO ALL RECIPIENTS AND NO PART OF THESE PER ETAIL BEND REBARS IF REQUIRED&LAP c.Placement of reinforcement, Art, DRAWINGS CAN BE COPIED,TRANSFERRED, MIN.43 BAR DIAMETERS connectors,and prestressing Sec. 6. The special inspector shall furnish inspection report to bulldirfg MATERIALS OR REPRODUCED,NOR CAN ANY 2. CONT(2)#4 HORIZ.BARS @ TOP OF P 9 ✓ 3.2E 3.4, P g P P OR REPRODUCED, BE BUILT FROM THEM WALL tendons and anchorages. 1.16 3.6A department,engineer and architect of record.Copies of the re ort shell 2. Cement shall CoMarm to C.B.C.1B03 Of C.B.C.and shall correspond to REINFORCEMENT TO MATCH be available at the job site at all time. P WrrHOUT WRITTEN CONSENT OF GOIMS 3. CONT.#4 HORIZ BARS @ 18"O.C. P P P FOUNDATION DETAILS. d.Proportions of site-prepared ared Art. that on which the selection of concrete proportions were based. ENGINEERING CONSULTING GROUP grout and prestressing grout for ✓ 4G.l 7. Final reports for all Inspections and testing must be provided by the 3. Concrete aggregates shall conform to C.B.C.1903 -' 4, CONCRETE FOOTING AS SHOWN W/ a 2.4G.t.b special Inspector.Final reports shell document completion of ° bonded tendons. CONSULTING GRO ENGINEERING .� O 12"O.C.CENTER TOP AND BOLT. Inspection and Correction of all noted discrepancies. 4. (min. type V cement for concrete In to section 1soil containing sulfate. corvsuLTwG GAOUP zooeALL RIGHTS OF CENTER @ CMU WALL e.Construction of morterJolnts. ✓ Art.3.3B (min.Pc=4500 psi,28 days).Refer to section 1904 of Building Code RESERVED �'.: I I B. The duties of special Inspector shall be in conformance with the for special exposure conditions as required b Soils Engineer&see B. STONE VENEER PER ARCH'T PY 9 FG Ir - D51 T5RW 4.Verify during construction. requirements of section 1704 of the California building code the tat st edition, Corrosion Englneeris recommendations for concrete exposed to corrosion. PROJECT: e. VOID. -J 5. Reinforcing steel shell conform to ASTM A815.Grade 40 for sizes#3 and 9. Contractor shall be responsible for all expenses due to an `emeture 8 P P YP (` =v STEPPED FOOTING Size end location of structural ✓ Art.3.3F notification of inspection which results in additional site visits.) #4 and grade BG for sizes#5 and larger. T RI EJTE elements 6. Dowels shall be equal in size and spacing. 4'-6"SO. 4 b.Type,size and location Of 10.Fallure of notification by the contractor for inspection on a timely basis anchors,including other Sec. may result In complete removal antl replacement of all work performed STRENGTH I details of enchorege of 1.16.4.3 at contractors expenses. PILASTER - ✓ 7. Concrete shall be proportloned to provide a minimum compressive 6 8 masonry to st uctural Site Walls by the structural engineer do not constitute an inspection. strength,fc,equal to 2500 psi(28 days),unless noted otherwise. members,frames or other construction. Special Inspection required for the following Items: 8. All reinforcing,dowels,holdowns,and other Inserts shall be secured In , I ° Sec. positron and approved by the local building official prior to the pouring of ----..----'u F ✓ 2.1.7.7.2, SPECIAL INSPECTIONS AND VERIFICATIONS BY LCIAL INSPECTOR ARE any concrete. �\ / c.Welding of reinforcement. .3.3.4(c) REQUIRED FOR CONCRETE CONSTRUCTION AND SPECIFIED IN THE FOLLOWING TABLE Min.concrete cover for reinforcing: k _ .3.3.4 b a.Concrete,placed against earth not formed- -3" CONTROL JOINT 9 5 6 7 SPECIAL INSPECTION TABLE FOR CONCRE CONSTRUCTION b.Concrete formed or troweled -2" d.Preparation,construction,and Art (ONLY APPLICABLE IF THE STRUCTURAL DESIGN OF FOOTING IS BASED ON fc>2500ps1) c.Walls and curbs -11/2" 2 -- 1. Z-0"SQUARE SOLID GROUTED PILASTER WI AT T"QP Q€4V WALL SEE NOTE#4 UNDER REINFORCED CONCRETE. (8)#4 VERT.BARS EQUALLY SPACED protection of masonry during cold ✓ 1.8D d.Slab on grade at center WR CENTER OF CMU WALL.BEND 8 �'\ weather(temp.below 40°)or hot 1.8D TO FOOTING WI3TD HOOK A3 SHOWN weather(temp.above 90°). Continuous Perioificall DEVELOPER: a- P F s r 8 s 4 VERIFICATION& Not Reference lac CONCRETE MASONRY e.Applicetlon end measurement qrt, Burin task Burin task 2. #3 HORIZ TIE BARS 8"O.C. ✓ Applicable l Standard Reference --- Ind WBSt of presstressing force 368 INSPECTION TASK listed listed GENERAL 3. CONCRETE FOOTING AS SHOWN W/ 1. All concrete mason materials and construction shall be in accordance with Building Code, If1dUStfIBS I.Placement of grout and Art. D' 6((4#5 EIW TOP AND BOTi. 1.Inspection of reinforcing steel FTNG CINTERED CMU WALL 7C prestressing grout for bonded ✓ 3.5, Chapter 2L TYPICAL CONTROL JOINT 9 3 5 6 1. CONCRETE BLOCK. tendons Is in compliance. 3.6C and placement. MATERIALS 4. STONE VENEER PER ARCHT 2. SEE DETAILS ABOVE. g.Observe preparation of grout 2. All materials making u finished concrete mason construction shall Conform to standards required ARCHITECT: I_ Art. a.Placing of reinforcing steel ✓ 9 P masonry O > 3. BACKER ROD JOINT FILLER specimens,mortar specimens, ✓ ✓ 3.3B.8 by Sulltling Code Sec.2103. MGA CONTROL JOINTS SHALL BE end/or dams. b.Sampling end testing of steel SPACED 20'-0"MAX.U.N.O. AND SEALANT PER ARCH.DWGS. 3. Mortar shall be type M or S as applicable and conforming with ASTM C270 and shall be proportioned FROM TOP OF THE WALL (mill reports&Identification of ✓ ACI 318: per Article 2.1&2.6A of Spedflcetlon for Masonry Structures(TMS 602.11IACI 530.1.1+IASCE 8-11). TO THE TOP OF FOOTING PER steel -Art. 3.5,7.1 7.7 1910.4 1 2 7 MANUFACTURER'S SPECIFICATION, 5.Observe preparation of grout .4B.2.e.3 4. Grout shell comply with Article 2.2&2.88 of TMS 802-11/ACI 530.1-11IA3CE 8-11 and shall attain a c.Inspection of Installation of SPECIFICATION. specimens,mortar ✓ .4B.2.b.3 reber Cou tars minimum compresalon strength at 28 days of 2000 pal or Me required compression,fm,whichever is LOCATION: .4B.2.c.3 greater.The compressive strength of grout shall be determined in accordance with ASTM C•1019. 4. FOOTING specimens,and/or prisms. 1,4B,3 d.Reinforcing steel sizes, = 11.4B.4 spacing,splices,clearance � 5. Concrete masonry units shall conform to ASTM C90 for load bearing concrete masonry unite. Lake Elsinore 5. ADDITIONAL VERTICAL BAR and concrete Cover per Concrete brick shall conform to ASTM C55,Specifications for Concrete Building Brick. Riverside ON EACH SIDE OF CONTROL 6.Verification of I'm prior to Art. construction documents 6. Grade N concrete bricks are for use as architectural veneer and facing,limited to In exteriorwalls. CA U.d III JOINT ✓ ° construction. 1.48 I.I. 2,Inapedlon of reinforcin steel 7. Grade S Concrete bricks are for general use where moderate strength and resistance to final action y° 8. TERMINATE HORIZONTAL g end moisture penetration is required. '� • ( I REINFORCING 2"FROM 7 Verification of slump flow and Art. welding in the following items: REVISIONS " CONTROL JOINT. VSI as delivered to the ✓ .5A'Lb. AWS DIA STRENGTH self consolidating grout. a. en Irat an o we a tyo ACI 318:3.5.2 T. CONT.TOP BARS/CHORD NO. DATE DESCRIPTION 3 ! BARS PER WALL SECTION. - reinforcing steel other then ✓ B. The specified Compressive strength of masonry,tea shall eq 1500 psi,unless noted otherwise. " "III' .1 For SL°C (°F-32)/1.8 ASTM A708 3.9 If higher I'm is noted,it shell be verified by prism tests as required in section 2105. 8. JOINT FILLER. 3.Inspection of anchors cast in 9. Reinforcing steel shall conform to ASTM A615.Grade 40 for sizes#3 and#4 SECONDARY PILASTER concrete where allowable leads ACI 31.1 1909.1, and grade 80 for sizes#5 and larger. 7 9. BACKER ROD&JOINT SEALANT. have been increased or where 8.1.3,21.1.8 1909.1, strength design Is used. SPECIAL INSPECTION SPECIAL INSPECTION BY SPECIAL INSPECTOR FOR EXISTING SITE SOIL CONDITIONS,FILL 4.Verifying use of required 10.Special Inspection for concrete masonry construction shall be cabled out in accordance with Building PLACEMENT&LOAD BEARING REQUIREMENTS SHALL BE PERFORMED PER THE FOLLOWING TABLE. design mix I Code Section 1704 and requirements In Special Inspection tables on sheet SNA.Masonry compressive strength,7m shall be verified by Unit strength method or Prism test method prior to and a.Method of proportioning a i ./ during construction as described in Building Code,Section 2105. PERIODICALLY L ACI .2-5 1910,2. ` ' VERIFICATION&INSPECTION TASK b.WIC reBo V Ch.4,5.25.4 +9+0.2, FOUNDATION I TYP. CMU WALL CONTROL JOIN ET. 3 1970.3 1.Venfy materials below c.Cement type y Soils Foundation engineering has been predicated on date and recommendations I.. are adequate to ✓ contained in Bolls report by Associated Soils Engineering,INC, 1. ADDITIONAL#5 VERTICAL achieve the design bearing d.Strength ✓ SOILS REPORT NO.OS-15414,DATE:06105/2014.This report Is coneldered part of BAR PLACED AT CENTER capacity per soils report. SHEET NAME; OF WALL 5.At the time fresh concrete la calculations and Construction documents and is to be adhered to in all of 2.Ved excavations ere its recommendations and requirements.Verify minimum foundation depth, 12"MIN. f5 sampled to fabricate specimens LANDSCAPE extended to proper depth ASTM C 172 valid reinforcing steel and additional expansive soil requirements with DETAILS&NOTES far strength tests,perform valid Rolls port and If the are an more restrictive,then the shall 8 have reached proper ✓ ASTM C 31 P Y Y Y e materiel er soils re ort. slump end air content taste, ✓ 19+0.9 superseders the Gouvis Engineering minimums,Soil engineer should review 4 ^ 4 P P Determine the temperature of ACI 315:5.8,5.8 and approve all retalnlnp walls prior to cons tmdlon. 3.P erform classification the concrete for shotcrete &testing of controlled construction DESIGN CRITERIA: fill materials per soils ✓ ACTIVE EFP(LEVEL)= 40 PCF SOILS DENSITY =120 PCF report. 6.Inspection of concrete for ACTIVE EFP(2:1) = 61 PCF BEARING CAPACITY=2000 PSF II ACI 318:5.8 5.10 PASSIVE EFP=250 PCF lk=0.30 ot properapp application techniques. ✓ PROJECT NUMBER: z fc=2500 PSI see note#4 under reintoroetl concrete O_ (conveying&depositing)f )4.Verify use O proper ( Y 9 P 9 +Y P P v f 1 materials,densities&Ilk 7.Inspection for maintenance of 1. U.N.O.all cells Containin reinforcing steel shall be routed solid 63089 a thicknesses Bunn lace- 9 9 9 eP ✓ a w merit&Compaction of apedfled curing temperature J. ACI 318. controlled fill per soils (cold weather&hot weather) 5.11-5.13 2. All portion of wall retaining shall be grouted solid. ENGINEER: IP report. and techniques 5.Prior to placement of 8.Inspect formwork for shape, 3. All footing shall be poured on undisturbed ground or undisturbed engineered DRAFTER: IP controlled fill,observe location and dimensions of ACI 3+8:8.i.1 compacted fill.A field soil memo is required from a representative of the subgrede&verify that ✓ the concrete member being geotechnical Consultant for soil inspection of the footing excavation to ISSUED DATE: PLOT DATE: site has been prepared confirm that the footing is excavated Into suitable bearing material. a.a properly per soils report. formed 09/09/2013 04/10/2015 4. Wall shall be laid true and plumb. Exception -Special inspection is not required during placement of SHEET NUMBER: CORNER INTERSECTION controlled f1,having a total depth of 12 inches or less. 5. Provisions shall be made for adjoining construction. 8. All laps and splices shall be 48 bar diameter min. TYPICAL WALL CORNER DETAIL D5127N, 4 S-LSI f111 . .. Tl _.. I J�i11111�11001i1II0PIIIIIIJII��III011f11111�1&Il�f lllliCT IffII I 1, - _ � �I11[III,111��1111�11�II�II�,�V�UIII�IILIIILIII'Il�ll��ll�l��llll�illlllldllll�llil.l Ili 1911�� I I lip; i III"I, Ili � __ Ili Ik ' I i�� ' e'-8•TO IBI HIGH 32"SQUARE MASONRY PILASTER LEVEL CONDITION 8"(4'-4'TO 6'-49 HIGH RETAINING-NO FENCE ON TOP-LEVEL BACKFILL 8•(8'-4 TO 8'-89 RETAINING WITH 6"8'-O•PROTO II FENCE ON TOP 8• W-0 TO 9-81 PROTO II-EXPOSURE -TRENCH FOOTING GENERAL STRUCTURAL EXPOSURE C-8PREAD FOOTING L BACKRLL("EEL TYPE) C URAL NOTES 2013 CBC/2012 IBC (1)µ EACH DRNER r--------------- -1 #2 TIES AT V O.C. CONVENTIONAL RETAINING WALL SCHEDULE DESIGN CRITERIA(PER 2013 CBC}. - 1. SOIL SHALL BE FIRM AND COMPACTED PRIOR TO PLACEMENT OF CONCRETE,PRIOR TO FOUNDATION EXCAVATION,USER SOLID GROUTED CELLS CONVEWRITAININALL,RETAINING ALL SCHEDULE I I n' 'X BARS 1. ALLOWABLE SOIL DURING R' DESIGN FOND 'X' 'Y BARS 'B' PT ROD TOEAILOWABLE DESIGN CRITERIASOIL BPER EAR NGCBC): - SHALL VIRIFY THAT SITE SOILS CONDITIONS MEET OR EXCEED AN ALLOWABLE PASSIVE BEARING PRESSURE OF 25D DESION CNIERIA(PER 2013 CBC): /FT(SOIL TYPES W.,SP,GW,OR OP)STARTING AT THE TOP OF GRADE(I.E.NO TOP SOILS ARE NEGLECTED FOR PSF PRESSURE=15D PSF MIN. CAP AND BLOCK PEIt SHEET C I. ALLOWABLE SOIL BEARINPASSIVE)AND A MINIMUM ALLOWABLE BEARING PRESSURE OF 15DO PSF AT FENCE WALL AND 1500 PSF AT RETAINING ___=-__L 1 MAX L FA 2 ALLOWABLE SOIL PASSIVE MA% E%P SOILSPApU LENGTH PRESSURE=1500 PSF MIN.ATY-4' 6' V 1" PRESSU E=250 PCF MIN. 3'-e C AT LOD µ AT µAT q8'O.G }'_}• 8•_p-p.G I• 2 ALLOWABLE SOIL PASSIVE 9 WALLPRESSURE=15D PSF MIN. __ __ 5-4' µAT 48'0.G. 2'-10' 12' e• t4' 3ALLOWABLE SOIL ACTVE 4'-O" C Ai 1W µAiµ AT 4V O.C. Y-V 8•-0•D.C. 3' PR65URE=2D PCF MIN. 2. FOOTINGS TO BE LEVEL.IF GROUND SLOPES THE FOOTING SHALL BE STEPPED.EACH STEP SHOULD BE PROPER HEIGHTr' Y ----- PRESSURE=40 PCF MA%. 3. ACTIVE PRESSURE-40 PCF2 ALLOWABLE SOIL PASSIVE4'-6" C AT 100 15 ATµ AT 4W 0.G 3'-6' 8•_ TO FIT BLOCK TYPE USED.ALL EXCAVATIONS SHOULD BE CLEAN AND CONTAIN:NO LOOSE EARTH OR FOREIGN MATTER. `\ {. SFE SHEET B PRIOR TO 0'0.G e• NAK PRESSURE=250 PW MIN.24'CMU PILASTER `PROTO II FENCE START°F CWSTRUCTIW. 5-4' CAT too AT 4. SEE 91E7:T B AND SHEET C fFEL pLAIE70BEARLLY 3. SEE SHEET B AND SHEET C 3. SEE DETAIL$FOR EXPOSURE,N1ND SPEED,POST TENSIONED ROD SPACINQ FOOTING SIZES,ETG USER IS RESPONSIBLEµµAT 20'O.G 4'.Y 6'-p•0.[ 1Y ON CENIEFWEBWENo PRIOR 1DSTART W TOVERIFY REOUIREMENIS YIITH BUDDING DEPARTMENT AND OWNER.ALL.WORK IS TO BE PERFORMED IN ACCORDANCEHEIGHT PER SCHEDULE WALL AS°CCURB SFqi INTERMEDIATE HEIGVITB III C AT 100 15 ATµ AT 2V OC. 4-9' e'-0'0.G IY �W TO STMT OF FACE SHELL-SIZE PERNOT SHOWN ON SCHEDULES, C11011 CONSTRUCTION. NTIi THE APPROVED SITE PLAN AND APPLICABLE CODE ORJURISDICTION REQUIREMENTS DESIGN CRITERIA(PER 2013 CBC$ USE THE NExT HIGHEST WALL 6'-B' C AT 10O µ ATµ AT 1C 0.G 5'-3' e'-0'QG lY 5. FOR INTERMEDIATE HEIGHTS NOT ii SHEET C q. NO ISO MEN S H�CH75 4. SOIL BELOW FOUNDATIONS SHALL BE WELL DRAINED AND NON EXPANSIVE.USE CONCRETE WITH A MIN.STRENGTH OF I. ALLOWABLE SOIL BEARING PRESSURE HEIGHT. SHOWN ON SGHEOIWES,USE E, 2,SD PSI-.TYPE It CEMENT TYPE VJURISDICTION). L___:______ _ ( WHERE REQUIRED BY OWNER SOILS ENGINEER J 1500 PSF MIN. EER OR C • .. a,...,.. THE NIXT HIGHEST WALL USE THE NEXT HIGHEST WALLOCONSOL SHALL BE A MIN.OF 48 HOURS OLD PRIOR TO FINAL TENSIONING.ALL CONCRETE SHALL BE THOROUGHLY.CONSOLIDATED 2 ALLOWABLE SOUL PASSIVE PRESSURE FlNI9IED GRADE 4:1 MAX CAP AND BLOOI(PER HEIGHT. II HORIZONTAL JOINT REIN G HEIGHT. - =2D PCF MIN. SLOPE NO ADDITIONAL CAP AU BLOB(OPTIONAL SHEET C 6' - II TOP 2CWRSLS BELOW PLATE BY SUITABLE MEANS DURING PLACEMENT. 3. SEE SHEET B PRIOR TO START W (OPTIONAL) HORIZONTAL MINT RENF.TOP 7W0 II AND AT T4'O.C.BELOW' S. LAP REINFORCING STEEL:LAP=24•FOR$4 BARS IN MASONRY AND 32'FOR/4 BARS IN CONCRETE LAP=40'FOR SURCHARGE ALLOWED-SEE - COURSES BELOW PULE AND AT FOR SIOEYARD RETURN WALLS CONSTRUCTION. 8' HT5 BARS IN MASONRY. - 4. NO VENEER ALLOWED. SHEET B FOR MORE INFO. .�-- - I µ DDNUWS IN e'DEEP 24'O.C.BELOW li WHERE DRAINAGE SQUALL 6. CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C-90 AND BE 2,000 PSI MIN.(FM DESIGN CRITERIA FOR BLOCK _ SCUD GROUTED BOND BEAM. IS BASED ON 2000 PSI BLOCK SHALL BE A MIN OF 7 DAYS OLD PRIOR TO ROD TENSIONING.STANDARD HEAD AND PILASTER CAP AS --- _ 6 FOR INTERMEDIATE HEIGHTS NOT PROTO II FENCE WALL I OCCURS,INSTALL DRAINAGE OCCURS -� SHOWN W SpI-I-USE THE POST TENSION P ROD SEE 'J` II BLOCK AT SOURCE pi CFADE BED JOINT BLOCKS WITH MO RTAR MAY(>) BE USED OR INTER LOCKING BLOC KS MAY BE USED.BLOCKING TO BE WO IN L _J 32 CMU PILASTER NEXT HIGHEST WALL EIGHT. STEEL PULE 1D BEAR A SHEET B FOR ROD SPECS- II POST TENSION(PT)R00 SEE RUNNING BOND. FULLY ON CENTER WEB OR III I SHEET B FOR UO SPECS- 7..MORTAR SHALL BE TYPE S,2000 PSI MIN.MORTAR MUST BE A MIN.OF 4 HOURS OLD PRIOR TO INITIAL TENSIONING CENTER IN WALL 1Y END FACE 9NNL-SIZE y CENTER IN WALL AND 24 HOURS OLD PRIOR TO FINAL TENSIONING.GROUT SHALL BE 2000 PSI PER THE LATEST EDITION OF ACI 530. CA R U S O 'y - Ie PER SHEET C FINISHED GRADE 4:7 MAX SLOPE. 12 TIES AT 8'D.C. HORIZONTAL JOINT REINF. 2' AT 16"O.C. NO SURCHARGE-SEE SHEET B. g ll PROM II FENCE WALL MECHANICALLY VIBRATE GROUT IMMEDIATELY AFTER PLACEMENT. 3/4'OPEN GRADED CUR 8•SOUD GROUTED FOR MORE INFO. 8. FIRST MASONRY COURSE MAY BE SET IN FRESH CONCRETE FOOTING o GRAVEL BACKFILL VERTICAL REINF.7t' RETAINING WALL 1Y li 9. REINFORCING REBAR SHALL CONFORM TO ASTM A641;F 60,OD PSI. T U R L EY w (1)µ EACH CORNER BARS UP PER SHEET B 1/4'K1%2'EMBED PLATE NTH 1/Y I y= SOLID GROUTED CELLS GEOFABRIC WRAP (2)µ IN BOND NUT ABOVE PUTS ANO 1/2'COUPLER TRENCH DEPTH AT TOP W 21 SLOPE 10.PROTO-II HARDWARE IS DEFlNED AS:TENSION RODS,BEARING PLATES,COUPLERS,NUTS,ALL THREADS,DIRECT TENSION y' SM 35 4'DIA. B'SCUD GROUTED BEAM BELOW PLATE(OR(2)1/2"NUTS) it SETBACK-FACE°F FOOTING MIN.DEPTH'D' INDICATORS(A DIRECT TENSION INDICATOR(DTI)IS A COMPRESSIBLE WASHER)AND PLASTIC SADDLES.ALL OF THIS S C OTT _,--DOWELS TO MATCH AND RETAINING WALL I 6 PERH RIO M PIPE PIPE II TO R7P W SLOPE 1INCH FOOTING HARDWARE SHALL BE SUPPLIED BY ONLY AN APPROVED PROTO-II LICENSEE TO THE CERTIFIED INSTALLER.POST TENSION LAP VERTICAL REINFORCING µ VERT,AT 48'O.C.AT I RODS SHALL BE 7 rc WITH 7%ROV GRADIENT 2'W WEEP HrvFR AT 3/4'OPEN GRADED GRAVEL BACKFILL Y 2, Y SO DIAMETER N1TIi 1/2"ROLL THREADS CONFORMING TO ASTM A641 FY=-60000 PSI AND HAVE INC. TO APPROVED OUTLET 6'-0'O.G AS ALTERNATE INTO FOUNDATION To STIR 35 4'DIA.PERFORATED II SETBACK STEEL CHEMISTRY SO THAT BENDING AND THREADING CAN BE AOCOMPUSHED NiTHOUT DAMAGE TO THE POST TENSION SEE SHEET B NON-SOIL FACE.DOWEL 1Y To 36' Y_Y ROD.AREA OF POST TENSION ROD=.1503 SQUARE INCHES.BEARING PLATES ARE 1 4"THICK F 50 KSI SEE SHEET TO PERFORATED PIPE 8'10 11' x FINISHED GRADE 2-DIA WEEP HOLE AT-Z PIPE PIPE NTH R MIN Ij PER / (y= ) 6'STD.HOOK GRADIENT TO APPROVED OUTLET SIGHED FlNISINED[FADE 3'To 5' 2'-9 C FOR DIMENSIONS.1/2"COUPLERS PER ASIM A563 GRADE A,AND THE COUPLER MUST FULLY ENGAGE THE UPPER 8'-0'O.C.AS ALTERNATE AND LOWER RD.FULLY ENGAGED IS DEFINED AS 1/2•MIN.INTO COUPLER.1/2"NUTS ARE TO BE GRADE 8,PER AS. Consulting 10 PERFORATED PIPE GEWABRIC WRAP 2 it A325.1/2"ALL THREADS PER ASTM PLASTIC GRADE 60.ES ARE TENSION INDICATOR DTI-COMPRESSIBLE WASHER IS tom TRANSVERSE'Y BARS PER SCHEDULE I, µ CONTINUOUS FmGE WALL SCHEDULE AT LEVEL SOIL MANUFACTURED PER ASTM F959.PUSTIC REBAR SADDLES ARE NON-STRUCTURAL( ) StrUCYUrBI . b it MA CLR AT HOOK 'H' DESIGN WIND PT ROD b' 11. HORIZONTAL JOINT REINFORCING SHALL BE 9 GAGE DIAMETER WIRE AND PLACED PER DETAILS AND CONFORM TO ASTM engineers h= NOTE li MAX EXP PH SPACING MIN. A82 LADDER TYPE,9 GAGE DIAMETER.LAP JOINT REINFORCING ONE FULL CROSS SQUARE(8'MINIMUM LAP). MASONRY PILASTER SCHEDULE G DRAINAGE SHOWN ARE MINIMUM VERTICAL ROME.Y y C AT 1m III 2'-1• 12.IN UEU OF FULL HEIGHT RODS,CONTRACTOR MAY USE SHORTER RODS,1/2'DPLERS AND STRAIGHT RODS THREADED CUR CONTINUOUS CONCRETE y I '3 6 0" .'o -'- -- BOTH ENDS FOR ADDITIONAL UFTS.RODS SHALL HAVE A MIN.OF Y'L'HOOK,WITH 1/2"NUT AT END OF TENSION ROD 1215 W.Rio Salado PXwy _ • • • • • MAX WIDTH G (S)µ EACIINW Y TOP y IiEAVAILABLE�FOR NRnHERRIEPGRT BARS PER SCHEDULE SPREAD FOOTING =N� % 2I •`:ra _ WHERE EMBEDDED IN FOOTING. Buite 200 3' 3' a CUR 6'-IY Y-D' µ AT UCH HOOK AT ()�.T CANT, 13.VERTICAL CONTROL JOINTS TO BE PLACED AT MAX.36'O.C.IN ALL NON-STUCCOED WALLS AND 20'ON CENTER IN 3' Y-V Y 2 (5)µ UCIH WAY 12'D.C.MAX.MIN.2 IN FDRNG- 3 �'� CAT 100 W-0• Y-Y Tempe, CLR BARS IN FOOTING 3' OUR 6'STD•HOCK MAX 6'-8• C Ai M __ __ STUCCOED WALLS WITH CLEAN VERTICAL BREAK OF ALL MATERIALS.POST TENSION ROD SHALL OCCUR WITHIN 12'OF. P Arizona 85281 FOOTING NDni AU W_p 3'-6' (5)µ EACH WAY AS SHOWN NOTES: i y)0 -- -- 14.NO COUPLERS MAY END OF WALL AND 1DCUR DIRECTL2'EACH SIDE Y BELOW ANDF CONTROL JNNT.CONTACT NTH THE BEARING PLATE.NO BOND BEAM BLOCK MAY BE (480)774-1700 REINFORCING PER SCHEDULE 6'-6' TV (5)µ EACH WAY µAT S2'O.G 6 -FENCE MAY BE ENTERED ON RETAINING CONTUOUS CAT iNJ AS SHOWN 'K- 'T' WALL AT CONTRACTOR'S 0.°iION. P�� CONCRETE USED.AT PLATE/TENSION LOCATION. (480)774-1701 FAX TRENCH DEPTH AT TOP OF 2.1 SLOPE $ $ TRENCH DRAINAGE SHOWN ARE MINIMUM 4 a FOOTING 15.TENSION RODS MAY BE STABBED INTO WET CONCRETE OR TIED IN PLACE AT CONTRACTOR OPTION. www.cisaz.cbm SETBACK-FACE ADDED DEPTH CK REQUIREMENTS SEE SOILS REPORT IF <$ 16.A PROTO-II DID(COMPRESSIBLE WASHER)SHALL BE INSTALLED AT EVERY TENSION ROD BETWEEN THE BEARING PLATE OF FOOTITOP OF NG TO TRENCH FETING AVAILABLE FOR FURTHER INFO. AND NUT WITH THE DTI"TABS"FACING UP AGAINST THE BOTTOM OF THE NUT.THE SPECIAL DEPUTY INSPECTION -To REWIRED AT TIME OF FINAL TENSIONING BY A DEPUTY INSPECTOR SHALL VERIFY FINAL TENSIONING TO 6,OD POUNDS 15-115-9927 15-1 -9927 36• 01 15-115-9927 �, DAYu[HT MIN. 1�115-9927 BY 1 OF 2 METHODS;METHOD 1:VISUAL INSPECTION OF DIRECT TENSION INDICATOR(DTI),TABS FACING UP AND Pik-5YO H IB /-N 4•L� 9 17" [S4.2 4.2 COOT OFUA CALIBRATED TORQUE WRENCH TORQUED TO 55 FT-LBS.(DTIPMUST STILL BE PLACED WITH METHOD 2.NO NSUAL Q4�Y.PTK INS q�F 6' J Y 1T S 1 1 INSPECTION OF On REQUIRED WHEN USING METHOD 2).INSPECTOR SHALL OBSERVE THE USE OF THREAD LUBRICANT, ' THE POSITION OF PLATE H BLOCK,AND INTEGRITY OF.MORTAR JOINTS,AND PROVIDE A SIGNED REPORT TO ALL ce $4055 m @'(7-(T TO 8'-0")HIGH RETAINING-NO FENCE ON TOP- S•(3'-C TO 8'-89 RETAINING WITH B• WROUGHT IRON FENCE ON TOP - W(T-4 TO 9'-49 11 II EXPOSURE C TRENCH FOOTING NO RETAINING 17.POST IEENN PARTIES.PER TO 11 SION ROD SPACING SANDEPE DENT OF DIP SPA ON CINGTM TOLERANCE INSPECTION. DIP SPACING IS t12•BUT THE NUMBER a Y TO'I SLOPE ON HIGH SIDE EXPOSURE C-SPREAD FOOTING U EL BACKFILL("EEL TYPE) FENCE WALL SCHEDULE AT LEVEL SOD I OF DIPS MUST REMAIN THE SAME FOR A GIVEN LENGTH OF WALL POST TENSION ROD SPACING TOLERANCE IS 38" * S BUT THE NUMBER OF ROCS FOR A GIVEN LENGTH OF WALL MUST REMAIN THE `PT TROCTVTRP CONVENT AL RETAINING W mU TI' DESIGN WIND 8"CONK CENTERED 6"PROTO IPT ROO b' OBGN CRITERIA(PER T013 CBC) q CONVENTIONAL RETAINING WALL SCHEDULE DESIGN CRITERIA(PER 2N3 CBC); DESIGN CRITERIA(PER 2013 CBC): MAX EXP PH CMU HEIGHT '%'REBAR II HB(HT SPACING NN. 1. ALLOWABLE SPI BLARING 18. ALL CONVENTIONALLY REINFORCED MASONRY DESIGNS ARE BASED H FULL STRESSES ANO REQUIRE INSPECTION.FOUNDATION OF CALWO� I. ALLOWABLE SOIL BEARING B DESIGN WND %'BARS 'Y BARS B' PT ROD TOE 1. ALLOWABLE SQL BEARING C AT 100 Y_0• µ AT 40-0.0 PRESSURE-15D PSF MIN. INSPECnH PRIOR TO PLACEMENT!)F CDCREIE INCLUDES FETING STEEL LOCATION AND GRADE,AND SZE/DEPTi OF TP Y BARS �BpT '8' T(' b' KEY PRESSURE-15D PSF MIN. 5'-4' B'-0' 7-{' -2 ALLOWABLE SpL PASSIVE MA f%P SOIL FACE SPACING LENGTH PRESSURE 15D PSF MIN. FOUNDATION AND CLEANLNESS OF FOUNDATION.FOR MASONRY APRE-GROUT INSPECTION STALL BE PERFORMED.THE MAX (SOD FACE) BOTTOM RFINFORCMG 2. ALLOWABLE SOIL PASSIVE J'-4' CAT IOU µAT 3Y 0.G µAT 46'O.G 3'-3' 8'-0'D.C. 1' 2 ALLOWABLE SOIL PASSIVE Y-4 [A;r IIo -- - ""' PRESSURE=250 POP MIN. PRE-GROUT INSPECTION INCLUDES:VERIFICATION OF THE LOCATION OF STRUCTURAL ELEMENTS,GRADE OF REINFORCEMENT AND PRESSURE=2D PCF MM. PRESSURE=2D PCF MIN. G Al'?2+; 7-0' µAT 4B'o.C. x/A p_g• B' 5' - 3. ALLOWABLE SOIL ACTIVE 4-0" CAT 1m µAT z4'O.C.µAi 4B'O.G Y-e' e'-p'p.G Y }, A�VE PRESSURE=40 PCF -- -' J. SEE SHEET B AND SHEET C OVERALL WORKMANSHIP AND QUALITY OF MATERIALS BEING USED FOR CONFORMANCE,WITH CONSTRUCTION DOCUMENTS. 4' _ CAT too /5 AT 2C 0.G.µAT 48'O.C. Y-8' B'- C AT I W Y-0' III 3z'aC g•_p- g•_p• y_g- PRIM TO START OF ADDITIONAL SPECIAL.INSPECTIONS AS REQUIRED BY JURISDICTION. 2'-8' µAT 48.0.G N/A p•_p• Y. 1p __ PRESSURE=61 PGF MAX. Y 0.G 2 MAX. CONSTRUCTION. 19. SEISMIC DESIGN CRITERIA:SW=2.Q SP=0.749 SOIL CLASS=D(ASSUMED),RISK CATEGORY I.NO DYNAMIC LOAD APPLIED 4. SEE SHEET B PRIOR TO S-4' CAT tm 8'-0• CAP 1TO "- -' --' 4. FOR INTERMEDIATE HEIGHTS TO RETAINING WALLS PER.CBC SECTION 1803.5.12 1 µAT 48'O.G NIA Y-8' B' 15' - /5 AT 24.D.C.Ira AT 2V 0.G 4'-3' e'd 0.G 12' 4. SEE SHEET B AND SHEET C CAT t20 START OF CONSTRUCRW. PRIOR TO START OF -- -- - () 4--D' µ AT 48'O.C. A4 AT 30'0.G 3•_V 1W' 20' µAT 24'0. S FOR WIERMEDIATE HEIGHTS 8--0" C AT 100 µAT S'OC. µ AT 20'O.G 4-8' 8•-0.0.G IY -"' NOT SHOWN ON SCHEDULES, 20.NO SURCHARGES WITHIN V-O•OF RETAINING WALLS ARE ALLOWED.SURCHARGES INCLUDE,BUT ARE NOT UNITED TO,HOUSE CWSTRUCnON. CAT led Y-8' /4 AT 24.0.G {'-Y' Oil AT 32'O.C. µAT 20'O.C. 3'-8' to' 24' AT IV 0.G NOT SHOWN ON SCHEDULES, 6'-8' C AT too µAT e•0.G µ TT IB'0.G 5-Y 6'-p'0.G-If S FOR INTERMEDIATE HEIGHTS NOT 6'-0' g'-o' Y-Y USE THE NEXT HIGHEST FWNDATIOI DRIVEWAYS,FENCE WALLS WITHIN 6'-0"OF FACE OF WALL AND SOIL BACKFILL OVER 4.1 SLOPE. 4'-Y 10' SO' µAT 18'O.C. -8" CAT t10 -_ .. __ WALL HEIGHT 51 µ AT 24'QC µ AT IB'0.G USE THE NIXT HIGHEST WALL SHOWN ON SCHEDULES,USE 21. SHEET AND'DETAIL'ARE INTERCHANGEABLE(SHEET B=DETAIL B) HEIGHT. THE NEXT HIGHEST WALL CAT 120 -_ 11 6'-0• µ AT 16.O.C. IS AT 20.1 4'-11• 10• }5 µ AT IV O. HEIGHT. C AT 1W Y-4• µ AT 24.O.0 6'-O• 16'-0' Y 1C SOIL DESIGN PARAMETERS FINISHED GRADE 2.1 MAX SLOPE GLASS WALL OR WROUGHT IRON 9'-4" C Al't'O -- - SOIL REPORT BY: .ASSOCIATED SOILS ENGINEERING,INC NO ADDITIONAL SURCHARGE FENCE AND SLEEVE PER MR GAT 120 -- l .. PROJECT NUMBER:. 05-15414 AND 15414.14 --I ALLOWED-SEE SLEET B FOR SPECIFICATIONS(8'-0-O.C.MAX) MOUE INFO. CAP AND BLOCK(OPTIONAL) V SEE SHEET C FOR BEARING DATED: :JUNE 5,214 AND JULY 2,2014 Q Q PLATE SZE BEARING CAPACITY=..1500 PSF 7 CONTINUOUS N 8'DEEP TUBED SLEEVE („) µ Y-B'.MIN IN SOU AS II iRD EMBEDDED INTO NOTING PASSIVE PRESSURE= 250 PSF DDD GROUTED BOND BEAM. s PPEERSC PEST TENSION (PT)LIDS ACTIVE PRESSURE= 40 PCF(LEVEL),61 PCF(2:1 SLOPE) N GROUT HORIZONTAL JOINT REINF FINISHED GRADE 4.1 MAX SLOPE E••� -AT 16'O.C. NO SURCHARGE-SEE SHEET B MU:=0.40 B LLJ W PROTO II FENCE WALL LJ (� W0-1 •H 12' 8'SWD GROUTED 8'DUD GROUTED FOR MORE INFO. - CAP AND BLOC( i1 (O RETNNING WALL RETAKING WALL 12• PER SIIEET C - Z F'I'7 O 2 I TOP OF PROTO II WALL (2)µ N BOND w = HORIZONTAL JOINT RONFORI TOP - L.IJ VERTICAL REINFORCING'%' LIN.J Z I 3 GRAVEL BACKFILL BARS LAP PER SHEET B BEAM B 24C00.C.BELOWURSES PIAIE ANO AT KEY NOTES: t.L I- J = VERT.AT 48'O.C.AT 3 4 WEN GRADED GRAVEL SIMPLE •=Y• VERTICAL REINF.Y BARS 1. PGET lEN9ON ROD. U 1 GEWABPoC WRAP µ U 2'W WEEP HOES AT NON-SOIL FACE DOWEL / DR JS 4'DIA / \ 2 NUT. Q i PERFORATED PIPE PIPE 6'-O'O.C.AB ALTERNATE INTO FOUNDATION o SOR 35 4'01A PERFORATED FOR SIOEYARO RETURN 1 43 CONTNUWS IN 8' 3. DIRECT TENSION INDICATOR PIPE RIPE NTH 1%MIN WALLS WHERE DRAINAGE a A BEARING TOP PLATE ) Y TO PSO A.PIPE Y DIA.KEEP HOLE AT DEEP DUO GROUTED (DTI. O W NTH 1%MIN.GRADIENT OUET GRADIENT TO APPROVED OUTLET SWALE OCCURS,INSTALL z BOND BEAM. g, MINIMUM 1EN9ON TO BE 8,000 LBS LOAD AND Q Jr 8'-0'O.G p5 ALTERNATE 5. COLLAPSIBLE TABS.TO APPROVED OUTLET µ AT UCH HOD(AT 12' ORNNAGE BLOCK AT CRWi J 3' FOD MAY.MIN.T BARS IN TO PERFONATm PIPE _ GRANSVE C WRAP SWME AT GRADE RENFORdNG REBAR)0 J ABOVE AL _ Cp4FlRMm BY WE OF TWV METHODS PER N CUR FDDNG 1A z 2 E _ TRANSVERSE'Y BARS PER SCHEDULE VERTICAL REBAR AT 12'D.C.MAX CLR �� NOlES'B'&'C'BELOW. Qf µ MA 'O p= SETBACK TRENCH DEPTHH AT TOP OF 2:1 SLOPE 7: AFTER TENSION INSPECTION,PLACE MORTAR a- SETBACK-FACE .MOUND OVER THE TOP W ROD LATE UT b '^•6 VERTICAL FRONT.'X� PER ADDED DEPTH OF \ /P /N - OF FOOTING TO LOCATION BLOCK. BARS PER SWEDULE "'� E° _ ) 9. CWRNUOUS HORIZONTAL JOINT REINFORCING qq FINISHED GRADE �P OF 8. OPIONAL CAP BLOCK. KEY REINFORCING PER TRENCH FOOTING SCHEDULE CONTINUOUS CONCRETE �. O. PROTO-11 5 10 CENTER WEB OR END FACE SHELL BUM. SPREAD FOOTING 6'STD.HOC(AT µ BAR, NOTES (5)µ COOT. 3. } f1. STEEL PLATE SIZES IN FETING- 8.51D HOCK AT µ BAR DRAINAGE SHOWN ARE OR 6'51D.HOq( in 2 1Y 12 3 MINIMUM REQUIREMENTS SEE AS SHOWN NOTES i - I �"g a -�1 3' I PLAN A 4"PROTO It1/4'a,3 V TRANSVERSE REINFORCING SOILS REPORT IF AVAILABLE 'B' FENCE MAY BE CENTERED ON RETAINING �A I MA% �¢� (1) B.4'SLUMP PRO 1D 11:1/4'x21/2'K6' ,�'J' ` G 8'PROTO 11:1 4 K4 7 PER SCHEDULE FOR FURTHER INFO. WALL AT CONTRACTOR'S OPTION. o /• /2'KB' 6'SLID.NOON EMBED 6' TRENCH DEPTH AT TOP OF 21 SLOPE -DRAINAGE SHOWN ARE MINIMUM 5 (Z) D.E.V SLUMP PROTO,6 1/K4'K6' INTO TOO END 72• K SE18ACK-FACE REQUIREMENTS.BEE SOILS REPORT IF $ EQ 0 STEEL NPLAlES TO OM It: BE PLACED AT THE EDGE OF ,B, ADDED OFPIH OF AVAILABLE FOR FURTHER INGO. uTHE CELL SO TIRE THE PLATE BEARS FOLLY ON OF FOOTING TO ,s µCUNT.TW OF SLOP TRENCH FDTINC - J w 15-115-9927 36' p' 15-115-9927 �� €§ CONTINUOUSDBOTTOM.CONCRETE 12.DO NOT USE BOND BEAM BLOCK AT BEARING o r. 30' - <� h TRENCH FETING 15-115-492] (6) PLATE LOCATIONS. �O 3N 3 4.2 5-0 �° S2.1 O "°" _ ENT. DAYLIGHT MIN. % �U Z o B-8'TO 8'-8•HIGH 24'30UARE MASON PILASTER-LEVEL CONDITION 8"(3'-4'TO 8'-0")RETAINING WITH 8'g-0'PROTO II FENCE ON TOP 8'(T-4 TO 9'-4'I PROTO II EXPOSURE C TRENCH FOOTING-MINOR RETAINAGE (7) Y (7) (n N LL EXPOSURE C-SPREAD FOOTING-LEVEL BACKFILL ROE TYPE) FENCE waLL sam AE Ar LEVEL SOIL _ N w (1)µ EACH CORNER /2 TIES AT 8'D.C. BE9ON CRITERIA(PER T013 CBC): TI' DESIGN FOND 6'CDV CENTERED 8 PROTO II PT RD b' DESIGN CRITERIA(PER 2013 CBC) J p U SOLO GROUTED CELLS I 1. ALLOWABLE DIL BEARING PRESSURE CONV4NTIONAL RETAKING WALL SCHEDULE DESIGN CRITERIA(PER 2013 CBC): MAX EIµ PH CMU HEIGHT %'REBAR HEIpIT SPACING MIN. L ALLOWABLE SqL BEARING Q O o a o ' .1D0 LE MIN. TR' DESIGN FOND ')(BARS g 'C' PT ROD 1. ALLOWABLE SOIL BEARING PRESSURE PRESSURE=1500 PSF MIN. (11)(4) Z I - 15CO PSF MIN. CAT 100 2'-9' µAT J2 O.G 5'-4' 8'-0' Y-1o' 2. ALLOWASE DIL PgS9VE ;E A PROTO II DTI TO BE USED AT EACH TENSION RD. ?j F•-.: K,-oU N o -----------� ----------- 2 ALLOWABLE SOIL PASSIVE PRESSURE MA% EXP PH SOIL F SPACING 2. ALCWASEE SOIL PASSIVE PRESSURE 7'-4• C AI'19 "- TABS FOR DTI 9RWED FACE UP AGAINST BOTTOM =2D POP MIN. 3'-4• CAT 100 µAT W'0.G Y-e' 8' 8'-0'QG 250 PCF MIN. """ -""' PRESSURE=2`A PW MID 1I (12) OF NUT.TABS WILL COIAPSE(NO LIGHT PASSES <r I o Z w 3. SEE SHEET B PRIOR TO START W _ C pl 1JC -- -- 3. ACTIVE PRESSURE=40 PCF II -- L DNBTRDGnW. 4'-0" CAT Im µAT 3Y 0.G 3'-2' 1Y EI 0.G 3. ACTNE PRESSURE=40 PW MAX. -- -- NAX 11 4 BE1W1F7I DTfOM W NUT AND OT MHEN PROPER H-0 m _________I CAT 10o Y-0' N AT 24'O.0 )() II (9) ) 4. U VENEER ALLOWED, 4'-8' CAT tON µAT 24'EG 3'-T U' 8'-0'0.G 4. SF SHEET B AND SHEET C PRIOR B-0' 4 Y-11' q, SEE SHEET B AND SHEET C u TORQUE°F NUT HAS BEEN ACHIEVED. <? a 5. FOR INTERMEDIATE HEIGHTS NOT TO START W CONSTRUCIKIN.. W-0' AT ill,, PRIOR TO START OF B. AS ALTERNATE TO WEAL INSPECTION W TABS, ! k O< .,.,,. ..Z 24'CMU FIUSIEIT 5'-4' CAT tm µAi 24'0.G 4'-P 1Y 6'-0'0.G 'S FOR'�NTERMEDIAIE HEIO�T5 NOT � _ II INSPECTION OF NUT TORQUE MAY BE ACHIEVED BY wCI�.o ED}HEIOIT PER SCHEDULE PROTO II FENCE SHOWN W SCHEDULES,USE THE C t ifiO -- : _ CONSTRUCTION. II 9 USE OF A CALIBRATED TORQUE WRENCH.TORQUE n 8'-0" CAT IOU µAT IB'O.G 4'-10' 21' 8'-0'0.G SHCM ON SCHEDULES,USE THE II () O L.�. Qapr m . WALL AS DOORS NEXT HIGHEST WALL HEIGHT. C AT f00 2' µ AT 24'O.C. g 0' g•-0• Y_1• 5. FOR INTERMEDIATE HOG TS II NUTS i0 55 FT-LHS DT STILL MUST BE PLACED ON NEXT HIGHEST WALL HEIGHT. NOT 910NN ON SCHEDULES, 8'-8' C AT it --. .- _ __ ROD IF USING TORQUE WRENCH METHOD.SE LL MASONRY FLUSTER SGIEO E I-- USE THE NEXT HIGHEST W GENERAL NOTE ON SHEET B. FOG INC FETING CAP AND BLOCK PER Y 7{: _.... -- _ _ _... HEIGHT II -' SHEET C CAT 1W Y-P µAT 18'O.C. II G SPECIAL DEPUTY INSPECTOR FULL PERFORM A MA% ND REIN ICING 8' e-O' =0' Y-2• II VISUAL NSPECTION WHEN USING THE DTI METHOD TO O HORIZONTAL JOINT PONT.TOP TWO g'_ 8'Y 3'-0' (5)µ LACH WAY 4" L - - _.. _. CONFIRM THE On IS COLLAPSED NTH NO UCHT ()µUCH WAY DURBES BELOW PLATE AND AT M 3 p w 3'-Y 5O.C. -AT•.4 -^ -- LEAKS BETWEEN THE TABS AND BOTTOM OF NUT.IF Ly 24' BELOW Z m 8'0' 3'-0' (5)µ LACX WAY PROM II FENCE MALL 6" SEE SHEET C FOR BEARING USING TORQUE WRENCH MEND,DEPUTY INSPECTOR ^ 6 (10) FULL CONFIRM WALL IS TORQUED TO 55 FT-CBS NO RIUSIm CAP AS _- PLATE SIZE U.S.PATENTED 5,794,921 m O WQURS �= F-6' Y-0' S UCH WAY POST TENSION(Ci)ROD BEE VISUAL INSPECTION W On IS REWIRED. a. Z �l STEEL PLATE TO BEAR-___ �I SHEET B FOR ROO SPECS- PROTO II RD EMBEDDED INTO FETING AS D. INSTALLER MUST HAVE SPECIAL DEPUTY INSPEDON U.S.PATENTED 5,431,91 c'> L_ _J 24'CMU PILASTER FOLLY ON CENTER NEB OR II CENTER IN WALL SHOWN.POST TENSOR(PT)RODS NOT 7D DWq ___ _ OF TENSIONING PERFORMED BY ONE W THE SWORN END FACE SHELL-SIZE FINISHED WADE 4.1 MAX SLOPE. CAP AND BLOC( N SAME CELL AS CONVENTIONAL REINFORCING 1 r METHODS NOTED ABOVE.SPECIAL DEPUTY INSPECTOR U.S.PATENTED 6,632,048'F g PER SHEET C PER SHEET C O U.S.PATENTED 7,188,453 12 TIES AT V O.C. U SURCHARGE-SEE SHEET B A ONLY GROUT CELLS WTH CONVENTIONAL O TO PROVIDE A COMPLETED REPORT TO ESTER U.S.PATENTED 7,188450 B'SWO GROUTED FOR MORE INFO. p REINFORCING THIN CONVTN ZONAL CMU HEIGHT. _____J L_ PARTIES. FINISHED GRADE 4:1 U.S.PATENTED 7,461,487 RETAINING WALL 12' 1/4'K7'KY EMBED PLATE NTH 1/2" ALAI(SLOPE NO II PROTO ION FENCE WALL. (1)µ EACH CORNER (2)µ IN BOND III NUT ADVE PULE AND 1/Y COUPLER i SURCHARGE-SEE HORIZONTAL JOINT REINED DING TOP TRACKING NUMBERS: SOLID GROUTED CELLS BUM BELOW PLATE(OR(2)1/T'NUTS) - SHEETS,NOTE 20 2 COURSES BELOW PLATE AND AT l^Y -me-µ-- '/'�• 1 4-11 5-8964 DOWELS TO MATCH AND FOR MORE INFO. 12• 24'O.C.BELOW V v LAP VERTICAL REINFORCING µ VERT AT 48'O.C.AT II GROUT REBAR:CpUS SOLD - 3/4'OPEN GRADED WAVEL BACKFILL NON DIL FACE DOWEL 3 ABOVE RETAINED HEIGHT NOTE FOOTING SEE SHEET' NG E a LEVATIO AT 08T TI N P TENSION ROD INTO FWNDATON DR 35 4'DIA.PERFORATED PIPE g DRAINAGE SHOWN ARE MINIMUM 7/18"01A POST 2'0 WLEP HOLED AT Ik 1 CWTNUWS IN V DEEP REOUIREMENTS SEE SOILS REPORT PROTO FENCE.WALL ? FINISHED GRADE PIPE NTH 1%MIN GRADIENT TO A Y TENSION R005(PT) 6'STD.HOOK 6'-0"O.C.AS ALTERNATE APPROVED OUTLET MUD GROUTER BOND BEAM. IF AVAILABLE FOR FURTHER INFO. SEE SHEET B TO PERFORATED PIPE GEWABRIC WRAP VERTICAL REIN I-.SF BARS FOR SIOEYMD RETURN WALLS CENTER IN WALLWHERE DRAINAGE SIVALE jr l2XR « z IL INSTALL DRAINAGE BLOCK°CWRS, 0 o< 1 2'4 WEEP HOLES AT I 4 JOB NUMBER: b VERTICALREINF.'X'BARS ,Fr, r'a 6'-0.O.C.AS ALTERNATE SWAHE AT GRADE it li S TO PERFORA %PE THICKENED FOOTING I` •I •I (T p T DEPTH FDRNG A Ij TO EPROVIDESEQ MIN. Jb 1 5-1�5-9927 EQ. ^�F TOP OF 21 SLOPE DVflt AS REQUIRED •7 CK- ACE DEP ii AROUND ANCHOR DRAWN: ENGINEER. 3' o "> V SM.HOOK EMBED 6'INTO FOOTING 1 W FDDNG 70 OF IENH BOLT AND NUT 3/4'WEN GRADE rcq, 2 II �6 A LJ TL 1 µ KEY REINFORCMG 0'KEY (CUR4)µ CONE IN FOOTING AS SHOWN GRAVEL BACKFILL - TO Y 1 I 1V1H I I FOOTING WIDTH AND NTH S1D HOOK AT MA%xTs N 38' Y 8' REINFORCING PER SCHEDULE 6'-0'RETAINING HO ONLY B CONTINUOUS CONCRETE GEWABRIC WRAP d 30 4' CHECKED: SCALE SPREAD FETING Dq 35 4'DIA WW 3 ' PERFORATED PIPE PPE EQ O 0�y J IB JAD AS NOTED ... NTH 1%MIN.GRADIENT µENT.TOP +' NOTES TO APPROVED OUTLET ANO BOTTOM P <a THICKENED FDDNG TO CONCRETE SETTING DATE: 15-115-9927 -FENCE MAY BE CENTERED H RETAINING 15 115-992] h€� PROVIDE J'MIN.COVER .PAD 06292015 6'•29•20 1 G ^^•^ WALL AT CONTRACTOR'S OPTION <o 15-115-9927 AS RR BOLT AROUND .7 L I J J{V� V( -DRAINAGE SHOWN ARE MINIMUM 7/?V DIA.POST TENSION �" �' ANCHOR BOLT AND NUT REQUIREMENTS.SEE SOILS REPORT IF S4.3 ,I�-�1' CONnqu0U5 DNCR 5-0 ro % CENTER SEE SHEET B D SHEET: .AVAILABLE FOR FURTHER INFO. TINT TRENCH N FETING DAYLIGHT MIN.. S 3.1 IN d 1 1 M71 _ _ s_::1 , ut as uIIDWllJIWIIWlulliu--- URIIItIJ11RI-iffNIIItIWill111 wWNluu wN U,1, I.111 111.:t �ItIH � 1ILI[l y u R 8 d) 21/2"MIN. SPECIAL INSPECTION BY A SPECIAL INSPECTOR FOR THE CONSTRUCTION OF CMU 7. All construction shall be done in accordance with appliceble ections Df - - GENERAL REQUIREMENTS STRUCTURES ARE REQUIRED AND SPECIFIED IN THE FOLLOWING TABLE: the 2013 CALIFORNIA BUILDING CODE and ACI standards 318-11. 8(d) R SPECIAL INSPECTION TABLE FOR B. All bars shoe be bent cold. All material and workmanship shall comply with the following: . 1. These General Requirements unless otherwise noted on plans or 90°BEND BEND 180°BEND CMU STRUCTURES 9. Contractor shall verify compatibility of design with existing editions specifications 48(d)•IN CONCRETE prior to placement of footing steel. R=3(tl)FOR#3 THRU#8 2. California Building Code,2013. 1. f2#4CONTIN000S R=4(d)FOR#9 THRU#11 FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA. 2. 'SOLID GROUTED CMU. 48(d)MASONRY(U.N.O.) R=S d FOR#14 THRU#18 Continuous periotlicell IBC ACI ACI 10.Backfill shall be per soils engineer's recommentlafions. 3. All applicable Local,State and Federal Codes,Ordinances,Laws, INSPECTION TASK Not Y Regulations and Protective Covenants o erning the site ofwork. 3. #4 16"O.C.X1-BARS durin task g v 4. #4 16'O.C.Y7-BARS - Applicable 9 during task Section 530/ABC 510.11ASCE 11.Subdrain shall be 4"perforated PVC schedule 40 pipe with CF/LF of WW listed listed WINE 402 6RMS 602 3/4"crushed rock or equivalent wrapped in filter fabric.The Iter must DO EL INTO FOOTING AS 'INCREASE LENGTH BY 30q 4. Standard Specifications of ASTM as noted herein are required by the SHOWN W/STD.HOOK. WIRE TIE END overlap 12"at ends of the filter.Outlet subdrain to the curb oll,,ening. 5. 94 J 12"O.C.VERT.AND#4 s LAP SPLICE FOR TOP BARS(HORIZONTAL Y Building Code or C.B.C.2013. O.C.HORIZ.U.N.O. r%yy BARS SO PLACED THAT MORE 1.Verify compliance with the 12.Waterproof bade of all the retaining walls w/2 coats of:. 5. In case of conflict,the more stringent requirement shall govern. GOUVIS 6. OMPACTED BACKFILL �y THAN 12 INCHES OF FRESH approved submittals and emulsion per manufacturer's specifications. APPROVED BY SOILS ENGINEER CONCRETE IS CAST IN THE required inspection provisions 6. On site Verification of all dimensions and conditions shall be the 7. PROVIDE DRAINAGE z C9 O MEMBER BELOW,EXCLUDE for(Mortar mix design,Grout Art- 13.Slab control joints shall be placed at all angle points and a maximum 12'-0"o.c. responsibility of the contractor and sub-contractors.Noted dimensions PER CIVIL ENGINEER'S z WALLS) ✓ 1 i N;(;t71 Is(r iro RECOMMENDATION. - � rn ) m x design,Material certificates 1.5 take precedent over scale of drawings. 8. 2X4 CONT.SHEAR KEY(ALT. G w �@.• for mortar,grout,.masonry units 14.Backfilling shall not be permitted until at least 7 days after the walls are '':.c�i«.r t t t ta'.1: PLACE 1st BLK.MIN WET I- i�S.e� reinforcement,anchors,ties, built and Pc has reached min.2500 psi and grout has obtained min. 7. Engineer or architect of record is to be notified immediately by the MORTAR CONIC.W/MIN.2"EMBED.) p p "+ 2000 psi compression strength. contractor should any question arise pertaining the working drawings and fasteners CAP 13 9. CONIC.FOOTING r>?• ) and/or specifications. 10.#4 12"O.C:T&B. a 15.Retaining walls are not designed for surcharge of paving egdlpment z 12 CONIC. /a TIE OR HOOK 2.As mason construction 8. No deviations from these requirements and structural details shall be 1 J y masonry Equipment must be kept back from tap of the wall minimum rylstance equal r"""III 12.CONIC.KEY PER SCHEDULE D CROSSTIE verified to following shall be to wall height. L. made without the written approval of Gouvis Engineering Consulting Group. 79.DEEPENED FOOTING(� 2"P O verified to ensure compliance: Approval by the inspector does not constitute authority to deviate from ADJACENT BUILDING 2! C 16.For curved portion of the walls,footle reinforcing shall be laced radial) plans or specifications t- ^ 16 l 3 14.#4 12'O.C.Z-BARS C7 P 9 9 P Y. 2 1 15.18'�OMPACTED NATIVE BACK-FIL z D=4(d)FOR#3 THRU#5 ✓ Art and spacing measured along the centerline of the masonry wall �.i D=61d)FOR#6 THRU#8 a.Proportions of site prepared 2 1 2 6A 9. The design,adequacy,and safety of erection bracing,shoring,temporary 15 I < to W 2 mortar. 17.Outlet of any surface drainage pipe into the subdrain system)s absolutely supports,etc.,Is the sole responsibility of the contractor,and has not been w O- considered by the architect or Engineer. �...,:- f .NOTES: Prohibited. 1.%inC LYtl ": The contractor shall provide the necessary bracing to provide stability } h` -PUT CROSSTIE W/EACH Art. I b.Construction of mortar joints. ,� prior to the application of the aforementioned materials.Observation I _ s�.g V K STIRRUP ALT.135°BENDS 3.3g 16.Concrete cylinder tests from project pour,in accordance with the C.B.C. f c 61.. - L.l I STIRRUP O -ALL BENDS SHALL BE shall be submitted for review and approval by the project soilllssa engineer visits to the site by the arch tect or this regard. engineer shall not imply the q 6 C=+,pi_ MADE COLD Art. assumption of any responsib lity n this regard.The builder has requested, 1 I c.Grade and size of prestressing and the local judsd ctional authorities,prior to any backfilling contracted with and is coin Besot n Gouvis Engineering Consulting Group�77�� �yj tendons and anchore es. ✓ 2.4B' p g g g g p 2% 1 1 g 2AH, for the limited services of providing the minimum structural engineering F TYP. REINFORCING DETAILS 1 19.Step footing shall be in even block increments. drawings required,when combined with the other builders consultants g 7 g d.Location of reinforcement, Art. drawings,to obtain a building permit for this protect.These drawings are FB connectors,and prestressing ✓ 20.Footings shall be poured continuously. pRRO 83fp4, ,, _ P g 3 4, not intended to,nor do they,detail all conditions identify all materials,or - I tendons and anchorages. 3 6A define or limit the scope of work required to complete the project.The >w�~o.H N�t• -y Art but der has requested,accepts,and represents that he will select all •NOTES: e.Prestressing technique. ✓ 3s8 SPECIAL INSPECTION: materials and manufactures,qualify and select all subcontractors and ., ti4ti tf N23a •.SPECIAL INSPECTION IS installers,direct all ways and means of construction,and provide all f.Properties of thin-bed mortarsT m 10 14 REQUIRED ME THE SPECIFIED ✓ ✓ Art. additional information,above and beyond these drawings,required to s 1F 4 �4 a WALL SEGMENT WHEN"Y" for AAC mason 1. In addition to the regular inspection,the following items will Iso require sn �^ masonry. 2.iC complete the project in conformance with all governing agencies and the r special inspection in accordance with Sec.1704 of the Bulldi g Code. .� IS INDICATED SP'COL.AND 3.Prior to grouting,verifythat I�,• work will meet or exceed accepted industry standards " Is NOT REQUIRED WHEN"N'IS g g' � QF(;At31 CALLED OUT. the following are in 2. Soils compliance poor to the foundation inspection,prestres"ss foundation, 10 Gouvis Engineering shall have no liability for waterproofing or moisture transmission issues,whether - 5 11 - compliance: high strength steel and concrete. related to concrete slabs,footings,foundations,or otherwise.Owner,Soils Engineer and Contractor m - WATERPROOFING,EXTENT J shall be entirely responsible for such issues,and will defend and indemnify Gouvis Engineering against DATE SIGNED: I!Im'I S 12 OF MATERIAL LLy BACKFILL a.Grouts ace. Art' 9 agency MATERIAL&URAINAGE p 3. All inspection and tests shall be pertortned by a qualified testing a en all such claims. 48 rib ✓ 3.2D, retained by the owner. RESTRICTIVE NOTICE SYSTEM TO BE REVIEWED 3.2F &APPROVED BY 24"MIN. pD�g: b.Gratle,l e,and size of 4. Thes Special inspector aha0 be REINFORCED CONCRETE 9" GEOTECHNICAL ENGINEER. type, P P qualified and approved by the building THESE DESIGNS,DMWINGS,AND E D - '`.i reinforcement and anchor ✓ Sec. Art. department and acceptable to the architect. SPECIFICATIONS DESIGNS, CeA I GS,AN EXCLUSIVE EDGE DISTANCE TOREBAR 'S'SHOULD BE MAX 79" 1.16 2,4, GENERAL b011S,and prestressing PROPERTY OF G GROUP, ENGINEERING C - INDICATED IS CLEAR DIMENSION. - 3.4 5. The special inspector shall observe work assigned for confo aDCe t0 CONSULT SHOWN GROUP,AND ALL 'P IS OVERALL DEPTH of FTG. tendons and anchorages. 1. All reinforced Concrete materials and COns[NCoon shall conform IO FTG.REINT. the approved design drawings and specification. INFORMATION SHOWN N CONFIDENTIAL Chapter'19,G.B.G. TO ALL RECIPIENTS.AND NO PART OF THESE PER ETAIL MINDS BAR DI METER IREDBLAP C.Placement Of and reinforcement, DRAWINGS CAN BE COPIED,TRANSFERRED, STEM(Ft) FOUNDATION(Ft) MIN.48 BAR DIAMETERS connectors,and prestressing Sec. Art' 6. The special inspector shall furnish inspection report to builds g MATERIALS P 9 ✓ 3.2E 3.4, OR REPRODUCED,NOR CAN ANY 1.16 be engineer and architect of record.Copies of the r port shall H A B C D E F 'y REINFORCEMENT TO MATCH tendons and anchorages. Art. be available at the job site at all time. 2. Cement shall conform to C.B.C.1903 of C.B.C.and shall correspond to WITHOUT UBES N BUILTCON FROM F EM GO FOUNDATION DETAILS. d.Proportions of site-prepared Alt. ) proportions Were based. WRNGIN WRITTEN CONSENT OF OUP e 54" 1'4N WS 1'-0' 24P 8' 1'47 1'-0" rthat On which the SdeCtiOn of COFICICte ENGINEERING CONSULTING GROUP grout and prestressing grout for ./ 4G.l2.6B 7. Final reports for all inspections and testing must be provided by the 3. Concrete aggregates shall conform to C.B.C.1903 bonded tendons. 2.4G.1.b special inspector.Final reports shall document completion o all 1'-0' - Y4S" - - B" inspection and correction of all noted discrepencies. 4. Use type V cement for concrete in contact with soil containing sulfate. cONwLm c GO IS ENGINEERING e.Construction of mortar joints. ✓ qrt.3.36 (min.fe=4500 psi,28 days).Refer to section 1904 of Building Code RESERVED. 8. The duties of special inspector shall be in conformance with the for special exposure conditions as required by Soils Engineer&see D5115RW 4.Verify during construction. requirements ofsedion 1704 of the California building code the lab at edition. Corrosion Engineer's recommendations for concrete exposed to corrosion. RETAINING WALL NO.1 5 STEPPED FOOTING 2 ✓ Art.33F' 9 Conication of inspection I PROJECT: a.Size and location of structural responsible for all expenses due to any pkemature S. Reinforcing steel shall conform to ASTM A615.Grade 40 for sizes#3 PV.!� elements notification of inspection which results in additional site visits II and#4 and grade 60 for sizes#5 and larger. TRI ESTE 10.Failure of notification b the contractor for inspection on a ti let basis 6. Dowels shall be equal in size and spacing. b.Type,size and location of Y P irl Y anchors,including other Sec. may result in complete removal and replacement of all work performed STRENGTH details of anchorage of 1.16.4.3 at contractors expenses. x/ 7. Concrete shall be proportioned to provide a minimum compressive 8 _ masonry to stmcluml 1.17.1 Site visits by the structural engineer do not constitute an inspection. strength,Pc,equal to 2500 psi(28 days),unless noted otherwise. members,frames or other construction. Special inspection required fort following items: 8. All reinforcing,dowels,holdowns,and other inserts shall be secured in .. ° Sec. - position and approved by the local building official prior to the pouring of ./ 2.1.7.72, SPECIAL INSPECTIONS AND VERIFICATIONS BYAIPECIAL INSPECTOR ARE any concrete. 'I c.Welding of reinforcement. .3.3.4(c) REQUIRED FOR CONCRETE CONSTRUCTK)N AND SPECIFIED IN THE FOLLOWING TABLE Min.concrete cover for reinforcing: .3.3.4 b a.Concrete,placed against earth not formed -3" CONTROL JOINT 9 5 8 7 SPECIAL INSPECTION TABLE FOR CONCRETE CONSTRUCTION b.Concrete formed or troweled -2" AT TOP OF WALL d.Preparation,construction,and Art (ONLYAPPLICABLE IF THE STRUCTURAL DESIGN OF FOOTING IS BASED ON li 2500psi) c.Walls and curbs -11/2" protection of masonry during cold ✓ 18C SEE NOTE#4 UNDER REINFORCED CONCRETE. d.Slab on grade -at center 8 _ weather(temp,below 40°)or hot 1.8D __ [ weather(temp.above 90°). I DEVELOPER: a i a Not Continuous IBC CONCRETE MASONRY B g 4 4 e.A libation and measurement VERIFICATION& Reference IBC DP ✓ Art. Applicable uring task durin task of presstressing force 366 INSPECTION TASK listed lined Standard Reference GENERAL Far WP.St 13 : Industries 1. (.)#4 CONTINUOUS f.Placement of grout and 3 5 1. All concrete masonry materials and construction shall be in accordance with euilding Code, 2. 8 SOLID GROUTED CMU. TYPICAL CONTROL JOINT 1.Inspection of reinforcing steel -Chapter ZL prestressing grout for bonded ✓ 3.5, p 3. #4 16"O.C.X7-BARS 9 3 5 B 1. CONCRETE BLOCK. tendons is in compliance. 3.6C and placement. 4. Yi VARS PER SCHEDULE p MATERIALS 2. SEE DETAILS ABOVE. Observe preparation out ARCHITECT: 1 DOWEL INTO FOOTING AS g D p 9r Art. a.Placing of reinforcing steel 2. All materials making up finished concrete masonry construction shall conform to standards required SHOWN W/STD.HOOK. specimens,mortar specimens, ✓ �/ T CONTROL JOINTS SHALL BE 3. BACKER ROD JOINT FILLER 3.3B.8 by Building Code Sec.2103. MGA 5. #4 12"O.C.VERT.AND and/or prisms. b.Sampling and testing of steel @��I AND SEALANT PER ARCH.DWGS. pp g with ASTM C270 and shall be proportioned ((��i2'O.C.HORIZ.U.N.O. SPACED 20'-0"MAX.U.N.O. 3. Mortar shall be type M or S as applicable and confomiin 16 6. OOMPACTED SACKFILL FROM TOP OF THE WALL (mill reports&identification of ACI 318: P portioned TO THE TOP OF FOOTING PER Art. steel per Article 2.1&2.6A of Specification for Masonry Structures(TMS 602-11/ACI 530.1-11/ASCE 6-11} APPROVED BY SOILS ENGINEER ) 3.5,7.1-7.7 1910.4 4. Grout shall coin with Article 2.2&2.6B of TMS 602-11/ACI 530.1-11/ASCE 6-11 and shall attain a 1 2 7 MANUFACTURER'S SPECIFICATION. preparation 9 c.Inspection of installation of 7. PROVIDE DRAINAGE 5.Observe re oration of rout 4B.2.a.3 PY PER CIVIL ENGINEERS SPECIFICATION. specimens,mortar \/ 4B2,b.3 rebar couplers ✓ minimum compression strength at 28 days of 2000 psi or the required compression,im,whichever is 17 RECOMMENDATION. S ecimens,and/or 4B2,e,3 greater.The compressive strength of rout shall be determined in accordance with ASTM C-1019. LOCATION: 8. 2X4 CONT.SHEAR KEY ALT. p prisms 1,46 3 d.Reinforcing steel s zes, g P g 9 ( a. Foorlluc Lake Elsinore PLACE 1st BLK.INTO WET 1.48.4 sparing,splices clearance 5. Concrete masonry units shall conform to ASTM C90 for load bearing concrete masonry units. CONIC.W/MIN.2"EMBED.) and concrete cover per Concrete brick shall conform to ASTM CBS Specifications for Concrete Building Brick.5 ADDITIONAL VERTICAL BAR P P 9 9. CONIC.FOOTING Riverside 9 ON EACH SIDE OF CONTROL constructon documents 10.#4 12'O.C.T&B. JOINT 6 Verification of Pm poor to ✓ Art. 6. Grade N concrete bricks are for use as architectural veneer and facing,limited to in exterior walls. CA 12 AD�#b construction. 1.413 12.CONIC.KEY PER SCHEDULE 2 Ins 7. Grade S concrete bricks are for general use where moderate strength and resistance to frost action 13.CONCRETE CAP BY OTHER B. TERMINATE HORIZONTAL Inspection of reinforcing steel REINFORCING 2"FROM 7 Verification of slump flow,and At welding n the folio n items: and moisture penetration is required. 14.#4([M�12"O.C.Z-BARS 9 w' 9 15.18-COMPACTED NATIVE BACK-FIL CONTROL JOINT. VSI as delivered to the ✓ 56.1.6.3' AWS D1.4 REVISIONS a Verification of we debility f STRENGTH 0 self-consolidating rout. N ACI 318:3.5.2 16.6"SOLID GROUTED CMU. 9 9 T.TOP BALL SEC I BARS/CHORD 7 CON r inf in NO. DATE. DESCRIPTION 17. 16"O.C.Y2 VERT.BARS a arc g steel other than 8. The p g masonry, p (:ENTER OF WALL. BARS PER WALL SECTION. For SI:°C=(°F-32)/1.8 specified i compressive l be ri of mason ten shall eq 1500 psi,unless noted otherwise. ASTM A706 If higher Pm is nosed,it shall be verified by prism tests as required in section 2105. 1 6-29-2015 BLDG DEFT. p 2 18.SOOTING ADJACENT STRUCTU UILDING 8. JOINT FILLER. 3.Inspection of anchors cast in 9. Reinforcing steel shall conform to ASTM A615.Grade 40 for sizes#3 and#4 i concrete where allowable loads ACI 318 y 15 9. BACKER ROD&JOINT SEALANT. : 1908.5, and grade 60 for sizes#5 and larger. 3 � have been increased or where 8.1.3,21.1.8 1909.1, L strength design is used. SPECIAL INSPECTION _ r-- - - SPECIAL INSPECTION BYASPECIAL INSPECTOR FOR EXISTING SITE SOIL CONDITIONS,FILL 7 4.Verifying use of required 10.Special inspection for concrete masonry construction shall be carved out in accordance with Building PLACEMENT ILOADBEARING REQUIREMENTSSHALLBE PERFORMEDPERTHEFOLLOWING TABLE. a 2y4' 6 design mix Code Section 1704 and requirements in Special Inspection tables on sheet SN-1.Masonry _ compressive strength,fin shall be verified by Unit strength method or Prism test method prior to and F r 4 CIAL NSPECTION TABLE F EXISTING SITE SOIL CONDI a.Method of proportioning yI during construction as described in Building Code,Section 2105. 8 7 9 18 n VERIFlCATION&INSPECTION TASK CO PERIODICALLY ACI 318: 1904.2, -. 1 b.w/c ratio y FOUNDATION TYP. CMU WALL CONTROL JOINT DET. 3 APPLICABLE DURING K Ch 4,5.2-5.4 1910.3 *NOTES: 1.Verify materials below c.Cement type SPECIAL INSPECTION IS footing are adequate to Soils Foundation engineering has been predicated on data and recommendations r REQUIRED FOR THE SPECIFIED 1. ADDITIONAL#5 VERTICAL achieve the design bearing ✓ d.Strength contained in soils report by Sladden Engineering, _ WALL SEGMENT WHEN"Y" BAR PLACED AT CENTER capacity pe soils report. . .% SOILS REPORT NO.444-15009,DATE:03/23/2015.This report is considered part of SHEET NAME: S INDICATED "S COL.AND OF WALL 5.At the time fresh concrete is calculations and construction documents and is to be adhered to in all of - 10 24 14 IS NOT REQUIR�DP"WHEN'N"IS 2.Vert excavations are its recommendations and requirements.Verify minimum foundation depth, CALLED OUT. 12"MIN. Verify sampled to fabricate specimens width,reinforcing steel and additional expensive soil requirements with RETAINING WALL extended to proper depth ASTM C 172 g P jf &have reached proper �/ for strength tests,perform valid soils report and if they are any more restr dive,then they shah DETAILS&NOTES -WATERPROOFING EXTENT slum and air content tests, ✓ ASTM C 31 1910.9 OF BACKFILL,BACICFILL 4 8 q material per soils report. P supersede the Gouvis Engineering minimums Soil engineer should review ACI 316:.5.6,5.8 5 11 Determine the temperature of and approve all retaining walls prior to construction m MATERIAL&DRAINAGE SYSTEM TO BE REVIEWED 3.Perform classification the concrete far shotcrete 12 &APPROVED BY &testing of controlled construction DESIGN CRITERIA- 3 • GEOTECHNICAL ENGINEER. fill materials per soils ✓ ACTIVE EFP(LEVEL)= 40 PCF SOILS DENSITY =120 PCF report. S.Inspection of concrete for ACTIVE EFP(2:1) = 60 PCF BEARING CAPACITY=2000 PSF - EDGE DISTANCE - D -E. L O REBAR K E proper application techniques. ✓ CI 318:5.9,5.10 PASSIVE EFP=300 PCF lk 0.45 INDICATED IS CLEAR DIMENSION. z PROIECT.NUMBER: C O� 1 1 4.Verify use of proper (conveying 8 depositing) Pc=2500 PSI (see #4 under reinforced concrete) p p(l I a materials,densities&lift 7.Inspection for maintenance of 6JO0.7 > thicknesses during place- �/ 1. U.N.O.all cells containing reinforcing steel shall be grouted solid. ment&compaction of specified curing temperature ACI 318: STEM(Ft) REINFORCEMENT FOUNDATION Ft controlled fill per soils (cold weather&hot weather) 5.11-5.13 2. All portion of well retaining shall be grouted solid. ENGINEER: IP ( ) repart. and techniques H Y1 A B C D- E F 5.Prior to placement of 8.Inspect formwork for shape, 3. All footing shall be poured on undisturbed ground or undisturbed engineered DRAFTER: IP e IPW #W 1'4r 1'd' 4'-0' 1'-T 1Y T controlled fill,observe location and dimensions of ✓ ACI 318:6.1.1 compacted fill.A field soil memo is required from a representative of the 1 subgratle&verify that geotechnical consultant for soil inspection of the footing excavation to ✓ veconcretememberbeing L ISSUED DATE(PLOT DATE: b 6'-0' #41�8' P8' 1'4P 9'4S' l s' 12' 1'S site has been prepared confirm that the footing is excavated into suitable bearing material. l farmed c 4'-0' 9/@16• 1'F 3'-0' 6" property per soils report. 4. Wall shall be laid true and plumb. 09/09/2013 I OB/29/2015 d 2'-0' #4@18' 1'4C YJ" 9' , Exception -Special inspection is not required during placement of 5. Provisions shall be made for adjoining construction. SHEET NUMBER: CORNER INTERSECTION controlled fill having a total depth of 12 inches or less. : 1 9 RETAINING WALL NO.2 ,- 6 TYPICAL WALL CORNER DETAIL D5127N1 4 6. All laps and aptieeashall he46 bar diametermin S_ V V JI `I 1 �� f ill hfl I 11-111 ii1111('1r11fT1111i H111111-H11T1111111111111n1111111111 1IT T 7F 117T 11 T III I� �h I T�lii -- I I7 1. (2)#4 CONTINUOUS 2. I!"SOLID GROUTED CMU. 3. #4,�Pp�18"O.C.Xt-BARS 4. Y1_ARS PER SCHEDULE DOWEL INTO FOOTING AS SHOWN W/STD.HOOK. 5. ILL F.11 4 12"O.C.VERT.AND#4 C (C�1"O.C.HOR6.U.N.O.D EIA IF GOUVIS q 8 APPROVEDEBY SOULS ENGINEER g p F" 7. CARLISLE/MIRADRAIN OR 1,5 P11111! �g: I ,�FRIill TREMCO WATERPROOFING canneruxxnuAmc.'I' 18 &DRAINAGE SYSTEM OR 4400 Campus Ihivc APPROVED EQUAL J PER CIVIL DWGS 8. 2X4 CONT.SHEAR KEY(ALT. NL^wport Beach PLACE 1st BLK.INTO WET MORTAR 1. ((2)#4 CONTINUOUS CONC.W/MIN.Z"EMBED.) CAP 1 2 2. B"SOLID GROUTED CMU. CA 92660 u{ 9. CONC.FOOTING 3. #4 i6"O.C.Xi-BARS 10.#4�12"O.C.T&B. z 4. #4 18"O.C.Y1-BARS 11.AD iR5 1 DO EL INTO FOOTING AS 12.CONC.KEY PER SCHEDULE SHOWN W/STD.HOOK. 1 13.FOOTING(�ADJACENT 6. it4 12^O.C.VERT.AND#4 Newport Beach STRUCTUREBUILDING "O.C.HORIZ.U.N.O. tel 949J32.1612 14.#4 12"O.C.Z-BARS 8. OMPACTED BACKFILL 15.1rloMPACTED NATIVE BACK-FIL O - APPROVED BY SOILS ENGINEER fax 949.752.5321 7. PROVIDE DRAINAGE y 18.FENCE,POST,AND POST CONN. 1 p4 VERT.GROUTED DIB O C ALL Wl x ", 8• 72X4 CO RECOMMENDATION. KEY(ALT. tel 7603pring$ TO CMU BY OTHER. 14 PER CIVIL ENGINEER'S BARS 23.5090 15 3 Pahn S r1n 3 J PLACE iat BLK.INTO W T = � ------ BEND INTO FOO9ING W/STD 4 11�� 7 9. CONC.FOOTING EMBED) �.J HOOKASSHOWN o- Y4" 8 10.Z-1 PER TABLE. 4 -24" B g 11.ADD#5 2f #4 HORIZ.BARS @18"OC. F- 12.CONC.KEY PER SCHEDULE F r y 8O 7 9 13.Z-1 PER TABLE. 3 12"THICK CONCRETE FTNO 14.18"COMPACTED NATIVE BACK-FIL POF O 7 9 " 13 CENTERED((a CMU WALL W/ �P q\ f #4 BARS P2 O.C.ENV BOTT. QY. 1•ei NO y ' '✓;y\'1'" I OF FOOT�G `p - "NOB ECIAL INSPECTION IS SJT' 777�"' •NOTES: O t? " REQUIRED FOR THE SPECIFIED u� 61Y36 F 4. SUBGRADE PREPARATION& WALL SEGMENT WHEN'n"' SPECIAL INSPECTION IS COMPACTION PER SOILS REPORT ¢ 10 ••24t"-,' 18 IS INDICATED?"Sr COL.AND < 70 -••P41' � 14 REQUIRED FOR THE SPECIFIED I . IS NOT REQUIR,D WHEN"N"IS Nr O S " • WALL SEGMENT WHEN"Y" 6. CONCRETE CAP PER ARCHT " CALLED OUT. ° IS INDICATED @ SP"COL.AND F OF CAU40 IS NOT REQUIRED WHEN"N"IS -- 2� 8 CONT.(2�14 AT TOP. " M WATERPROOFING EXTENT CALLED OUT. m 5 11 OF BACKFILL,BACKFILL 5 11 7 RETAINING WALL MATERIAL&DRAINAGE DATE SIGNED:7/9/15 m - WATERPROOFING,EXTENT LOWER FINISH G DE 12 SYSTEM TO BE REVIEWED OF BACKFILL,BACKFILL F.G. F.G. SEE DETAIL 5/RW1 ♦ &APPROVED BY 12 RESTRICTIVE NOTICE MATERIAL 8 DRAINAGE ,` GEOTECHNICAL ENGINEER. SYSTEM TO BE REVIEWED &APPROVED BY 1� �D�E� - EDGE DISTANCE TO REBAR THESEDESIGNE.DRAWINGE,AND �JE� GEOTECHNICAL ENGINEER. MIN EMBEDMENT PER SOILS REPORT INDICATED IS CLEAR DIMENSION. SPEaRcnnoNS ARE THE ExcwsrvE - EDGE DISTANCE TO REBAR r4 (MAX.24") (•` PROPERTY OF GOUVIS ENGINEERING CONSULTING GROUP,AND ALL Q INDICATED IS CLEAR DIMENSION. oFORMATION T ANDS PART ENTIAL STEM(Ft) FOUNDATION(Ft) REINFORCEMENT TO ALL RECIPIENTS AND NO PARTOFTHESE ' OTE: DRAWINGS CAN BE COPIED,TRANSFERRED, 3 H A B C D E F Y-1 Z-1 OR REPRODUCED,NOR CAN ANY STEM Ft REINFORCEMENT FOUNDATION(Ft) 1. VERIFY ALL DIMENSIONS WITH ( ) ( ) LANDSCAPE ARCHT #4 12'O.C. STRUCTURES BEBUILTFROMTHEM H Y1 A B C 0 E F C]=p/3 2.8" REFER TO LANDSCAPE ARCHT a 8'S" 1'4P T-V 4'S' 1'-11' IA" 1'-11" 4@WO.C. T&�EA wAY WITHOUT WRITTEN CONSENT OF GOUVIS DRAWING&DETAILS FOR MORE ®® ENGINEERING CONSULTING GROUP 1'-8' INFORMATION b 5'S" 1'S" 1'S" 3'-0' V-5' 1W 1'S" 4016.O.C. T88.,1EA.WAY 3 LEVEL BACK FILL PER SOIL COPYRIGHT GOUVIS ENGINEERING 4'S' l'-11' 12' 1'-11' r REPORT IM&®TO.C., -2' 4f WET SET THE FIRST CMU BLOCK 1'-0" 1'J" 2'•3" 9" 1'4r 9' 4@16'O.C. BOTr.ONLY,EA.WAY CONSULTING GROUP20 ALL RIGHTS MIN.1112"INTO THE FOOTING c 211# BARS d 2'S' 114' NA 2'-0' 1'-0' NA NA 4 @ 18"O.C. BOT�.bN4LY,EA.,WAY RESERVED PRO1 ECT: R.W. NO.2 - FENCE OPT. RWb 10 NOISE BARRIER WALL (H/L2.11) 9 RETAINING WALL NO.3 RW5 7 TRIESTE 1 4 _ 1. #4?18"O.C. 2 8" NCRETE. DEVELOPER: D 3. 18"O.C. O%EL INTO FOOTING AS SHOWN W/STD.HOOK. < •';;+ 4. COMPACTED SOIL PER Far West SOILS ENGINEER. Industries 5. DRAINAGE AND WATERPROOFING 13 BY OTHERS. CONC.FOOTING 7. #4 g@ 12"O.C.,BOTH WAYS g. FOOTING @@ADJACENT 1. ((2)#4 CONTINUOUS ARCHITECT: STRUCTUREIBUILDING i 2. 8"SOLID GROUTED CMU. 3. #4/�/pp�18"O.C.X7-BARS VGA STEM(Ft) FOUNDATION(Ft) 4. 11-CARSPER SCHEDULE T_H H1 A B C DOWEL INTO FOOTING AS 18 � SHOWN W/STD.HOOK. 2'8' 8' 1'0' 3' 1'8' 5. #4��O'C.HOROC EZ.U N.O.RT � -0' 3' 1'-0' _ 17 D BACKFILL 010 ROVEDACTEBY SOILS ENGINEER LOCATION: 7. PROVIDE AGE PER CIVIL ENGINEERS ER'S Lake Elsinore 2 y RECOMMENDATION. ( Riverside 1I- CONC._ So--- 8• PLACCONT. Net BLK.INTO WETLT. CA RETAINING WALL 11 9. CONC.FOOTING"EMBED.) cuRe 11.AD9#5^o.c.raB. REVISIONS 0=P13(5 FT MIN.,40 FT MAX.) 12.CONC.KEY PER SCHEDULE 13.CONCRETE CAP BY OTHER NO. DATE DESCRIPTION 14.#4 12"O.C.Z-BARB 15.18-COMPACTED NATIVE BACK-FIL 1 6-29-2015 BLDG DEFT. 1a.8"SOLID GROUTED CMU. 17.#4 @ 18"O.C.Y2-VERT,BARS 15 2 2 /1 2J 6 24„ F- 2 1I- *NOTES: SHEET NAME: SPECIAL INSPECTION IS < 10 ••241, a 14 REQUIRED FOR THE SPECIFIED < WALL SEGMENT WHCOL.A RETAINING WALL IS INDICATED SI COL.AND DETAILS 81 NOTES IS NOT REQUIRED WHEN'N'13 " eh CALLED OUT. WATERPROOFING EXTENT 12 OF BACKFILLy BAD' • MATERIAL&DRAINAGE SYSTEM TO BE REVIEWED &APPROVED BY 3" GEOTECHNICAL ENGINEER. PROJECT NUMBER: NDCDLEADIMENSION.EBAR 63089C INDICATED IS CLEAR _ STEM(Ft) REINFORCEMENT FOUNDATION(Ft) ENGINEER: IP H Y1 A B C D E F DRAFTER: 1p e 61-V #408" 11-0' 1'-0• 4'-0' 1'-0' 8' r-0^ ISSUED DATE: PLOT DATE: ,. b 4'-T #4@16' 11a1 36, 1-0' 1'.V 09/09/2013 06/29/2015 SHEET NUMBER: RETAINING WALL NO.4 RW5 8 S RVV 2 I ' I T . I I �ll [' IN I II I� 'lll I' II IIIIIII���ID��I]11�1�III�911�I�1'I''�Illl'�fBIIIC���lllll�lff f�l��l�lllll"' I. TI 'I"17 Y117� f I I �'°�I'll' ... _, r r ty-J.11 I: !11 B.IInINIlIllnliBW�nN1111WIIIILU;I�IIL11uIIIkg3911iLIWlIEII¢JIW,:.IJWI.i11LL 1.1..tlll L_ ___ ___I _ 1. I II I 1 III I I. 8'SOLID GROUTED CMU WALL WI R 22'OR . SPECIAL INSPECTION BY A SPECIAL INSPECTOR FOR THE CONSTRUCTION OF CMU 7. All construction shell be done in accordance with applicabl sections of GENERAL REQUIREMENTS #4 18.O.C.VERT.BARS CENTER d e d) STRUCTURES ARE REQUIRED AND SPECIFIED IN THE FOLLOWING TABLE: the 2013 CALIFORNIA BUILDING CODE and ACI stendar�a 318.11. OFIMU WALL.BEND INTO DOTING O R.- All material and workmanship shell comply with the following: W/STD HOOKAS SHOWN SPECIAL INSPECTION TABLE FOR B. All bare shall be bent Dom. li 2 1. These General Requirements unless otherwise noted on plena or I!. / O 2. wu(2)#4 HORIZ.BARS @TOP OF 90°BEND BEND 180°BEND CMU STRUCTURES 9. Contractor shell verify compatibility of design with existing conditions specifications. g� MASONRY CONCRETE - -I prior to placement of foofing steel. R=3 d FOR#3 THRU#8 2. California Building Code,2013. 3. CONT.#4 HORIZ BARS @ 16'O.C. R=4 d FOR#9 THRU#11 FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA 48(d)MASONRY(U.N.O.) 10.Beckfll shall be per soils engineers recommendations. R=5 tl FOR#14 THRU#18 Continuous Periodical) IBC ACI ACI 3. All applicable Local,State and Federal Codes,Ordinances,Lows, 4. CONCRETE FOOTING AS SHOWN W/ INSPECTION TASK Not Y Re ulallons and Protective Covenants governing the alto of work. (2)f/4 BARS®TOP AND$OTT.OF FTNO Applicable during task during task Section 530/ASC 500.11ASCE 11,subdrain shall be 4"perforated PVC schedule 40 pipe with CFILF of 9 g g �'�1'�V'�,`'(E►1 '. 'INCREASE LENGTH BY 30% listed listed 5UMS 402 BUMS 802 3/4"crushed rock or equivalent wrapped in filter fabdc.The tipper must 4. Standard Specifications of ASTM as noted herein are required b the 1V ` iV 5. #4 BARS @ 12.O.C. WIRE TIE END overlap 12"at ends of the filter.Outlet subdrain to the curb Openin p q y n LAP SPLICE FOR TOP BARS(HORIZONTAL g' Building Code or C.B.C.2013. b �a�iy BARS SO PLACED THAT MORE 1.Verify compliance with the 12.Waterproof back of all the retaining walls w/2 coats of asphe to 5. In case of conflict,the more stringent requirement shall govern. �y THAN 12 INCHES OF FRESH approved submittals end emulsion per manufacturer's specifications. P CONCRETE IS CAST IN THE required Inspection provisions 6. On site Verticallon of all dimensions and conditions shall be the ° " s'WIP#`' (D MEMBER BELOW,EXCLUDE for(Mortar mix design,Grout Art. 13.Slab control joints shall be placed at all angle points and a dlaximum 12'-0"o.c. responsibility of the contractor and sub-contractors.Noted dimenslons z y WALLS) mix design,Material certiflcoles ✓ 1.5 I take precedent over scale of drawings. 441XJ CRAttpUB DTIVC 3 w t for mortar,grout,masonry units 14.Backfilling shall not be permitted until at least 7 days after the walls are Newport Beach ) built andgPc has reached mi9.2500 sl and groutleaving as 9 gt+pmenL 7 contractor shouldiant of record s to be notified immediately by the S \ reinforcement,anchors,ties, P g C1vPO I TIE OR HOOK and fasteners). 15.Retaining walla are napdesi red for surcharge of av n e q and/ors specifications. question arise pertaining the working drawings (^.>A 92�iTi0 0 0 P P 9 P 9 9 9 to -- of 2.As masonry construction E Equipment mart must be ke t back horn to of the wall minimum atence a ual 8. No deviations from these requirements and structural details shall be CROSSTIE beglns,the following shall be to wall height. made without the written approval of Gouvis Engineering Consulting Group. Newport Beach �- Verifled to ensure compliance: Approval by the inspector does not constitute authority to deviate from 16.For curved portion of the walls,footing reinforcing shall be placed radially, plans or specifications. tel 949.7511612 yD=4(tl)FOR#3 THRU#5 ✓ Art and sparing measured along the centerline of the masonry wall. fax 949.752.5321 z D=6 d FOR#6 THRU#8 a.Proportions of site prepared 2 1 2 6A 9. The design,adequacy,and safety of erection bracing,shoring,temporary 2 0 I 5 3 w morlac 17.Ou9el of any surface drainage pipe Into the subdrain systertl Is absolutely supports,etc.,Is the sole responsibility of the contractor,and has not been g 3 considered by the architect or Engineer. - g NOTES: prohibited. I] C The contractor shall provide the necessary bracing to provide stability Palm S11riap p/ -PUT CROSSTIE IN EACH b.Construction of mortar joints. Art. 1J,.: 1,11 STIRRUP ALT.135°BENDS j ✓ prior to the application of the aforementioned materiels.Observation y 3.3B 18.Concrete cylinder tests from project pour,In accortlence wi,the C.B.C. let 7i50.323.5(}90 p -ALL BENDS SHALL BE visits to the site by the architect or structural engineer shall not imply the 1/LC-04 STIRRUP shall be submitted for review and approval by the project soils engineer D5124 MADE COLD c.Grade and size of prestressing Art. and the local jurisdictonal authorities,prof to any backfilling'. assumption of any responsibility In this regard.The builder has requested, BLOCK WALL tendons end anchorages. ✓ 2.48• contracted with and is compensating Gouvis Engineering Consulting Group 5 TYP. REINFORCING DETAILS 1 2.4H, 9.Step tooting shall be In even block Increments. for the limited services of providing the minimum structural engineering drawings required,when combined with the other builders consultants d.Location of reinforcement, Art. drawings,to obtain a building permit for this project.These drawings are connectors,and prestressing ✓ 3 q 20.Footings shall be poured continuously. not intended to,nor do they,detail all conditions,Identify all materials,or ....... '....y l l tendons and anchorages. 3.6A define or limit the scope of work required to complete the project.The builder has requested accepts and represents that he will select all fi 9 u e.Prestressing technique. ✓ '3 SPECIAL INSPECTION: materials and manufactures,qualify and select all subcontractors and 238 installers,direct all ways and means of construction,and provide all 2 „f I.Properties of thin-bed mortar ✓ ✓ Art. additional information,above and beyond these drawings,required to * S for AAC mason 1. In sell to the regular inspection,the following items will [so require masonry. 2.1 C complete the project In conformance with all governing agencies and the `Ti• r special inspection In accordance with Sec.1704 of the Build rig Code. work will meet or exceed accepted 4 CryUU- 2 N 3.Prior to grouting,verify that pled Industry standards. �0F C L11pP 1 the following are In 2. Soils compliance prior to the foundation inspection,pre-sire6a foundation, 10.Gouvis Engineering shall have no liability for waterproofing or moisture transmission Issues,whether compliance: high strength steel and concrete. related to concrete slabs,footings,foundations,or otherwise.Owner,Soils Engineer and Contractor Art shall be entirely responsible for such issues,and will defend and Indemnify Gouvis Engineering against DATE SIGNED: I In0/15 a.Grouts ace. 3. All Inspection and tests shall be performed by a qualified tesling agency 4 P ✓ 3.2p, retained b the Owner. all such Claims. RESTRICTIVE NOTICE B rib Y 0 6 24"MIN: NOTES: b.Grade,type,and size of 32F 4. The special inspector shall be qualified and approved by the'building REINFORCED CONCRETE THESE DESIGNS,DRAWINGS,AND relnforcement and anchor Sea Art. department and acceptable to the architect. 5 i 1. 8"SOLID GROUTED CMU WALL W/ 'S'SHOULDBEMAX IS' ✓ 1.16 2.4, GENERAL SPECIFICATIONS ARE THE EXCLUSIVE bolts,and prestressing (gyp PROPERTY OF GOUVIS ENGINEERING 8)#5 VERT,BARS EQUALLY SPACED :4 3.4 5. The special Inspector shall observe work assigned for con ance to CONSULTING GROUP,AND ALL CENTER OF CMU WALL.BEND 'Di OVERALL DEPTH OF Pro. tendons and anchorages. 1. All reinforced concrete materials and construction shall conform to TO FOOTING W/STD HOOKAS SHOWN 1.6"3" Pro.REIMF. the approved design drawings and specification. INFORMATION SHOWN IS CONFIDENTIAL .a S chapter 19,C.B.C. TO ALL RECIPIENTS AND NO PART OF THESE PER ETAIL BENDS BAR DIIFREQUIRED&LAP c.Placement,reinforcement, Art. Ih 2. CONT 2#4 HORIZ.BARS TOP OF MIN. BAR DIAMETERS connectors,and prestressing Sec. 6. The special Inspector shall furnish Inspection report to bullet g MATERIALS DRAWINGS CAN BE CORED,TRANSFERRED, WALL O ® h 9 ✓ 1 16 3.2E A department,engineer and architect of record.Copies of the leport shall STRUCTURES REPRODUCED,NOR CAN ANY ,-1 tendons and anchorages. 3.8A STRUCTURES EN BUILT FROM THEM REINFORCEMENT TO MATCH be available at the ob site at all time. 2. Cement shell conform to C.B.C.1903 of C.B.C.and shall correspond to j WITHOUT WRITTEN CONSENT OFGOUNIS 3. CONT.#4 HORIZ BARS @ 16'O.C. FOUNDATION DETAILS. d.Proportions of site-prepared Art. that On which the SBIBOtIOn Of Concrete proportions were based. ENGINEERING CONSULTING GROUP grout and prestressing grout for �/ 2.6B, 7. Final reports for all Inspections and testing must be provided by the 4 OFFTNO CECONCRETE FNTER OOTING CSHOWN MU WALL . 4'• 4 e bonded tendons. 2.4G.i.b special Inspector.Final reports shall document completion of all 3. Concrete aggregates shall conform to C.B.C.1903 #5 12'Q.G.FNY TOP AND$OTT. ', Inspecllon and correction of all noted discrepancies. 4. Use COPYRIGHT GOUVIS ENGINEERING e.Construction of mortar joints. ,/ Art.3.313 type V Denlem for CODCPete In Contact with SOII containing sulfate. CONSULTING GROUP 1009 ALL RIGHTS 8. The duties of special Inspector shall be In conformance with the (min.Pc=4500 psl,28 days).Refer to section 1904 of Building Cade RESERVED 5. STONE VENEER PERARCHT for special exposure conditions as required by Soils Engineer&sea D51 15R 4.Verify during construction. requirements of election 1704 of the California building code the latest odium. Corrosion Engineers recommendations for concrete exposed to comoston. 4 { B. VOID. I PROTECT: N a.Size and location of structural 9. Contractor shall be responsible for all expenses due to any ISremature 5. Reinforcing steel shall conform to ASTM A815.Grade 40 for sizes#3 and STEPPED FOOTING 2 elements ✓ Art.3.3F notification of inspection which results in additional site visits). #4 and grade 60 for sizes#5 and larger. TRI ESTE �r 4'.6"SO. e 4 b.Type,size and location of 10.Failure of notification by the contractor far Inspection on a tirhely basis 6. Dowels shall be equal in size and spacing. anchors,including other Sec may result in complete removal and replacement of all work performed STRENGTH details of anchorage of 1.16.4.3 at contractors expenses. PILASTER 6 - 7. Concrete shall be proportioned to provide a minimum compressive v B masonry to structural 1.17.1 Site visits by the structural engineer do not constitute an Inspection. strength,Pc,equal to 2500 psi(28 days),unless noted otherwise. III'I .� members,frames or other construction. Special Inspection required for the following Items: 8. All reinforcing,dowels,holdowns,and other Inserts shall be secured in _I I. Sec. position and approved by the local building official prior to the pouring of "" -- �/ 2.1.7.72, SPECIAL INSPECTIONS AND VERIFICATIONS BYA PEQAL INSPECTOR ARE any concrete. %• - c.Welding of reinforcement. .3.3.4(c) REQUIRED FOR CONCRETE CONSTRUCTION AND SPECIFIED IN THE FOLLOWING TABLE Min.concrete cover for reinforcing: •- -! � .3.3.4 b a.Concrete,placed against earth not formed -3" 1 CONTROL JOINT 9 0 5 8 7 SPECIAL INSPECTION TABLE FOR CONCRETE CONSTRUCTION b.Concrete formed or troweled -2" AT TOP OF WALL d.Preparation,construction,and Art (ONLY APPLICABLE IF THE STRUCTURAL DESIGN OFFOOTINGISBASEDONfc>2500ps1) C, onsendcubs 2" 2 - ti 1. 2'-0"SQUARE SOLID GROUTED PILASTER WI protect on of masonry during cold SEE NOTE 44 UNDER REINFORCED CONCRETE. -i 8)#4 VERT.BARS EQUALLY SPACED ✓ 1.BC, d.Slab on grade -at center i_ 6 - weather(temp.below 40°)or hot i,gp CENTER OF CMU WALL.BEND I TO FOOTING W/STD HOOK AS SHOWN r++ weather(temp.above 90°) ou Peri�dicall DEVELOPER: VERIFICATION& NotReference IBcCONCRETE MASONRYe.A Ilcatlon end measurement2. #3 HORIZ TIE BARS @ 8'O.C. PP ✓ Art. Applicable�uobrtlnu ng task during as -- _ -- ., of pressiressing force 3 6B INSPECTION TASK listed Ih)ted Standard Reference GENERAL Far West 3. CONCRETE FOOTING AS SHOWN W/ - I' f.Placement of rout and 1. All concrete mason materials and construction shall be In accordance with Building Code, Industries (4)#5 ENJ TOP AND$OTT. 9 Art. M 9 OF FTNG C NTERED CMU WALL 777�tt.�� ��^ prestressing grout for bonded ✓ 3.5, 1.Inspection of reinforcing steel Chapter 21. TYPICAL CONTROL JOINT 9 �f v 1 8 6 1, CONCRETE BLOCK. tendons is in compliance. 3.6C and placement. 4. STONE VENEER PER ARCHT v 2. SEE DETAILS ABOVE. g.Observe preparation of grout MATERIALS ARCHITECT: Art. a.Placing of reinforcing steel �/ 2. All materials making up finished concrete masonry construction shell conform to standards required 4 �' S. BACKER ROD,JOINT FILLER specimens,mortar specimens, ✓ ✓ 3.3B.8 by Building Code Sec.2103. ° CONTROL JOINTS SHALL BE AND SEALANT PER ARCH DWGS. and/or prisms. b.Sampling and testing of steel MGA SPACED 20'-0'MAX.U.N.O. 3. Mortar shall be type M or S as applicable and conforming with ASTM C270 and shall be proportioned FROM TOP OF THE WALL (mill reports&identification of J� ACI 318: TO THE TOP OF FOOTING PER Art. steel per Article 2.1&2.6A of Specification for Masonry Structures(TMS 802.11/ACI 530.1-11IASCE 6-11). 1 2 7 3.5,7.1-7.7 1910.4 MANUFACTURER'S SPECIFICATION. - 5.Observe preparation of grout .4B.2.a.3' C.Inspecllon of installation of 4. Grout shall comply with Article 2.2&2.6B of TMS 802-11/ACI 530.1-11/ASCE 8-11 and shell attain a SPECIFICATION. specimens,mortar ✓ .4B.2.b.3 raper cou tars ✓ minimum compression strength at 28 days of 2000 psi or the required compression,Pm,whichever Is specimens,and/or prisms. .4B.2.c.3 greater.The compressive strength of grout shall be determined In accordance with ASTM C-1019. LOCATION: 4. FOOTING p 1.4B.3, d.Reinforcing steel sizes, 1 ABA spacing,splices,clearance 5. Concrete masonry units shall conform to ASTM C90 for load bearing concrete masonry units. Lake EISIfIOTB S. ADDITIONAL VERTICAL BAR and concrete cover per Concrete brick shall conform to ASTM C55,Specifloatlons for Concrete Building Brick. LaRiversideElsinore ON EACH SIDE OF CONTROL 6.Verification of Pm prior to Art construction documents 6. Grade N concrete bricks are for use as architectural veneer and facing,limited to In exterior wells. JOINT p `� 7. Grade S concrete bricks are for general use where moderate strength and resistance to host action CA 4 (� construction. 1.4B S. TERMINATE HORIZONTAL 2,Inspection of reinforcing steel 9 9 REINFORCING 2"FROM 7.Vedficetion of slump flow,and and moisture penetration is required. III CONTROL JOINT. VSI as delivered to the ./ Art. welding in the following items: 1T _ .SB.1.b.3 AWSD1.4 REVISIONS 11E self-consolidating grout. a. en cation o weldabill y o ACI 318:3.5.2 STRENGTH reinforcing steel other than 8. The specified compressive strength of masonry,Pm,shell be 1500 psi,unless noted otherwise. NO. DATE DESCRIPTION .. 3-9 Oi. 7. BARSCONT TOP BARS/CHORD For SI:°C=(°F-32)/1.8 ASTM A706 T higher Pm d noted,it shall be verified by prism tests as required In section snot. 1 6-29-2015 BLDG DEFT. a I I � Ili BARS PER WALL SECTION. S. JOINT FILLER. 3.Inspection of anchors cast in 9. Reinforcing steel shall conform to ASTM AI Grace 40 for sizes#3 and#4 SECONDARY PILASTER 9. BACKER ROD&JOINT SEALANT. concrete where allowable loads ACI 316: 1908.5, and grade 60 far sizes#5 and larger. have been Increased or where 8.1.3,21.1.8 1909.1, strength design is used. SPECIAL INSPECTION V, SPECIAL INSPECTION BY BEARING REQUCIALIREMENTS INSPECTOR FOR EXISTING SITE SOIL CONDITIONS,FILL 4.Verifying use of required 10.Special inspection for concrete masonry construction shall be carded out in accordance with Building PLACEMENTBLOAD BEARING REQUIREMENTS SHALL BE PERFORMED PER THE FOLLOWING TABLE. � design mix code Section 1704 and requirements In Special Inspecllon tables on sheet SN-1.Masonry I compressive strength,fm shall be verfied by Unit strength method or Prism test method prior to and ' °' • A '• ° 4 SPE TIN SPPCTION TABLE FOR EXISG SITE SOILCONDITIONSa.Method of proportioning ✓ during construction as described In Building Code,Section 2105. VERIFICATION&INSPECTION TASK IN NUOUS PERIODICALLY ACI 318: 1904.2, APPNOT ICAB U D b.WIC ratio �/ Ch.4,5.2-5.4 1910.2, FOUNDATION TYP. CMU WALL CONTROL JOIN E 3 1.Verify materiaisbelow, I' 910.3 c.Cement type V Soils Foundation engineering has been predicated on data and recommendations fooling are adequate to g g 1. ADDITIONAL#5 VERTICAL achieve the design bearing ✓ d.Strength contained in soils report by Associated Soils Engineering,INC, _ BAR PLACED AT CENTER capacity per soils report. 9 ✓ SOILS REPORT NO.05-15414,DATE:06/05/2014.This report Is considered part of SHEET NAME: OF WALL 5.At the time fresh concrete Is calculations and construction documents and is to be adhered to In all of 2.Verify excavations are Its recommendations and requirements.Verify minimum foundation depth, 12"MIN. n sampled to fabricate specimens LANDSCAPE extended ad proper depth for strength tests,perform ASTM C 31 width,oils I reinforcing rt steel and additional any expansive soil requirements with DETAILS&NOTES ,- "• 8 have reached proper ✓ 9 e ASTM C 31 valid soils report and if they are any more restrictive,then they shall material per soils report, slump and air content tests, ✓ 1910.9 supersede the Gouvis Engineering minimums.Soil engineer should review Determine the temperature of ACI 318:5.6,5.8 and approve all retaining walls prior to construction. 3.Perform classification the concrete for sh0tcrete &testing of controlled construction DESIGN CRITERIA: fill materiels per soils ✓ ACTIVE EFP(LEVEL)= 40 PCF SOILS DENSITY =120 PCF report. 6.Inspection of concrete for ACTIVE EFP(2:1) = 61 PCF BEARING CAPACITY=2000 PSF Proper application techniques. �/ CI 318:5.9.5.10 PASSIVE EFP=250 PCF 'k-0.30 ' aZ 4.Vert use ofproper (conee Pc=2500 PSI PROTECT NUMBER: � t 1 Verify (conveying&depositing) (see note#4 under reinforced concrete) C 'a materials,densities&lift 7.Inspection for maintenance of 63089 a thicknesses during place- 1. U.N.O.all cells containing reinforcing steel shall be grouted solid. g ment&compaction of ✓ specified curing temperature ✓ ACI 318: controlled fill per soils (cold weather 8 hot weather) 5.11-5.13 2. All portion of wall retaining shall be grouted solid. ENGINEER: IF re ort. and techniques 5.Prior to placement of 8.Inspect formwork for shape, 3. All footing shall be poured on undisturbed ground or undisturbed engineered DRAFTER: IP controlled fill,observe location and dimensions of ACI 318:6.1.1 compacted fill.Afield soil memo is required from a representative of the _ subgrode&verify that geotechnical consultant for soil inspection of the footing excavation to site has been prepared ✓ the conaete member being confirm that the footing is excavated into suitable bearing materiel. ISSUED DATE: PLOT DATE: properly per soils report. formed _ 09/09/2013 06/29/2015 4. Wall shall be laid true and plumb. Exception -Special Inspection is not required during placement of SHEET NUMBER: CORNER INTERSECTION controlled fi1I having a total depth of 12 inches or less. 5. Provisions shall be made for adjoining construction. 6. All laps and splices shall be 48 bar diameter min. c TYPICAL WALL CORNER DETAIL D5127N1 4 -LS I r, T ll If I I I IIiIIIIIIIIIII Ilillll�;IIII'I�''G0<011'�11�11111111�9�I:IIF'f�ll IIfCI�f1��111>�IIIII"Il f U B IJI IT". 1 II 1�L Iri��_ II�f1�I�Li_I LTG lu'I'll W-8'TO I3'-1B'HIGH 57 SQUARE MASONRY PILASTER-LEVEL CONDITION 8-(W-4"TO 5'-41 HIGH RETAINING-NO FENCE ON TOP-LEVEL BACKFILL 8'(3'-4'TO II RETAINING WITH 8'6-W PROTO II FENCE ON TOP- 6'(8'-0 TO e'-81 PROTO 11-EXPOSURE C-TRENCH FOOTING GENERAL STRUCTURAL NOTES 2013 CBC/2012 IBC EXPOSURE C-SPREAD FOOTING LEVEL BACKFlLL(HEEL TYPE) 1. SOIL SHALL BE FIRM AND COMPACTED PRIOR TO PLACEMENT OF CONCRETE,PRIOR TO FOUNDATION EXCAVATION,USER (1)@4 EACH CORNER t- -, /'!TIES AT 8"O.C. CONVENTIONAL RETAINING WALL SCHEDULE DESIGN CRITERIA(PER 2013 CBC): N RETAINING W DESIGN CRITERIA PER 2013 CBC: SHALL VERIFY THAT SITE SOILS CONDITIONS MEET R EXCEED AN ALLOWABLE PASSIVE BEARING PRESSURE OF 250 SOLID GROUTED CELLS 'R' 'X BARS '8 'Y 'K' 'C 1. ALLOWABLE SOIL BEARING 'R' DESIGN NAND 'X'BARS Y BARS 'a' PT ROD TOE 1. ALLOWABLE SOIL BEARING ) DESIGN CRITERIA(PER 2013 CBC): PSF/FT(SOIL TYPES MU SA OWGIN.OR GP)STARTING S THE TOP 0 GRADE FEN NO TOP SOILS ARE NEGLECTED FOR MA% SqL FACE PRESSURE=IND PST MIN. CAP AND BLOCK PER SHEET C 1. ALLOWABLE SOIL BEARING )MAX E%P PH SpL F SPACING LENGTH PRESSURE=1500 PSF MIN. PASSIVE AND A MINIMUM ALLOWABLE BEARING PRESSURE OF 1500PSFAT FENCE WALL AND 1500 PSF AT RETAINING 2 ALLOWABLE SOIL PASSIVE 6' WALL ;,,• ___________L 1___________ AT 48'O.G V 4" 5- B' 8' PRESSURE: S-4 C AT 100 µ AT 32"D.C.µ AT 48'D.C. J'-3" V-0.D.C. 1' 2. ALLOWABLE SOIL PASSIVE PRESSURE=1500 PSF MIN. 4'-4' µ 25D PCF 41N. xY 2. FOOTINGS TO BE LEVEL.IF ROUND SLOPES THE FOOTING SHALL BE STEPPED.EACH STEP SHOULD BE PROPER HEIGHT r PRESSURE=250 PCF MIN. 2. ALLOWABLE SOL PASSIVE F"U - --- 3. ALLOWABLE SqL ACTIVE 4'-7 CAT too µAT 2{'O.C.µAT 4B'O.G 3'6' B'-0'0.C. 3' TO FIT BLOCK TYPE USED.ALL EXCAVATIONS SHOULD BE CLEAN AND CONTAIN NO LOOSE EARTH OR FOREIGN MATTER ., 5'-e µ AT 4B'o.G 2'-10' tY B' 14' PRESSURE=40 PCF MAX. . ACTIVE PRESSURE=40 PCF PRESWVRE=250 PCF MIN. r + -- 4'-8' C AT loo I5 AT 2r D.C.µ AT 49'O.C. 3'-6' V-0"O.C. e" MAX. STEEL-PLATE TO BEAR ALLY 3. SEE SHEET BAND SHEET C 3. SEE DETAILS FOR EXPOSURE,WIND SPEED,POST TENSIONED ROD SPACING,FOOTING SIZES,ETC.USER IS RESPONSIBLE - + I` 4. SEE SHEET B PRIOR 70 4. SEE SHEET B AND SHEET C ON CENTER NEB R ENO PRIR TO START OF TO VERIFY REQUIREMENTS WITH BUILDING DEPARTMENT AND OWNER.ALL WORK IS TO BE PERFORMED IN ACCORDANCE START OF CONSTRUCTION. 5'-4" CAT 10'J AT 24"D.C.�5 AT 20'GG 4'-3' B'-0'QG 1Y 24'CMU PILASTER PROTO E FENCE 5. FOR INTERMEDIATE HEIGHTS 6'-0' C AT IM µ AT 18'GO.µ AT 20'O.G !-9' 6'-IY QG IV PRIOR U START OF I FACE SHELL-512E PER WNSTRUCTON. WITH THE APPROVED SITE PLAN AND APPLICABLE CODE OR JURISDICTION REQUIREMENTS. WALL as OCCURS CONSTRUCTION. SHEET C a. FOR INTERMEDIATE HEIGHTS 4. SOIL BELOW FOUNDATIONS SHALL BE WELL DRAINED AND NON-EXPANSIVE USE CONCRETE WITH A MIN.STRENGTH OF NOWT PER SCHEDULE NOT SHOWN ON SCHEDULES, IIJURISDICTION). ro,t u J 6'-B' C AT IOU RAT e"O.G M5 AT 18'0.C. 5'-3' 6'-0'O.G f7 5. fOR INTERMEDIATE HBWTS NOT NOT SHOWN ON SCHEDULES, 2,500 PSI-TYPE II CEMENT TYPE V WHERE REWIRED BY OWNER,SOILS ENGINEER OR CONCRETE USE THE NE%T HIGHEST WALL ( DESIGN CRITERIA(PER 2013 CBC}. SHOWN ON SCHEDULES,USE Ug THE NEXT HIGHEST WALL SHALL BE A.MIN.OF 48 HOURS OLD PRIOR TO FINAL TENSIONING ALL CONCRETE SHALL BE THOROUGHLY CONSOLIDATED kt� 1. ALLOWABLE SOIL BEARING PRESSURE HEIGHT. THE NE%T HIWEST WALL HEIGHT. L_________________J =150D PSF MIN. HEIGHT. II HORIZONTAL JOINT REINF RgNG BY SUITABLE MEANS DURING PLACEMENT. CAP AND BLOIX PER g• II TOP 2 COURSES BELOW PLATE 5. LAP REINFORCING STEEL:LAP=24'FOR#4 BARS IN MASONRY AND 32"FOR#4 BARS IN CONCRETE LAP=40'FOR 2. ALL SOIL PASSIVE PRESSURE FINISHED GRADE 4.1 MAX SHEET C HORIZONTAL JOINT REINF.TOP TWO II =25D Pp"MIN. SLOPE NO ADDITIONAL CAP AND BLOCK(OPTIONAL) AND AT 24'O.C.BELOW FOR SIDEYARD RETURN WALLS IFS BARS IN MASONRY. SURCHARGE ALLOWED-SEE COURSES BELOW PLATE AND AT 3. SEE SHEET 8 PRIOR TO START R 8" 24'O.C.BELOW Ij WHERE DRAINAGE DRAIN 6. CONCRETE MASONRY UNITS SHALL COMPLY A MI ASTM DAY AND BE OR T PSI MIN.SIO DESIGN CRITERIA FOR BLOCK NO RON.AL SHEET B FOR MORE INFO.' t µ CONTINUOUS B IN B"DEEP i1 OCCURS,NSWALE AT DRAINAGE IS BASED ON 200E PSI).BLOCK SHALL BE A MIN R 17 DAYS OLD PRIOR TO R00 TENSIONING,STANDARD HEAD AND • 4: NO VENEER ALLOWED. 5000 GROUTED BONG BEAM. FROM II FENCE WALL W I. I BLWK AT SIMILE AT GRADE BED JOINT BLOCKS WITH MORTAR MAY BE USED OR INTERLOCKING BLOCKS MAY BE USED,BLOCKING TO BE LAID IN I PILASTER CAMP 1R5�„-- -„-, S. FOR INTERMEDIATE HEIGHTS NOT POST TENSION(PT)ROD SEE 5 II POST TENSOR(PT)ROD SEE RUNNING BOND. SHOWN ON SCHEDULES,USE THE STEEL PLATE TO BEAR p SHEET B FOR ROD SPECS- SHEET B FOR ROD SPECS- 7. MORTAR SHALL BE TYPE S.2000 PSI MIN.MORTAR MUST BE A MIN.OF 4 HOURS OLD PRIOR TO INITIAL TENSIONING L_ _J 32'CMU PILASTER NEXT HIWEST WALL HEIGHT. ALLY M CENTER WEB OR II CENTER IN WALL I CENTER IN WALL CA R U S O p AND 24 HOURS OLD PRIOR TO FINAL TENSIONING.GROUT SHALL BE 2000 PSI PER THE LATEST EDITION OF ACI 530. 1V END FACE SHELL-SIZE FINISHED GRACE 4:1 MAX SLOPE. II MECHANICALLY VIBRATE ROUT IMMEDIATELY AFTER PLACEMENT. HORIZONTAL JOINT REINF. PER SHEET C NO SURCHARGE-SEE SHEET B II PROTO 11 FENCE WALL 8, .FIRST MASONRY COURSE MAY BE SET IN FRESH CONCRETE FOOTING. I AT TES AT 8'O.C. Y AT I6.D.C. 8"SOLID GROUTED FOR MORE INFO. 4 T U R L EY 3/4'OPEN GRADED CLR 1P• II 9. REINFORCING REDAR SHALL CONFORM TO ASTM A641;fy=60,000 PSI. VERTICAL RBNF.'%' RETAINING WALL 1/4'Xi'X2"BASED PLATE NTH 1/2' 10.PROTO-II HARDWARE IS DEFINED AS:TENSION BOOS,BEARING PLATES,COUPLERS.NUTS.ALL THREADS,DIRECT TENSION GRAVEL BACKFlLL BARS LAP PER SHEET B ill NUT ABOVE PLATE AND I/2'COUPLER F II TENCH DEPTH AT TOP GR 2:1 SLOPE INDICATORS(A DIRECT TENSION INDICATOR(DTI)IS A COMPRESSIBLE WASHER)AND PLASTIC SADDLES.ALL OF THIS SCOTT (1)µ EACH CORNER GEOF IS WRAP (2)N41N BONG SETBACK-FACE OF FOOTING MIN.DEPTH'D' SOLID MOOTED CELLS B"SWD GRWMD BEAM BELOW PLATE(OR(2)1/2'NUTS) II HARDWARE SHALL BE SUPPLIED BY ONLY AN APPROVED PROM-11 UCENSEE TO THE CERTIFIED INSTALLER.POST TENSION SDR 35 4'OA RETUNING WALL �I TO TOP OF SLOPE TRENCH FOOTING RODS SHALL BE J/16'DIAMETER.CHITIN 1/2'ROLL THREADS CONFORMING TO ASTM A641(FY=60000 PSI)AND HAVE F� -,,,-DOWELS TO MATCH AND i PERFORATED PIPE PIPE µ VERT,AT 48'O.C.AT J/4'OPEN GRADED GRAVEL BACKFlLL It To W" 2'-Y STEEL CHEMISTRY SO THAT BENDING AND THREADING CAN BE ACCOMPLISHED WITHOUT DAMAGE TO THE POST TENSION INC. V C. TAP VERTICAL REINFORCING NTH 1R MIN.GRADIENT 2"®KEEP HOLES AT NW-SOIL FACE,DOWEL II SETBACK B'ro 1t' z'-Y ROD.AREA OF POST TENSION ROD=.1503 SQUARE INCHES.BEARING PLATES ARE 1/4"THICK(Fy=50 KSQ SEE SHEET SEE BEET B TO APPROVED OUTLET 8'-O"O.C.AS ALTERNATE INTO FOUNDATION m SOFT 35 a CIA.PERFORATED II .PER To PERFORATED PIPE PIPE PIPE WITH 1S MIN II SCHED FINIS SHED GRADE Y ro s' 2-a- C FR DIMENSIONS.1/2'COUPLERS PER ASTM A563 GRADE A.AND THE COUPLER MUST FULLY ENGAGE THE UPPER. a V DIAL WEEP HOLE AT AND LOWER ROD.FULLY ENGAGED IS DEFINED AS 1 2 MIN.INTO COUPLER.1 2 NUTS ARE TO BE GRADE B.PER ASTM consulting F FINISHED MADE 6"STD.HOOK 6'-0"D.C.AS ALTERNATE GRADIENT ROVED OUTLET /, /" / ( ) II A325.1 2 ALL THREADS PER ASTM STC7,GRADE D DIRECT TENSION INDICATOR OT-COMPRESSIBLE WASHER IS S(fUC(UI'8I _ rpp TD PERFORATED PIPE 14f II µ CONTINUOUS FENCE W'�SLYIEOIILE AT LEVEL SOIL MANUFACTURED PER ASTM F959.PLASTIC REBAR SADDLES ARE NON-STRUCTURAL 1 ' 1A 2 III! TRANSVERSE'T BARS PER SCHEDULE AT HOIX 71. DESIGN FUND PT ROD b' 11. HORIZONTAL JOINT REINFORCING SHALL BE 9 GAGE DIAMETER WARE AND PLACED PER DETAILS AND CONFORM TO ASTM engineers b it z M "- CRC' ICI MAX EXP PH SPACING MIN A82 LADDER TYPE,9 GAGE.DIAMETER.LAP JOINT REINFORCING ONE FULL CROSS SQUARE IS"MINIMUM LAP). ' NOTE: ii CAT 100 fi'-0' 7-1" 12.IN UEU OF FULL HEIGHT RODS,CONTRACTOR MAY USE SHORTER RODS,1/2-COUPLERS AND STRAIGHT RODS THREADED MASONRY PILASTER SCHEDULE DRAINAGE SHOWN ARE MINIMUM VTR7ICAL REINF.'X' «a' II _ BOTH ENDS FOR ADDITIONAL LIFTS.RODS SHALL HAVE A MIN.OF 3"'L'HOOK,PATH 1/2'NUT AT END OF TENSION ROD 1215 W.Rio Salado Pkwy 12 3' 3- REQUIREMENTS.SEE SOILS REPORT BN6 PER SCHEDULE O 8'-0' ::At t50 --- "'- WHERE EMBEDDED IN FOOTING. Bob 200 'H' FOOTING FOOTING _ h C AT 1zc -- -- MAX WIDTH REINFCUR YA IF AVAILABLE FOR FURTHER INFO. CONTINUOUS CONCRETE 1 2 13.VERTICAL CONTROL JOINTS TO BE PLACED AT MAX.36'O.C.IN ALL NON WALLS AND 20'ON CENTER IN SPFEAD FOOTING 1 C AT 1M B'-0' 7-Y Tempe,ATizOne 85281 B'-8' 3'-0' (5)µ EACH WAY g4 AT EACH HOOK AT (5)µ OMT. 3. STUCCOED WALLS N12"CLEAN VERTICAL BREAK OF ALL MATERIALS.POST TENSION ROD.SHALL OCCUR WITHIN 12'OF IN FOOTING- 6'Sro.HOD( �'a MAX g'g- ^.£•0 END OF WALL AND 12'EACH SIOE OF CONTROL JOINT. (480)774-1700 7'-4" 3'-2' (5)µ EACH WAY 12 O.C.MAK MIN.2 RR 480 774-1701 FAX Y BARS IN FOOTING 3' Al SHOWN s0-s: ibl CMTNUOUS O*'1>c 14.NO COUPLERS MAY OCCUR DIRECTLY BELOW AND IN CONTACT WITH THE BEARING PLATE NO BOND MAY BE ( ) (5)µ EACH WAY LR 9' 'EVCE MAY BE CENTERED ON RETAINING CONCRETE USED AT PLATE/MNSION LOCATION. FOOTING WIDTH ANO B'-8' i5 AT 32'O.C. LMJ1 www OR.... RONFMgNG PER SCHEDULE 3 8' 5) EACH WAY AS SHOWN 1(' 'T TRENCH DEPTH AT TOP 6 2:1 ROPE '•1''ALL AT CONTRACTOR'S OPTION. g g TRENCH 15.TENSION RODS MAY BE STABBED INTO WET CONCRETE OR TIED IN PLACE AT CONTRACTOR OPTION. -]PANAGE SHOWN ARE MINIMUM INad FOOTING 16.A PROM-II DTI(COMPRESSIBLE WASHER)SHALL BE INSTALLED AT EVERY TENSION ROD BETWEEN THE BEARING PLATE TI' - SETBACK-FACE ADDED DEPTH OF .-CUIREMENTS.SEE SOLS REPORT IF a o AND NUT WITH THE DTI"TABS"FACING UP AGAINST THE BOTTOM R THE NUT.THE SPECIAL DEPUTY INSPECTION OF FOOTING TO TRENCH FOOTING <';AILABLE FOR FURTHER INFO.. - REQUIRED AT TIME OF FlNAL TENSIONING BY A DEPUTY INSPECTOR SHALL VERIFY FINAL TENSIONING TO 8,000 POUNDS T DAYU TO BY 1 OF 2 METHODS;METHOD 1:VISUAL INSPECTION OF DIRECT TENSION INDICATOR(DTI),TABS FACING UP AND ESS/ 15-115-9927 15-115-9927 36' D' 1s115-992] 3 �. DaYUWT MIN. Is 11�9sz] COLLAPSED AGAINST NUT WITH NO LIGHT LEAKAGE BETWEEN THE PIOM-II DTI AND BOTTOM OF NUT.METHOD 2:USE �QQ CALIBRATED ORQUE WRENCH TORQUED TO 55 T-LBS.(DTI MUST STILL BE PLAC G.3 F� S A "A IE 12 12 it S4.2 = COOT S 1 THE APOSITION OF PLATE ONINSPECTION OF On ION BLOCK,AND RED WHEN GINTEGRITY METHOD F MORTAR JOINTS AND PROVIDE AEDSIGNED EPO SHALL OBSERVE THE USE OF ROT TO ALL LUBRICANT, V 4� y L REQUIRED PARTIES PROM II MASONRY DESIGN IS BASED ON THIS SPECIAL INSPECTION. S 4 55 8"(7-0'TO 9-01 HIGH RETAINING-NO FENCE ON TOP- 8'(3'-4'TO 8-87 RETAINING WITH 8'-0'WROUGHT IRON FENCE ON TOP- W(T-4 TO IY-41 PROTO II EXPOSURE C TRENCH FOOTING-NO RETAINING 17.POST TENSION ROD SPACING 15 INDEPENDENT OF DIP SPACING.TOLERANCE FOR DIP SPACING IS i12'BUT THE NUMBER �I 2 TO 1 SLOPE ON HIGH SIDE EXPOSURE C-SPREAD FOOTING LEVEL BACKFILL(HEEL TYPE) FENCE WALL SCHEDULE AT LEVEL SOIL OF DIPS MUST REMAIN THE SAME FOR A GIVEN LENGTH OF WALL.POST TENSION ROD SPACING TOLERANCE IS 38' MT �yP EMAIN THE SAME 'H' DESIGN WIND 6'CONV. CENTERED "HEIGHT IT ROD b' DESIGN CRITERIA(PER 2013 CBC)18 ALL CONVENTIONALLY REINOF FORCED DS RMASONRY DES A GIVEN IGNS ARE NGTH EBASED ON FUL WALL MUST L STRESSES ANDEQUIRE INSPECTION.FOUNDATION gTFOF CALW� CONVENTIONALETAINING WA SW DESGN CRITERIA(PER 2013 CBC): MAX E7IN PH CMU HEIGHT X'RE LAR II HEIGHT SPACING MIN. 1. ALLOWABLE SOIL BEARING INSPECTION PRIOR TO PLACEMENT OF CONCRETE INCLUDES:FOOTING STEEL LOCATION AND GRADE,AND SIZE EPTH OF CONVENTIONAL RETAINING WALL SCHEDULE DESIGN CRITERIA(PER 2013 CBC): 'R' DESIGN MIND 'X BARS T BARS 'B' PT ROD TOE 1. ALLOWABLE SOIL BEARING PRESWRE=15OU PSI"MIN. /D - iRAR5VER5E 1. ALLOWABLE SOIL NEARING C AT TOO Y-O' R4 AT 40"O.0 5'-4' 8'-o' 7-C FOUNDATION AND CLEANUNESS OF FOUNDATION.FOR MASONRY A PRE-GROUT INSPECTION SHALL BE PERFORMED.THE PRESSURE= 1L H PSF MIN. MAX E%P PH SOIL FAC SPACING LENGTH PRESSURE-1500 PSF MIN. 2 ALLOWABLE SOLI PASSIVE 'R'. 'K BARS BOTTOM 'B' 1(' 'C KEY 2. ALLOWABLE SOIL PASSIVE Y-4 tIC -" - -- PRESSURE=250 PCF MIN. PRE-GROUT INSPECTION INCLUDES:VERIFICATION R THE LOCATION OF STRUCTURAL ELEMENTS.GRADE OF REINFORCEMENT AND MAX (SqL FACE) EMFRCING 2. ALLOWABLE SOIL PASSIVE 3'-4' C AT 100 A4 AT 32"O.C.µ AT 48"O.C. a 3' 5'-0"0.G 1' ... OVERALL WORKMANSHIP AND QUALITY OF MATERIALS BEING USED FOR CONFORMANCE YATIi CONSTRUCTION DOCUMENTS. REINFORCING PRESSURE=250 PCF MIN. PRESSURE=250 PCF MIN. A: ": - "'- "' """ 3. SEE SHEET B AND SHEET C 2'-0' 04 AT 48'0.G N/A 1'-6' 6' 5' -- 3. ALLOWABLE SOIL ACTIVE Or C AT IOD µ AT 24'O.C.0 µ AT 48'O.G 3'6" W-OF 0.G 3' 3. ACNE PRESSURE=40 PCF CAT 1W Y-0' #4 AT QC B'-0' 8-0' Y-S PRIOR TO START OF ADDITIONAL SPECIAL INSPECTIONS AS REQUIRED BY JURISDICTION. #4 AT 48'0.G N/A 2'-0" e' 1O' __ PRESSURE=61 PCF MAX. 4'-8' CAT 100 RAT 24'O.C.#4 AT 4e'D.C. 3'-6° 6'-0'QG e' MAX. 8,-0. _ ..... CWSmOCnON. 19.SEISMIC DESIGN CRITERIA:58=20,SF0.749 SOIL CLASS=D(ASSUMED),RISK CATEGORY I.NO DYNAMIC LOAD APPLIED 4. SEE SHEET B PRIOR TO 5'-4' C AT 100 R AT 2{'O.C.05 AT 201 O.G 4'-3" 6'-0"QG if 4. SEE SHEET B AND SHEET C C _2G A. FM INTERMEDIATE HEIGHTS TO RETAINING WALLS PER CBC SECTION 1803.5.120) S-4' µ AT 46"O.C. N/A 2'-8' 6' 15' -- PRIOR TO START OF ""` -"' '"- -""' NOT SHOWN ON SCHEDULES, 20.NO SURCHARGES WITHIN 6'-0'OF RETAINING WALLS ARE ALLOWED.SURCHARGES INCLUDE,BUT ARE NOT UNITED TO,HOUSE START OF CONSTRUCTION. g•_0• C AT 10o µAT 18'0.C.AS AT 20'O.C. 4'-9' 6'-0'QG lY CONSTRUCTION. C AT 100 2'-e" /4 AT 24'O.0 6'-0' 1 8 0' Y-Y USE THE NEXT HIGHEST FOUNDATIONS,DRIVEWAYS,FENCE WALLS WITHIN 6'-0"OF FACE R WALL AND SOIL BACKFlLL OVER 4:1 SLOPE s'-0' #4 AT 48'0.G. #4 AT 30'O.C. 7-1' ICI• 20' 04 AT 24'0. 5. FOR INTERMEDIATE HEIMTS 6 l0' 24' µAT 16'O.C. 6'-8' C AT 100 N5 AT a O.C. /5 AT 1W O.C. W-3" IY-O'0.G 1Y 5. FOR INTERMEDIATE HOWTS NOT t,.-+,. __ ...... WALL HEIGHT. 21. 'SHEET AND'DETAIL'ARE INTERCHANGEABLE(SHEET B=DETAIL B) s'-8' µAT 3Y O.C. µAT 20'O.G J'_ NOT SHOWN ON SCHEDULES. er-8 " - _-- 5'_{• A5 AT 24"O.C. µ AT 15'O.G 4'-Y 10" 30' µ AT 16"0.G USE THE NEXT HIGHEST WALL SI10WN ON SCHEDULES,USE C AT 1;:P -,- ... _ HEIGHT THE NEXT HIGHEST WALL SOIL DESIGN PARAMETERS g•_g• A5 AT 16'O.C. T3 AT 20'O.G {'-it' 10' 9' µAT 18'QG HEIGHT.ME NE CAT 1W 3'-4' µAT 24'QC 6'-0' 8 C Y 10' GLASS WALL LE WRWWT TRW 9'-! A ITC -- -"" SOIL REPORT BY: ASSOCIATED SOILS ENGINEERING,INC J FINISHED GRADE 21 MAX SLOPE FENCE AND SLEEVE PER MFR A :iU ..... PROJECT NUMBER: 05-15414 AND.15414.14 J NO AD TONAL SURCHARGE SPECIFICATIONS(T-0"O.C.MAX) 8' SEE SHEET C FOR BEARING DATED: DUNE 5,214AND JULY2,.2014 Q Q ALLOWED-SEE SHEET 8 FOR - .�X BEARING CAPACITY= 1500 PSF MOE INN. CAP AND BLOCK(OPTIONAL) PLATE Sff. U USED SLEEVE PROM 1I R. EMBEDDED INTO FINDING PASSIVE PRESSURE= 250 PSF •I •I 1 µ CONTINUOUS IN g°DEEP a 2'-g'MIN IN SWD AS SHOWN.POST TENSION(PT)RODS ACTIVE PRESSURE= 40 PCF(LEVEL),61 PCF(21 SLOPE) w Cif I SOLID GROUTED BOND BEAM. GROUT Ed PER SCHEDULE MU=0.40 B LO FINISHED GRADE 4:1 MAX SLOPE. U HORIZONTAL JOINT REINF, 'm AT 16"O.G NO SURCHARGE-SEE SHEET B II FROM III FENCE WALL z r M O 12" B'So GROUTED B"so GROUTED FOR MORE INFO. CAP AND BLOCK RETAINING WALL RETAINING WALL 12' PER SHEET C TOP OF PROTO II WALL W W Z Y" 2 N BOND J _ I HORIZONTAL JOINT REINIORCING TOP KEY NOTES. F ()µ 2 COURSES BELOW PLATE AND AT J CL VERTICAL REINFORCING�' BEAM q 24'0 C BELOW - Q W T. 3/4'OPEN GRADED .BARS LAP PER SHEET B g 1. POST TENSION ROD. - Si GRAVEL BACKFlLL M VERTCAI REINF'%'BARS 2. NUT, GEOFABRIC MAP µ VBtT AT48'D.C.AT 3/4'OPEN GRADED GRAVEL BACKFlLL III 1 W ' VO WEEP HOES AT NONI FACE.DOWEL FR SIDEYARD RETURN g 1 d3 CONTINUOUS IN 8" / \ 3. DIRECT TENSION INDICATR(DTI). O F Y SDR 35 4"CIA. 6'-0'O.C.AS ALTERNATE INTO FOUNDATM b SR 35 4'DIA PERFORATED I� DEEP ICED GROUTED 4. BEARING TOP PLATE PIPE PIPE MTH 1%MIN WALLS WHERE DRAINAGE BOND BEAM. 5. COLLARS LE TABS. ~ Q a PERFORATED PIPE PIPE TO PERFRATm PIPE 2'CIA.WEEP HOLE AT SWALE WWRS,INSTALL i 1. GRADIENT TO APPROVED OUT1T _ GROUT.ONLY CELLS N1TH NDNVENTIONAL 8. MINIMUM IMSIM TO 6.OND LEIS LOAD ANO O J MtIH iR MIN.MADIENT 8'-0'O.G AS ALTERNATE ORNNAGE GLOM AT TO APPROVED OUTLET µ AT.EACH HOC(AT 12 GECFABRIC WRAP REINFOfiCING REBAR TO 3'ABOVE WNRRMED BY ME R TWO METHODS PER �/ TO PERFORATED PIPE "ALE AT MADE. ( ) 3" O.C.MAX MIN.2 BARS IN O NOTES'S k'C'BELOW CLR FOOTING 1 2 _ 2! 7RANSVIONSE'T BARS PER SCHEDULE < VERTICAL REBAR 7, SIFTER TENSION INSPERON.PLACE MORTAR 12 I- OUR TRENCH DEPTH AT TOP OF 21 SLOPE 04 AT IV O.C.MAX MA �_ SETBACK ggTBpM_FACE \ MOUND OVER THE TOP OF RW/PLAIE/NUT PER EI FOOTING TO ADDED DEPTH OF LOCATION BLOCK, F El VERTICAL REINF.'X SIGHED TRENCH FOOTING 8. OPTIONAL CAP III b In KEY REINFORCING PER BARS PER SCFIEDO' FINISHED GRADE SLRE PROTO-11 (5) 9. CONTINUOUS HORIZONTAL MINT REINFORCING. SCHEDULE CONRNUWS CONCRETE L� >e' 0' 10.CENTER WEB OR END FACE SHELL BROW. SPREAD FCOTING 30' 3 11. STEEL PLATE SZES (5)µ GMT. 3, 12 12 3 A.a PROM 11:1//4'x3 x8 6'STD.HOOK AT#4 BAR, NOTES: IN FODTING- 6'STD.HOOK 2 1 3" 1 (� � B.4"SLUMP,,1 II 1/4 x2 1/VA' 8"Sib HDR AT 45 BAR RNNAGE SHOWN ARE AS SHOWN CLR NOTES: N„ �YAX (4) (1) C.6"FROM II'1/4N41/2"x6" _TYp - MINIMUM REOUIREMENTS.SM D• -FENCE MAY BE CENTERED ON RETAINING zi D.8"SLUMP PROTO 11.1/4 K4'XB' TRANSVERSE REINFORCING SOILS REPORT li AVAILABLE WALL AT CMTRACTRS OPTION (2) E.8'FROM 11:1/4'x8 1/2'x8' PER SCHEDULE FOR FURTHER INN. TRENCH DEPTH AT TOP R 2:1 SLOPE -DRAINAGE SHOWN AE MINIMUM WW g FA Q STEEL PLATES M BE PLACED AT THE EDGE OF 6'STD.HOOK EMBED 8" 1Y 'N. In REQUIREMENTS SEE SOILS REPORT IF - m THE CELL SO THAT THE PLATE BEARS ALLY M INTO FOOTING SETBACK FOOTING IN FACE ADDED DEPTH OF AVAILABLE FOR FURTHER INFO. µCOT.TOP T E AN BOTTOM. THREE SIDES. J g 15-ILLS-992] R FOOTING TO TRENCH FOOTING 15-ILLS 992] 2< AN BOOT S CONCRETE 15-ILLS-9927 12 DO NOT USE BOND BEAM BLOCK AT BEARING g 35, g• (6) PLATE LOCATIONS •i a TRENCH FOOTING W 3 r z 12 1 1_ a• 1.5-0 ro 52. /��F.j�jM1M lJ S 4.5 Fs- 4.2 I=GMT�I DAYLMT MN, ( X (8) C o 7 �J N Q F -4 T 8'-4 PR T III EXPO LIRE C TRENCH TIN -MINOR RETAINAGE (> (� 8'-8'TO 8'-8'HIGH 24'SQUARE MASONRY PILASTER-LEVEL CONDITION 8'(3'-4'TO e'-01 RETAINING WITH 8'8'-7 PROTO II FENCE ON TOP 8'(7 O 1 O O S FOCI Y � __J N EXPOSURE C SPREAD FOOTING-LEVEL BACKFlLL OE TYPE) FENCE WALL SCHEDULE AT LEVEL SOIL -1 o n -- ----------- N' DESIGN WIND 6'WNV. CENTERED 6'PROTO II PT ROD b DESIGN CRITERIA(PER 2M3 DEC) NOTES O (i)g4 EACH CORNER 1 P TIES AT 8"O.C. DESIGN CRITERIA(PER 2013 CBC): CONVENTIONAL RETAINING WALL SCHEDULE DESID\CR TRIA(PER 2013 CBCj MAX EXP PH CMU HEIGHT X'REBAR HEIGHT SPACING MIN. 1. ALLOWABLE SOIL BEARING (11)(4) >a> Q��F� O 1. ALLOWABLE SOIL BEAMING PRESSURE 1. A_LOWABLE SOIL BEARING PRESSLIE PRESSURE=15W PSF MIN. A FROM II DT 70 BE USED AT EACH TENSION ROU. > �N o SOLID MOOTED CELLS I 'R' DESIGN WAND k'BARS 'B' 'C' PT flW C AT too 2'-0' µ AT 3V O.C. 5'-4- W-0' Y-10' 2. ALLOWABLE SOIL PASSIVE -II ( ) �' TABS FOR DTI SHOULD FACE UP AGAINST BOTTOM yQo f 3 Z " 1 1500 PSF MIN. _ 500 PSF MIN. 12 b 1 2. ALLDWABLE SOIL PASSIVE PRESSURE MAX EXP PH SOIL FACE SPACING 2. A_LOWABIE SOIL PASSIVE PRESSURE 7'4 AT i" PRESSURE-250 PCF MIN. OF NUT.TABS WILL COLLAPSE(NO LIGHT PASSES O _ __-_ ---- ---- _ _ II BETWEENOR BOTTOM OF NUT AND OT WHEN PROPER 250 PCF MIN. J'-4" CAT 700 µ AT a'OG Y-9' 6' 8'-0'0.G -250 PCF MIN. Az 1'C .. 3. ACTIVE PRESSURE=40 P6 ) a N I J. SEE SHEET B PRIOR TO START OF 3, A".PRESSURE-40 PCF MAK - _- MA% 11x4) II IB) IMWE R NUT HAS BEEN ACHIEVED. aj�-®F a !•_O" C AT 100 µAT 32'DG 5-2' 12' 6'-0'GG C AT 10D P-O' µ AT 24'O.C.O6'-0' 8 0' Y-11' 4. SEE SHEET B AND MEET C II B. AS ALTERNATE 10 VIS1AL INSPECTION OF TABS, ••�o y¢ ____L ----- - NDNSTRUCTIM. 4. SEE SHEET B AND SHEET C PRIM •Y I �cA m G O ry 4. NO VENEER ALLOWED. 4'-8" C AT 100 µ AT 24"GO. 3'7" 14' 8'-0'0.G TO START R CONSTRUCTION. 8'0' C '-- "" "- - -- PRIR TO START OF II INSPECTION OF NUT TORQUE MAY BE ACHIEVED BY ow o a CONSTRUCTION. II g USE R A CALIBRATED TORQUE WRENCH. TORQUE o� ai rc y m o 5. FOR INTERMEDIATE HEIGHTS NOT 5'-4' C AT 100 /5 AT 2V O.C. 4'-1" 17' W-0 QG 5. FOR INTERMEDIATE HEIGHTS NOT d;t2,; -- "-' -- -- II () O LL. .+ 24'WU%CASTER5. FOR INTERMEDATE HEIGHTS II NUTS TO 55 FT-LEIS DTI STILL MUST M PLACED ON - PROTO II FENCE SHOWN ON SCHEDULES,USE THE CAT 100 AT 16'O.G 4'10' ?I' 6'-0'0.G SHOWN ON SCHEDULES,USE THE CAT IOU 7-B' µAT 24'GG 8'O 6'C 7-1' HEIGHT PER SCHEDULE I NEXT HIGHEST WALL HEIGHT. 8-� µ N-XT HIGHEST WALL HEIGHT. NOT SHOWN ON SCHEDULES, ROD IF USING TORQUE WRENCH METHOD.SEE L Q �__ ___________� WALL AS OCCURS g'8' USE TIE NEXT HIGHEST WAL II GENERAL NOTE ON SHEET B. r •'" MASONRY PILASTER SCHEDULE 19 -- "' -- HEIGHT. II C. SPECIAL DEPUTY INSPECTOR WILL PERFORM A CAP AND BLOCK PER VISUAL INSPEC11M MEN USING THE DTI METHOD TO O CO z 'H' FOOTING FOOTING SHEET C C AT L_ 3'-4" µAT 18'0.G 8'-0' 8'0' J'-Y MAX REINFRCI G commM THE DTI IS COLLAPSED MTH NO UGNT 6' HORIZONTAL JOINT RBNF.TOP TWO 9'I T•.0 LEAKS BETWEEN THE TABS AND BOTTOM OF NUT.IF 6'-8' S 0' (5)µ EACH WAY COURSES BELOW PLATE AND AT - A't2C -- -- USING TORQUE WRENCH METHOD,DEPUTY INSPECTOR 7'-4' 3'2' (5)µ EACH WAY 24"O.C.BELOW g" 10 WILL CONFIRM WALL IS TORQUED TO 55 FT-LBS NO LV •} SEE SHEET C FOR BEARING ( ) 8'-0' 3'-6' (5)//EACH WAY PRDID 11 FENCE WALL .♦' PLATE SIZE. VISUAL INSPECTION OF OT IS REQUIRED. U.S.PANED 5,794,921 o POST TENSION(PT)ROD SEE D. INSTALLER MUST HAVE SPECIAL DEPUTY INSPECTION U.S.PATENTED 6.431,797. r PILASTER CAP AS = B'-B' 3'-B' S EACH WAY PROTO II ROD EMBEDDED INTO FOOTING AS OR TENSIONING PERFORMED BY ME OF THE TWO a STEEL PLATE TO BEAR SHEET B FOR ROD SPECS- _ _ U.S.PATENTED 6,632,048 N OCCURS���� -��� II SHOWN.POST TENSION(PT)RODS NOT TO OCCUR --- METIKIDS NOTED ABOVE SPECIAL DEPUTY INSPEC70R L_ _J 24'CMU PILASTER FULLY ON CENTER WEB R II CENTER IN WALL CAP AND BLWK N CAME CELL AS CONVENTIONAL REINFORCING , r TO PROVIDE A COMPLETED REPOflT TO LISTED U.S.PATENTED 7,188,453. ENO FACE SHELL-SIZE A FNSHED GRACE 4:1 MAX SLOPE PER SHEET C ONLY GROUT CELLS MATH CONVENTIONAL O U.S.PATENTED 7,454,870 o 82 TIES AT B'O.G PER SHEET C I NO SU FOR URRWAR RE Q-SEE SHEET B PARTIES. II REINFORCING WITININ CONVENTIONAL WU HEIGHT. -----J L_ U.S.PATENTED 7,457,487 8'SOLD GROUTED FINISHED MADE 4:7 P PROTO N FENCE WALL TRACKING NUMBERS: RETAINING WALL 12' 1/4'xl'x2'EMBED PLATE WTH 1/2" o MA%SLOPE.NO 14-115-8964 "J I NUT ABOVE PLATE AND 7//2'COUPLER x SURCHARGE-SEE HORIZONTAL JOINT REINFORCING TOP RAM (1)µ EACH CORNER (2)A4 IN BOND �I BELOW PLATE(OR(2)1/Y NO o SHEET B,NOTE 20 2 COURSES BELOW PLATE AND AT Y - p SOLID ROUTED CELLS BEAM FR MORE INFO. 12' 24 O.G BROW 15-I15-9927 I' GROUT REBAR CELLS SOLD el DOMES TO MATCH AND µ VERT.AT 48"0.G AT 3/4'OPEN GRADED GRAVEL BACKFlLL 3"ABOVE RETAINED HEIGHT NOTE; FOOTING ELEVATION AT POST TENSION ROD LAP VERTICAL REINFORCING NON-SOIL FACE DOWEL 7/16'CIA.POST ORNNACE MOYM ARE MINMUM PROTO II FENCE WALL N SEE SHEET B INTO FOUND ATM - TENSION RODS(T 8 SDR 35 4'CIA.PERFORATED PIPE >< 1 43 CONTINUOUS IN 8"DEEP REQUIREMENTS.SEE SOILS REPORT Y SEE SHEET B l7 x FINISHED GRADE V0 WEEP HOLES AT PIPE NTH 196 MIN GRADIENT TO SOLID MOOTED BIND BEAM. IF AVAILABLE FOR FLIRTER INFO. - 8'STD.HONK 8'-0'O.G AS ALTERNATE APPROVED OUTLET CENTER IN WALL Ij 4 a�i WHERE DRAINAGE SIMILE OCCURS, K - TO PERFORATED PIPE GEOFABRIC WRAP VERTICAL EINF.'%'BARS FOR E DRAIN RETURN WALLS 1i - 2'! f i INSTALL DRAINAGE BLOCK AT II II wa, 3 CLR - 2'0 WEEP HOLES AT SIMILE AT MADE II •+p JOB.NUMBER: w VERTICAL REINF.'X'BARS r 8'-0'0.C.1 OL ALTERNATE IHIIXENN ENDING IL Tn& TO PERFORATED PIPE ill TO PROVIDE 3"MIN. !' 15-115-9927 S n ADDED DEPTH R SLOPEFOOTI AT COVER AS E CHOIR '� �I TOP OF 2:1 SLOPE II AROUND ARCHON DRAWN ENGINEER: Y EQ. - DEPTH II BOLT AND NUT - -� FOOTING TO OF TRENCH O - h 6"BID HOOK EMBED 8'INTO FOOTING 2 SAD TH 3„ J/4 OPEN GRADED +�, Y. I P TING g' �, 3 OUR µKEY RONFORpNG 0'KEY (4)04 CONT.IN FOOTING AS SHOWN GRAVEL BACKFlLL - MAX N w JB' 2' CHECKED SCALE: FOOTING DM AND GEOFABRIC WRAP 30 a /��C7LpM WiM Sro HOIX AT CONTINUOUS CONCRETE �� 1 13 T - JAD AS NOTED j m REINFORCING PER SCHEDULE 8'-0'RETAINING ONLY - SIR J5 P DI EQ Q ry SPREAD FOOTING LLB _ PERFORA MI PIPE PIPE Z U'�, ALTO 1R RUN.GRADIENT µ NDNT. /j PAD SETTING DATE: TO APPROVED OUTLET AND BOTT(AA P a THIIXENm ENDING TOJ _ O - NOTES: Ind PROVIDE 3'MIN.COVER PAR 11/10/15 -FENCE MAY BE CENTERED ON RETAINING 15-ILLS-992J qq 15-ILLS-992] ) i S AS REQUIRED AROUND 7/18'01A PORT TENSION .� ,. WALL AT CONTRACTOR'S ARE OPTION. ANCHOR BOLT AND NUT QJrWAY811 RODS(PT)SEE SHEET B SHEET: a -DRAINAGE SHOWN ARE MINIMUM �" p• I ASV 1 REQUIREMENTS.SEE SOILS REPORT IF S4.3 , ,I CMTINU0115 CONCRETE DAYLIGHT MIN. S V. 1 CENTER IN WALL D OR 1 •I v v AVAILABLE FOR FURTHER INFO. INDOOR FOUND O o r I ' �T f T l 1T � f1 � __ _ ..._ _ ...... ___.. i. .L. _. .... ..... 11...IISILW.IRIL1111Le.1-LLJ-ILL' ALLIWW.IHISIt1111111111111141I' 1 _ _ 110i R; _ _ _ 8'-W TO W-8"HIGH 37 SQUARE MASONRY PILASTER-LEVEL CONDITION W(4'-4'TO 8'-49 HIGH RETAINING-NO FENCE ON TOP-LEVEL BACKFILL S'(3'-,f TO 8'-89 RETAINING WITH 8'8'-C'PROTO II FENCE ON TOP- 8'(8'-0 TO 8•-89 PROTO II-EXPOSURE1C1-TRENCH FOOTING -� L I STRUCTURAL ----- II 2 � 1 EXPOSURE C-SPREAD FOOTING LEVEL BACKFILL(HEEL TYPE) GENERAL STRUCTURAL NOTES 201R CBC/ROVE IBC � -, DESION CRITERIA(PER 2013 CBC): 1. SOIL SHALL BE FIRM AND COMPACTED PRIOR TO PLACEMENT OF CONCRETE.PRIOR TO FOUNDATION EXCAVATION,USER (1)µ EACH CORNER A2 TIES AT 8"D.C. CONTIOTI L RETAINING WALL SCHEDULE DESIGN CRITERIA(PER 2013 CBC): SHALL VERIFY THAT SITE SOILS CONDITIONS MEET OR EXCEED AN ALLOWABLE PASSIVE BEARING PRESSURE OF 250 SWD GROUTED CELLS i 'R' '%'BAR$ 'B' 'Y 'K' 'C' 1. ALLOWABLE SOIL BEARING R DESIGN WHO X BARS 'Y BARS IT PT ROD TOE 1. ALLOWABLE SaL BEARING PSF/FT(SOIL TYPES W.,SP,GW,OR GP)STARTING AT THE TOP OF GRADE(I.E.NO TOP SOILS ARE NEGLECTED FOR PRESSURE-1500 PSF MIN. DESIGN CRITERIA(PER 2013 CBC. I MA% SOIL FA 2. ALLOWABLE SOIL PASSIVE MAX EXP PH SOIL FACE SPACING LENGTH PRESSURE-1500 PSF MIN. CAP AND BLOB(PER SHEET C I. ALLOWABLE SOIL BEARING ----i 4'-1' A4 AT 4e'O.G 2'-1' 8' B' e' PRESSURE=250 PCF MIN. 3-A' c AT 100 N AT J2'O.C.µAT IB'o.G J'-J' e'-O'O.G 1• 2. ALLOWABLE 5dL PAsSVE 6' PASSIVE)AND A MINIMUM ALLOWABLE BEARING PRESSURE OF 1500 PSF AT FENCE WALL AND 1500 PSF AT RETAINING PRESSURE-25D PCF MIN. 'I` PRE55URE-1500 PSF MIN. 2. FOOTINGS TO BE LEVEL.IF GROUND SLOPES THE FOOTING SHALL BE STEPPED.EACH STEP SHOULD BE PROPER HEIGHT 5'-4' AS AT 46'O.C. 2'-70' 72' B' t1' 3. ALLOWABLE SOIL ACTIVE 4'-C CAT f00 N AT 21'O.C.µ A7 N'D.C. 3'-8' 8'-0'O.G 3' 2 ALLOWABLE SOIL PASSIVE ; ____--_____r t PRESSURE=a0 PCF MAX. 3 ACTIVE PRESSURE=40 PCF PRESSUPE=250 PCF MIN. 70 FIT BLOCK TYPE USED.ALL WIND SPEED,P SHOULD BE CLEAN AND CONTAIN NO LOOSE TARTISH OR FOREIGN MATTER. 1 4. SEE SHEET B PRIOR TO 4'-B' CAT t0O q AT 21'D.C.µAi Ie'O.C. 3'-8' e'-C O.C. 8' MAX. STEEL PLATE M BEM LLY 3. SEE SHEET B AND SHEET C 3. SEE DETAILS FOR EXPOSURE,FUND SPEED.POST TENSIONED ROD SPACING,FOOTING SIZES,ETC.USER S RESPONSIBLE 1� START OF CONSTRUCTION. 5'-4' C AT tW A6 AT 21'D.C.a AT 2C D.C. 4'-3' 8'-0'D.a 12' 4. SEE SHEET B AND SHEET C W CENTER WEB GR END I PRIOR M START OF TO VERIFY REQUIREMENTS WITH BUILDING DEPARTMENT AND OWNER.ALL WORK IS TO BE PERFORMED IN ACCORDANCE 24'CMU PILASTER I PR070 II FENCE 5. FOR INTERMEDIATE HEIGHTSRIOR TO START OF FACE SHELL-SIZE PFAI CONSTRUCTION. WITH THE APPROVED SITE PLAN AND APPLICABLE CODE OR JURISDICTION REQUIREMENTS. XEIONi PER SCHEDULE i WALL AS OCCURS NOT SHOWN ON SCHEDULES, 8-0 CAT too µAT 1e'0.C.IS 20'D.C.0.G 4'-9' e'-7 D.C.aC 1T CON57HUCTION. it SHEET C 4. FOR INTERMEDIATE HEIGHTS 4, SOIL BELOW FOUNDATIONS SHALL BE WELL DRAINED AND NON-EXPANSIVE USE CONCRETE WITH A MIN.STRENGTH OF 6-B C AT 100 IR AT B'D.C. µ AT IS'D.C. 5'-3' 6'-O"O.C. 12' 5. FOR INTERMEDIATE HEIGHTS NOT 1 1 DESIGN CRITERIA(PER 2013 CDC): USE THE NEXT HIGHEST WALL q NOT SHOWN ON SCHEDULES, 2,500 PSI-TYPE II CEMENT(TYPE V WHERE REQUIRED BY OWNER,SOILS ENGINEER OR JURISDICTION),CONCRETE - SHOWN ON SCHEDULES,USE SHALL BE A MIN.OF 48 HOURS OLD PRIOR TO FINAL TENSIONING.ALL CONCRETE SHALL BE THOROUGHLY CONSOLIDATED 1. ALLOWABLE SOIL BEARING PRESSURE HEIGHT. THE NEXT HIGHEST WALL 1 HEIGHT. THE NEXT HIGHEST WALL L_________________J -7500 PSF MIN. HEIGHT. II HORIZONTAL JOINT REINi CNC HEIGHT. BY SUITABLE MEANS DURING PLACEMENT. 2. ALLOWABLE SOIL PASSIVE PRESSURE FINISHED GRADE 4:1 MAX CM AND BLOCK PER 6• �I TOP 2 COURSES BELOW PLATE 5. LAP BARS IN STEEL LAP.24"FOR(14 BARS IN MASONRY AND 32"FOR 114 BARS IN CONCRETE LAP=40"FOR -250 PCF MIN. SLOPE NO ADDITIONAL CAP AND BLOCK(OPTIONAL) SHEET C .� HGRRONTAL JOINT REINF.70P Two I AND AT 21'D.C.BELOW' FOR SIDEYARO RETURN WALLS /5 BARS IN MASONRY. J. SEE SHEET B PRIOR TO START OF COURSES BELOW PLATE AND AT SURCHARGE FOR -SEE 8' I WHERE DRANAGE DRAIN 6. CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C-90 AND BE 2,000 PSI MIN. F'M DESIGN CRITERIA FOR BLOCK SHEET B FGR MORE INFO. . ' µ CONTINUOUS IN 6"DEEP 24'O.C.BELOW li OCCURS,INSTALL DRAINAGE IS BASED ON 2000 PSI).BLOCK SHALL BE A MIN OF 7 DAYS OLD PRIOR TO ROD TENSIONING.STANDARD HEAD AND DON STRucn W. 1 'i 4. NO VENEER ALLOWED. SOLID GROUTED BOND BEAM. PROTO 11 FENCE WALL SLOG(AT SOURCE AT CRAOE. PILASTER GP AS _ - - S. FOR INTERMEDIATE HEIGHTS NOT I BED JOINT BLOCKS WITH MORTAR MAY BE USED OR INTERLOCKING BLOCKS MAY BE USED.BLOCKING 70 BE LAID IN , POST l0N9ON(PT)ROD SEE POST TENSION(PT)ROB SEE RUNNING BOND. Ili OCCURS" -- -'I SHOWN ON SCHEDULES,USE THE STEEL PULE TO BEAR II SHEET B FOR ROD SPECS- it SHEET B FOR ROD SPE - 7. MORTAR SHALL BE TYPE S,ROOT PSI MIN.MORTAR MUST BE A MIN.aF 4 HOURS OLD PRIOR TO INITIAL TENSIONING L_ _J 32'CMU PILASTER NE%T HIGHEST WALL HEIGHT x1 FULLY ON CENTER WEB OR II CENTER IN WALL I1 CENTER IN WALL END FACE SHELL-SIZE II AND 24 HOURS OLD PRIOR TO FINAL TENSIONING.GROUT SHALL BE 2000 PSI PER THE LATEST EDITION OF ACI 530. CA R U S O 12' FINISHED GRADE 4:1 MAX SLOPE. MECHANICALLY VIBRATE GROUT IMMEDIATELY AFTER PLACEMENT. HORIZONTAL JOINT REINF. PER SHEET C NO SURCHARGE-SEE SHEET B PROTO It FENCE WALL 112 TIES AT 6'D.C. 4' AT 16'O.C. 'b 8'SOLID GRW7E0 fdt MORE INFO. Ij 8. FIRST MASONRY COURSE MAY BE SET IN FRESH CONCRETE FOOTING. TU RLEY 3/4'OPEN GRADED - CLR 9. REINFORCING REBAR SHALL CONFORM TO ASTM A641;Fy-60,000 PSI. GRAVEL BACKFILL VERTICAL REINF.'X' RETAINING WALL 12' 1/4•xt'xY EMBED PLATE NM 1/2' 11 (1)µ EACH CORNER , BARS LAP PER SHEET B II TRENCH DEPTH AT TOP OF 2:1 SLOPE 10.PROTO-II HARDWARE IS DEFINED A5:TENSION RODS,BEARING PLATES,COUPLERS,NUTS,ALL THREADS,DIRECT TENSION SOLID GROUTED CELLS Rp GEOFABRIC WRAP (2)µ N BOND 11UT ABOVE PLATE AND 1/2'COUPLER F INDICATORS(A DIRECT TENSION INDICATOR(DTI)IS A COMPRESSIBLE WASHER)AND PLASTIC SADDLES.ALL OF THIS '77 / S W SOLID GROUTED BEAM BELOW PLATE(OR(2)1/2•NUTS) jl SETBACK-FACE OF FOOLING MIN.DEPTH'D' HARDWARE SHALL BE SUPPUED BY ONLY AN APPROVED PROTO-II LICENSEE TO THE CERTIFIED INSTALLER.POST TENSION SCOTT SDI SS -CIA. RETAINING WALL II To TOP OF SLOPE TRENCH FOO71N0 DOWELS M MATCH AND PERFORATED PIPE PIPE RODS SHALL TR SO DIAMETER WITH 1/2"ROLL THREADSGCANCONFORMING TO ASTM A641(FY=BOOTH PSI)AND HAVE INC. �T LAP VERTICAL REINFORCING NTH 1%MIN.GRADIENT µ VER7.AT IB'O.C.A7 3 STEEL CHEMISTRY SO THAT BENDING AND THREADING CAN S. ACCOMPLISHED VA RE 1/DAMAGE(F THE POST TENSION Ye WEEP HOLES AT /4'OPEN GRADED GRAVEL BACKFILL 12'TO 36' 2'-Y / SEE SHEET B # TO APPROVED OUTET C-0'O.G AS ALTERNATE NW-INT FACE.DOWEL SDP 35 4"DIA.PERFORATED i1 SETBACK 6'ro II' 2'-Y ROD.AREA OF POST TENSION ROD=.1503 SQUARE INCHES.BEARING PLATES ARE 1/4"THICK(Fy=50 KSI)SEE SHEET a To PERFORATED PIPE INTO FOUNDATION b PIPE PIPE NTH 1%MIN li PEII 3 To 5' 2'-9' C FOR DIMENSIONS,1/2"COUPLERS PER ASTM A563 GRADE A.AND THE COUPLER MUST FULLY ENGAGE THE UPPER 2•DIA WEEP HOLE AT SCHED FlNI9®GRADE FINISHED GRADE 8'STD.HOq( )`8'-O'O.C.AS ALTERNATE GRADIENT 10 APPROVED OUTLET AND LOWER ROD.FULLY ENGAGED IS DEFINED AS 1/2"MIN.INTO COUPLER,1/2"NUTS ARE TO BE GRADE 8.PER ASTM consulting To PERFORATED PIPE GELXABRIC WRAP Ij A325.1/2'ALL THREADS PER ASTM A307,GRADE 60.DIRECT TENSION INDICATOR(DTI-COMPRESSIBLE WASHER)IS FENCE WAIL SCHEDULE AT LEVEL SOIL structural I µ CWTINUg15 MANUFACNREO PER ASTM F959.PLASTIC REBAR SADDLES ARE NON-STRUCTURAL. b 2 TRANSVERSE'T BARS PER SCHEDULE 11 AT HOOK w DESIGN WND PT ROD 10' 11, HORIZONTAL JOINT REINFORCING SHALL BE 9 GAGE DIAMETER NRE AND PLACED PER DETAILS AND CONFORM TO ASTM }' � aqC M CLR - II MAX EXP PH SPACING MIN. A82 LADDER TYPE,9 GAGE DIAMETER.LAP JOINT REINFORCING ONE FULL CROSS SQUARE(6"MINIMUM LAP). BnglnBBfS MASONRY PILASTER SCHEDULE M1 O DRAINAGE SHOWN ARE MINIMUM VERTICAL REINF.'X' Ij C AT 100 6'-,. 2'-1' 12.IN UEU OF FULL HEIGHT RODS,CONTRACTOR MAY USE SHORTER RODS,1/2"COUPLERS AND STRAIGHT RODS THREADED 3" REOaAGE SHO.SEE SOILS REPORT BARS PER SCHEDULE Ir 4 L W C' U A! BOTH ENDS FOR ADDITIONAL LIFTS.RODS SHALL HAVE A MIN.OF 3"'L'HOOK,WITH 1/2 NUT AT END OF TENSION ROD 1215 W.Rio Salado Pkwy FOOTING FOOTING CONnNu0U5 CONCRETE y ,;I,, .. ..... INHERE EMBEDDED IN FOOTING. Suite 200 MAX CUR TYP CUR IF AVMUBIE FOR FURTHER INFO. N 2 13. VERTICAL CONTROL JOINTS TO BE PLACED AT MA%.36'O.C.IN ALL NON-STUCCOED WALLS AND 20'ON CENTER IN W-8' 3'-0' (5)H EACH WAY p4 AT EACH HOOK AT (5)µ CONT. 3. SPREAD FOOTING Y '�MAX C AT 100 6'-0• 2'-Y STUCCOED WALLS WITH CLEAN VERTICAL BREAK OF ALL MATERIALS.POST TENSION ROD SHALL OCCUR WITHIN If OF Temps,AHzOne 85281 3" T-4' J'-2' (5)µ EACH WAY 7Y O.C.MAX MIN.2 IN FOOTING- CUR e"STD.HOOK END OF WALL AND 12"EACH S1DE OF CONTROL JOINT. (480)774.1700 CLL BARS IN FOOTING J" AS SHOWN NOTES: st CONTINUOUS %n`+ze 14.NO COUPLERS MAY OCCUR DIRECTLY BELOW AND IN CONTACT WITH THE BEARING PLATE.NO BOND BEAM BLOCK MAY BE B'-0' 3'-6' (S)µ EACH WAY (480)774-1701 FAX B' FOOTING NDTIH AND B'-8' 3'-' S EACH WAY µ AT 32•T.C. CLR -FENCE MAY BE CENTERED ON RETAINING p CONCRETE USED AT PLATE/MNSION LOCATION. e WALL AT CONTRACTOR'S OPTION. g TRENCH 15.TENSION RODS MAY BE STABBED INTO WET CONCRETE OR TIED IN PLACE AT CONTRACTOR OPTION. www.ctsaz.com REINFORCING PER SCHEDULE AS HONK 7(' 'Y TRENCH DEPTH AT TOP OF 2:1 SLOPE Ol-DRAINAGE SHOWN ARE MINIMUM FOOTING 16. A PROTO-II DTI(COMPRESSIBLE WASHER)HALL BE INSTALLED AT EVERY TENSION ROD BETWEEN THE BEARING PLATE SETBACK IN FACE REQUIREMENTS.SEE SOILS REPORT IF a, ADDED DEPTH OF AND NUT NTH THE F TABS"FACING UP AGAINST THE BOTTOM OF THE NUT.THE SPECIAL DEPUTY INSPECTION OF FOOTING TO AVAILABLE FOR FURTHER INFO. _ TRENCH FOOTING REWIRED AT TIME OF FINAL TENSIONING BY A DEPUTY INSPECTOR SHALL VERIFY FINAL TENSIONING TO UP POUNDSTOP OF SLOPE F 8/ 5-0 7O BY 1 OF 2 METHODS;METHOD 1: LIGHT INSPECTION TW DIRECT TENSION INDICATOR(011),TABS FACING H AND 15-115-9927 x. 'S-1I59 " >e• 0• 15-116-9927 DAWIOHT MIN. 15-115-992] JO 3 T COLLAPSED AGAINST NUT WITH NO LIGHT LEAKAGE BETWEEN THE PROTO-II DTI AND BOTTOM OF NUT.METHOD 2:USE W� N I CH WITH METHOD 2.NO t S V. Ste},�} ,�� IS 72 ST.2 = S THE INSPECTION POSITIONFOF PLATE REQUIRED ON BLOCK NDG METHOD NTEGRITI'OF MORTAR JOINTCTOR S AND OBSERVE PROVIDE AOF A CALIBRATED TORQUE WRENQUED TO 55 1(DTI MUST STILL BE CUSICNED REPORT THREAD TO ALL LUBRICANT, G 1 01, _ REQUIRED PARTIES.PROM II MASONRY DESIGN IS BASED ON THIS SPECIAL INSPECTION. m S 4 55 '-0 TO 8'-09 HIGH RETAINING-NO FENCE ON TOP- W(3'-C TO 8'-0 RETAINING WITH 8-C'WROUGHT IRON FENCE ON TOP- C fl 4 TO 9 49 PROTO II EXPOSURE C TRENCH FOOTING-NO RETAINING 17.posT TENSION ROD SPACING IS INDEPENDENT OF DIP SPACING.TOLERANCE FOR DIP SPACING IS±12"BUT THE NUMBER * �•�Ay� 2 TO t SLOPE ON HIGH SIDE EXPOSURE C-SPREAD FOOTING LEVEL BACKFILL(HEEL TYPE) FENCE WALL SCHEDULE AT LEVEL SOIL I OF DIPS MUST REMAIN THE SAME FOR A GIVEN LENGTH OF WALL POST TENSION ROD SPACING TOLERANCE IS 3S" 11' DESIGN WIN 8'CONV. CENTERED 6'PROTO PT ROD 'D' DESIGN CRITERIA PEA 2013 CBC BUT THE NUMBER OF RODS FOR A GIVEN LENGTH OF WALL MUST REMAIN THE SAME DE ON CRITERIA PER 2a3 CBC )18. ALL CONVE74TIONALLY REINFORCED MASONRY DESIGNS ARE BASED ON FULL STRESSES AND REWIRE INSPECTION.FOUNDATION IF CALk CONVENTIONAL RETAINING WALL SCHEDULE DESIGN CRITERIA(PER 2013 CBC): ( ): MAXA% PH U HEIGHT Y R II HB T SPACING MIN: 1. ALLOWABLE SOIL BEARING INSPECTION PRIOR TO PLACEMENT of CONCRETE INCLUDES FOOTING STEEL LOCATION AND GRADE,AND SIZE/DEPIH OF 1. ALLOWABLE$OIL BEARING DESIGN FUND BARS 1�11BARSwll PT ROD TOE 1. ALLOWABLE SOIL BEARING C AT 100 7-O' µ AT 40 O.0 S'-4- e'-0' 7-4' PRESSURE-1500 PSF MIN. TRANSVERSE MAX E%P PH SOIL FA SPACING LENGTH PRESSURE-1500 PSF MIN. 2, ALLOWABLE SOIL PASSIVE FOUNDATION AND CLEANLINESS OF FOUNDATION.FOR MASONRY A PRE-GROUT INSPECTION SHALL BE PERFORMED.THE W X BARS TBottomRANSVERSE 'B' 1(' 'C KEY PRESSURE-t500 PSF MIN. 2. ALLOWARLE SOIL PASSIVE -4 PRE-GROUT PRESWRE-250 PCF MIN. PRE-GROUT INSPECTION INCLUDES:VERIFICATION OF THE LOCATION OF STRUCTURAL ELEMENTS,GRADE OF REINFORCEMENT AND MAX (SOIL FACE) REINFORCING REINFORCING 2. ALLOWABLE SOIL PASSIVE 3'-4'. CAT 100 µ Ai>Z'O.C.µ AT/e'O.C. S-J' S'-0'0.G 1' PRESSURE-250 PCF MIN. 3. SEE SHEET B AND SHEET C OVERALL WORKMANSHIP AND QUALITY OF MATERIALS BEING USED FOR CONFORMANCE NTH CONSTRUCTION DOCUMENTS. PRESSURE-2S0 PCF MIN. 4'-0' CAT 100 µAi 24 0.G.N AT N'O.C. S-B' B'-0'0.G. J' 2'-0' µAT 1e'O.C. N/A 1'-8' e' S' -- 3. ALLOWABLE SOIL ACTIVE 3. MAC AX. PRESSURE-40 PCF C AT IN 7-0" µAT J2 O.0 A'-0' 8-0' 2'-5' PRIOR TO START OF ADD TONAL SPECIAL INSPECTIONS 0, REWIRED BY JURISDICTION. 4'-8' C A7 too FS A7 24'0.G.µ AT 16'O.a S-8' V-0'D.C. 8' MAX. CONSTRUCTION. 19.SEISMIC DESIGN CRITERIA:SB=20,SECTION 149 SOIL CLASS-D(ASSUMED).RISK CATEGORY I.NO DYNAMIC LOAD APPLIED 7-8' µAT 16'O.C. N/A 2'_p• 6• 1p• PRESSURE-81 PCF MAX. 4. SEE SHEET B AND SHEET C 8_D 4. FOR INIERME0IATE HEIGHTS TO RETAINING WALLS PER CBC SECTION 1603.5.1E 1 ( ) -- {. SEE SHEET B PRIOR TO 3'-4' CAT 700 HAT 24 0.C.PAT 20'O.C. 1'-J' 6'-0'QG 12' t-,"� () J'-4' AT 48'O.C. N/A 2'-6' 6' 15' -- START OF CONSTRUCTION. PoGR TO START OF t• -' 2 -C '- NOT SHONN ON SCHEDULES, 20.NO SURCHARGES WITHIN 8'-0"OF RETAINING WALLS ARE ALLOWED.SURCHARGES INCLUDE,BUT ARE NOT LIMITED T0,HOUSE 4'-0' AT IB'0.G. µAT JO O.C. S 6'-C CAT 100 Ip Ai 16'QG p3 AT 20'O.0 1'-B' 8'-0'D.C. tY CONSTRUCTION. CAT 100 7-6' µAi 21 O.0 6'-0' 6'-0' 2'-]' USE TINE NE%T HIGHEST t To' N' AT 24-O.0 5. FOR INTERMEDIATE HEICHTS FOUNDATIONS DRIVEWAYS,FENCE WALLS WITHIN W-0"OF FACE OF WALL AND SOIL BACKFILL OVER 4:1 SLOPE 4'-e I/4 AT 3Y 0.C. µ AT 20-D.C. 3•_• NOT SHOWN ON SCHEDULES, 6'-8' CAT 100 FS Ai 8'O.a µ AT 18•D.C. 5'-3' W-0.0.G 1Y 5. FOR INIERMEI)IAIE HEIGHTS NOT WALL HEIGHT. e t0' 24' Ai tA'O.C. 8'-B' ^A'1'110 -- " -- -- --- 21. 'SHEET'AND'DETAIL'ARE INTERCHANGEABLE(SHEET B=DETAIL B) 5'-4' AT 21"O.C. µ AT 16'D.C. 4'_2' Io' JO' N AT 16'O.C. USE THE NIXT HIGHEST WALL SHOWN ON SCHEDULES,USE ., 6'-lY AT 78'O.C. __5 -20 2 0.C. 1'- - HEIGHT. THE NEXT HIGHEST WALL C AT UDC ...... ...- -... 77' 70' 35' µAT 16'O.C. HEIGHT. CAT Iql S-A' µ A7 2A O.0 e'-0' 8'-0' 2'-10' SOIL DESIGN PARAMETERS FINISHED GRADE 2.1 MAX SLOPE GLASS WALL OR WROUGHT TRW itC -- SOIL REPORT BY: ASSOCIATED SOILS ENGINEERING,INC _J NO ADDITIONAL SURCHARGE FENCE AND SLEEVE PER MFR C Ai 12G -- - -- .--. PROJECT NUMBER: 05-15414 AND 15414.14 J SPECIFICATIONS(6'-0'O.C.MAX) DATED: JUNE 5,214 AND JULY 2,2014 ALLOWED-SEE SHEET B FOR SEE EET C iGR BEARING Q Q MORE INFO. CM AND BLOCK(OPTIONAL) pLATE I`S2E, BEARING CAPACITY= 1500 PSF � U ` EMBED SLEEVE i$" PROTO pI R00 EMBEDDED INTO FOOTING PASSIVE PRESSURE= 250 PSF I I t µ CONTINUOUS IN 8"DEEP 2'-8+MIN IN SGID i;l l AS SHOOOMN.POST TENSOR(PT)RODS ACTIVE PRESSURE= 40 PCF(LEVEL),81 PCF(2:1 SLOPE) C14 F SOLD GROUTED BOND BEAM. GROUT PER SCHEDULE MU:=0.40 B L LI (0 W HORIZONTAL JOINT REINF. y, FINISHED GRADE 4:1 MAX SLOPE. 0 w IY AT 11'O.a NO SURCHARGE-SEE SHEET B 1 PROM I FENCE WALL B'SOLID GROUTED FOR MORE INFO. CAP AND BLOCK j1 Z r 1'7 O 1Y B'SOLID GROUTEI) PER SHEET C TOP OF PROTO II WALL (n�Z RETAINING WALL RETAINING WALL 12' - Ljj W I 2' _ HORIZ TAL JOINT REINFORCING TOP LL (n C (2)µ IN BOND 2 COUR9S BELOW PLATE AND AT NEY NOTES: (_ VERTICAL REINFORCING a' BEAM e � J 3/4'OPEN GRADED BARS.LAP PER SHEET B I 24'0.a BELOW H U W GRAVEL BACKFILL 1. POST TENSION ROD. W4 VERT.AT 48'O.C.ATx= VWTICIL REINF.'%'BARS Q GEOFABRIC WRAP K.RA GRADED GRAVEL BAClFlLL II / \ 2. NUT. W 2'e KEEP HOLES AT NW-SOIL FACE.DOWEL FOR SDEYARD RETURN pp,, II 1 N CONTINUOUS IN 8' 3. DIRECT 7H9W INDICATOR(DTI). p SDR 35 4"DIA 6'-0'O.a AS ALTERNATE INTO FOUNDATION 'CIA.PERFORATED S II DEEP SWD GROUTED 4. BEARING TOP PLATE. ~ Y PERFORATED PIPE PIPE TO PERFORATED PIPE E NTH 13 MIN WALLS INHERE DRAINAGE I BOND BEAM. 5. COLLAPSIBLE TABS. Q 2"DIA WEEP HOLE AT SOURCE OCCURS,INSTALLNTH 1%MIN.GRADIENT 8'-0'O.C.AS ALTERNATETO APPROVED OUTLLiTO APPRI5Ii OUTLET 1 µ AT EACH HOOK AT 1Y C WRAP DRAINAGE BLOCK AT GROUT QBLY CELLS NTH CONVENTIONAL 8. MINIMUM 7HSON TO BE 8,000 IBS LOAD AND JO.a MAX.MIN.2 BARS IN TO PERFORATED PIPE SWALE AT GRADE. REINFORCING(REBAR)TO 3-ABOVE CONFIRMED BY ONE OF TWO METHODS PERFOOTING 1SE T BARS PER SCHEDULE VERTICAL REBAR NOTES'B'k'C'BELOW. AT 1Y Qa MAX e rl TRENCH DEPTH AT TOP OF 2:1 SLOPE 7. AFTER TENSION INSPECTION,PLACE MORTAR µ MA i SETBACK SETBACK-FACE 0MOUND OVER THE TOP OF ROD/PLATE/NUT 11 rr,, b VERTICAL REINF.'%' POFFOOTING TO ADDED DEPTH OF LOCATION BLOCK. OP ONAL CAP BLOCK. KKEY REINFORCING PER BARS PER SCHEDULE FINISHED GRADE I i SCHED TRENCH FOOTING PROTO-11 (5) 9. OONTINU S HORIZONTAL JOINT REINFORCING CONTINUOUS CONCRETE 36• O' 71..CENTER WEB OR ENO FACE SHELL BELOW. SCHEDULE (5)µ COOT SPREAD FOOTING �~; JO 3 11. STEEL PLATE SIZES. l 8'BID.HOOK ATµ BAR, NOTES: IN FOOTING- 3' 8'STD.HOOK {t1; 1 12 72 �3� A 1"PROTO IX1/4'x3'x6" 0'STD HOW AT 05 BAR L DRAINAGE SHOWN ARE AS SHOWN OUR NOTES: A3" I 3 11 4 T B.4"SLUMP PROM 11:1/4'x2 1/Z.S' -71'P - MINIMUM REQUIREMENTS.SFF 'g' -FENCE MAY BE CENTERED ON RETAINING N MAX () �) C.8'PROM 11:1/4'x4 1/2"x6' TRANSVERSE RE J SOILS REPORT IF AVAILABLE WALL AT CONTRACTOR'S OPTION. (2) D.8'SLUMP PROM 11:1/1'x4'xe' PER SCHEDULE N FOR FURTHER INFO, -DRAINAGE SHOWN ARE MINIMUM E.8"PROTO 11:1/Pxe 1/Yxr TRENCH DEPTH AT TOP C'2:1 SLOPE r3W$ SIDE L PLATES M BE PLACED AT THE EDGE OF 8'SiD.HOOK EMBED 8' 14+ .K. h REWIREME FOR SEE SOILS REPORT IF - p INTO FCOTINC w' SETBACK A ADDER DEPTH CH AVAILABLE FOR FURTHER INFO. µ CO T TOP THE CELL 50 THAT THE PLATE BEARS FULLY ON N .B. 3 OF FOOTING TO TRENCH FOOTING c � ANO BOTTOM. THREE SOTS. LOPEd F CONTINUOUS CONCRETE 72 DO NOT USE BOND BEAM BLOCK AT BEARING N 15-115-992/ 36, 0' 15-115-9927 pp,, 15-I:5-5927 8 PLATE LOCATIONS [1, 10 12 5_0 TRENCH FOOTING () (�LJ O 3 Z S4.5 ' 3 S4.2 DALCHIMIN!! Fs (a) �� z- ro) o a W-W TO F-S'HIGH If SQUARE MASONRY PILASTER-LEVEL CONDITION 8'(3'-4'TO 8'-M RETAINING WITH 8'8'-W PROTO II FENCE ON TOP- If(T-4 TO 7-49 PROTO II EXPOSURE C TRENCH FOOTING-MINOR RETAINAGE (>) Y (7) N N o, EXPOSURE C-SPREAD FOOTING-LEVEL BACKFILL(TOE TYPE) FENCE WALL SCHEDULE AT LEVEL SOIL o (------ -- -----' 'H' OESION FUND 6'CONV. CEN7ERm 6 PROTO II PT R00 'D' OESIGN CRITERIA(PER 2013 CBC) NQIES Q O Z �Zwo (1)µ EACH CORNER R TIES AT e'O.C. DESIGN CRITERIA(PER 2D1J CBC): CONVENTIONAL RETAINING WALL SCHEDULE DESIW CRITERIA(PEP 2013 CBC): Mq% E1a' PH CMU HEGHT 71'REBAR HEIGHT SPACING MIN. 1. ALLOWABLE SOIL BEARING (11)(4) �" H O ,n SOLID GLORIED CELLS 1 I______----- 1. ALLOWABLE SOIL BEARING PRESSURE 'R' DESIGN WIND '%'BARS 'B' 'C' PT ROD 1, ALLOWABLE SOIL BEARING PRESSURE C AT 100 7-0- µ AT 32-D.C. PRESSURE-1500 PS'MIN. -( A. PROTO II DTI TO BE USED AT EACH TENSION ROD. � N 1500 PSF MIN. .1No PSF MIN. 5'-4' B'-0' 2'-10' 2. ALLOWABLE SOIL PASSIVE TABS FOR DTI SHOULD FACE UP AGAINST BOTTOM °1 In - 7i ---_____---I 2. ALLOWABLE SOIL PASSIVE PRESSURE MAX EX PH SOIL FACE SPACING 2. ALLOWABLE SOIL PASSIVE PRESSURE 7'-{ 1^ -- PRESSURE-250 PCF MIN. II (12) OF NUT.TABS FULL COLLAPSE No LIGHT PASSES - a ,E o Z ^' JF i -250 PCF MIN. S-4" CAT 100 µ AT 40'O.C. 2'-9- e' 6-O'D.C. .25D PCF MIN. •," 3. ACTIVE PRESSURE-/0 PCF II BETWEEN BOTTOM OF NUT AND(OTI)WHEN PROPER I'-O � _ I 7. SEE SHEET B PRIOR TO START OF 3. ACTIVE PRESSURE-40 PCF MAX. V MAX 11)(4) II (9) TONGUE OF NUT HAS BEEN ACHIEVED. _ Q L __________L CONSTRUCTION. 4'-0" C AT 100 µ AT 32'Oa S-2• 12' 6 0"O.C. C AT 100 2'-0' /4 AT 2C O.C. S'D" 1 6'-U• 2'-II• II ---------- 4. SEE SHEET B AND SHEET C PRIOR 4. SEE SHEET B AND SHEET C B. AS ALTERNATE TO NSUAL INSPECTION OF TABS, 1 1 1. NO VENEER ALLOWED. 4'-8" CAT 10 µAT 21'O.a 3'-7' 14' IV-0`D.C. TO START OF CONSTRUCTION. 8'-C T'i'''. -- PRIOR M START OF II INSPECTION OF NUT TONGUE MAY BE ACHIEIED BY I U- a y 5. FOA INTERMEDIATE HEIGHTS NOT 5'-4" CAT 100 µAT 31'O.C. 4-1' 17' 8'-0'O.C. 5. FOR INTERMEDIATE HEIGHTS NOT i1 1<S - -- --- - CONSTRUCTION. II 9 USE OF A CALIBRATED iGRWE WRENCH,TORQUE O a as OL mo 24'CMU PILASTER 1 SHOWN ON SCHEDULES,USE THE SHOW ON SCHEDULES,USE THE 5 FOR INTERMEDIATE HEIGHTS II () NUTS TO 55 FT-LBS DTI STILL MUST BE PLACED ON •+ HEIGHT PER SCHEDULE 1 PROTO II FENCE S'_O' CAT f00 PS AT 16'O.G 1'-10' 21' B'-0'0.C. C AT 100 2-8' F4 AT 24-O.G W-D' 6 0 S-1' II I �______________� WALL AS OCCURS NEXT HIGHEST WALL HEIGHT. NEXT HIGHEST WALL HEIGHT. NOT SHOWN ON SCHEDULES, ROD IF USING TORQUE WRENCH METHOD.SEE L p 8'-8 Ai USE IN E NEXT HIGHEST DUAL 11 GENERAL NOTE ON SHEET B r MASONRY PILASTER SCHEDULE CAP AND BLOCK PER c.AI [L -- HEIGHT. II G SPECIAL DEPUTY INSPECTOR FULL PERFORM A O H FOOLING FOOTING SHEET C C AT IN S-4' µAT te'0.G. e'-o' e 0 S-Y VISUAL INSPECTION WHEN USING THE On METHOD TO aO i b MAX N REIN R NG .. CONnR THE or IS COLLAPSED VAIN NO UGHT ,4 6'-8- J'-0' (5)µ EACH WAY I f HORIZONTAL JOINT REINF.TOP TWO 9'-4 C Ai'1f^ -- II MM COURSES BELOW PLATE AND AT -- TEAKS�TWEEN THE TABS AND BOTTOM GR NUT,IF I+,L Z w f.AT 1'.: - EE' -.. ...... USING TORQUE FULL IS METHOD,DEPUTY INSPECTOR <m � Y-!' J'-2' (5)µ EACH WAY 24"O.C.BELOW a� > .H 6" SEE SITE C FOR BEARING (10) FULL CONFIRM WALL F TORQUED UI 55 FT-CBS NO r 8'-0' J'-e' (5)µ EACH WAY PPoTO A FENCE WAIT �/Y p VISUAL INSPECTION OF DTI IS REWIRED. 10 g _ _ P057 TENSION PT R PLATE 9ZT L.5.PATENTED 5,794 9 7 PILASTER CAP AS - 8'-0' J'-B' S EACH WAY ( )ROD SEE OD D. INSTALLER MUST HAVE SPECIAL DEPUTY INSPECTION PROM R EMBEDDED INTO FOOTING AS U.S.PATENTED 6431 t/97x'r OCCURS -�1 STEEL PLATE TO BEAR II SHEET B FGR ROD SPECS- _ OF TENSIONING PERFORMED BY WE OF TINE N L_ - _U 24•CMU PILASTER FULLY ON CENTER WEB OR II CENTER IN WALL HONK.POST TENSION(PT)RODS NOT TO OCCUR --- METHODS NOTED ABOVE.SPECIAL DEPUTY INSPECTOR U.S.PATENTED 8,832,048 d' CAP AND BLOC( IN SAME(ELL AS CONVENTIONAL REINFORCNC. 1 r U.S.PATI:NTEO 7,188,453 F END FACE SHELL-SIZE FINISHED GRADE 4:1 MAX S.OPE. PER SHEET C (�0 TO PROVIDE A COMPLETED REPORT TO USTED d /2 TIES AT B'O.a b PER SHEET C 0 FORSURD HAR(S-SILE SHEET B i1 ON GROUT CELLS NTH CONVENTIONAL PARTIES. U.S.PATENTED 7,461,487 I REINFORCING WIRN CONVENTIONAL CMU HEIGHT. --J L_ U.S.PATENTE0.7,481,487 S. SWD GRWTW FINISHED GRADE 4:1 11 PROM 11 FENCE WPLL RETNNING WALL 12' 1/{'xt'x2'EMBED PULE NTH 1/2' �l MAX SLOPE.NO TRACKING NUMBERS: (1)µ EACH CORNER (2)H N BOND 1i BUT BLOWARPLATE(OR(2)1VE PLATE AN12rNU COUPILES = HEET 8.BURCH GNOTE�20 I 20000RSES BELOW PLATREINFED ANG TON YO-- Cj 1 4--11 5-8964 0 RIZONTAL JOINT SOLID GROUTED CELLS BEAM 1 Q FOR MORE INFO. 12 24"O.C.BELOW 15-115-9927 Uh DOWELS TO MATCH AND g GROUT REBAR CELLS SOLID LAP VERTICAL REINFORCING µ VERT.AT 48'O.a AT b Ir 3/4'OPEN GRADED GRAVEL BACKFILL 3"MOVE RETAINED HEIGHT NOTE F�OT(NG ELEVATION AT POST TENSION ROD - N NON-SOL,FACE.DOWEL pp55 7/16"CIA,POST SEE SHEET B INTO FOUNDATION E to DRAINAGE HONK ARE MINIMUM PROTO II FENCE WALL SDR 3I!'CIA PERFORATED PIPE I N CONTINUOUS IN Y DEEP IF AVAILABLE SEE SOILS REPORT Y TENSION RODS T B (('D / YW WEEP HOLES AT PIPE WITH 1%MIN GRADIENT TO SOLD GROUTED BOND BEAM. IF AVMNBLE FOR FURTHER INFO. SEE HEFT B .T Z `f 6•STD.HOOK 8'-0"O.C.AS ALTERNATE APPROVED OUTLET I FINISHED GRADE � TO PERFORATED PIPE U, GEOFABRIC WRAP k VERTICAL REINF.K BARS FOR SDEYARO RETURN WALLS II CENTER IN WALL it - O 2* Ax WHERE DRAINAGE SWALE OCCURS, II CUR Qir INSTALL DRAINAGE BLOCK AT H 2'0 WEEP TOLES AT I 3 ' "� B'-O"O.G AS ALTERNATE SOURCE AT GRADE. it it v d = JOB NUMBER:' 1 THICKENED FOOTING IL •e VERTICAL REINF.'z'BARS I h TO PERFORATED PIPE RIDE II TO PROVIDE 3•MN. ° 15-115-9927 S 4+ t, ,OI TOP OF 2:1 RAPE COVER AS REQUIRED L O O - DEPiIITOP OF SLOPE F001ING F AROUND ARCHON DRAWN: ENGINEER: - OF FOOTING TO OF AOUEDTRENCH BOLT AND NUT U 'n; 8'STD.HOW EMBED 8'INTO FOOTING 3/4'OPEN GRADE NZ AF�d1 _ q 6. J' SAD TH CLp (4)/4 COOT,IN FOOTING AS SHOO GRAVEL BACKFILL MA% N 1. 2" O " CHECKED: SCALE: µ KEY REINFORCING 0'KEY CEOFABRIC WRAP 4 JAD AS NOTED ?m FOOTING NDTH AND WITH STD HOOK AT CWTINUWS CONCRETE REINFORCING PER SCHEDULE 8'-0'RETAINING ONLY SPREAD FOOTING SDR 35 4'CIA EO 0 WW 12 jg n•; (y) ry PERFORATED PIPE PIPE c NTH 1%MIN.GRADIENT µ CONEE CIE 1 / DATE: NOTES TO APPROVED OUTLET AND BOTTON p I]q�H THICKENED FOOTING TO PAD CONGRETE SETTINGG -PENCE MAY BE CENTERED ON RETAINING 15 115 9927 15.1'15-9927 PROVIDE S MIN.COVIIR 11 10 15 v cv WALL AT CONTRACTOR'S OPTION. AS REQUIRED AROUND 7/16'DIA POST TENSION / / c 1B -gtAINA(XE SHOWN ARE MINIMUM q ��"� qq ��"� ANCHOR BOLT AND NUT BE�WON RODS(PT)SEE SHEET B SHEET: �S S 6,3 REOUIABLE FOR SEE SOILS REPORT IF S4•.3 1" H`=�F CONTINUOUS WGRE7E pAYOLINro MIN. S 3.1 O CENTER IN WALL D AVAILABLE FGR FURTHER INFO. COOT TRENCH FOOTING OF 1 i ...._.....I.. ...........17' 1 I [ _.7i l �I il I L��IELII€��I�IfiBl��li���1111�I�IIIiI������I�1ilillll' IVIIffi�l��ll�1f�G�f��II�fI�II�i���IT 1 ii li II I il i i�fi I�1 i�i,1 ��6�191I�f .._._.... 77 7F. REVISIONS REV. SHT. DESCRIPTION DATE BY LANDS APE AR HI &rAeTNFRs INc CTS 7r.' ES7E 34-W COAST HIGHWAY, Q DAN COAST HIGHWAY,SUITE926 200 1 DANA POINT,CALIFORNIAAX(9492443 (949)44}igg5 FAX(949)44}7631 7 _�. . 4 Q2 LAND SCgp ��4-�M.Murphu,Fq,Qc igna re 7-31-i6 Renewal e LA -F � � H � CA Q ✓' Date GF qrf CAUfO�� 9 Q These drawings and the accompanying specifications are the exclusive property of Summers Murphy & Partners, Inc. and their use and publi- $UBMITiED FOR APPROVAL cation shall be restricted to the E N C E 1rF=__`* LA DATE original site for which they APPROVED were prepared. Re-use, WALLFN `53' DATE methrepro- duction of publication whole ora any is RELEASED FOR BID proh bRedn except by pw t�ten DATE permission from Summers/ CONSTRUCTION SET ISSUED Murphy & Partners, Inc. DATE SITE OBSERVATION NOTES CONSTRUCTION NOTES AND LEGEND VICINITY MAP CONSULTANTS Z 0 GENERAL NOTES OWNER/DEVELOPER LANDSCAPE ARCHITECT FAR WEST INDUSTRIES SUMMERS MURPHY&PARTNERS,INC. °C 1. THE INTENT OF THE DESIGN,THESE PLANS,DETAILS,NOTES,AND SPECIFICATIONS IS TO 2922 DAIMLER ST. 34197 COAST HIGHWAY-SUITE 200 PROVIDE THE CLIENT WITH A COMPLETED INSTALLATION OF SUPERIOR QUALITY. 2. CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR ANY DAMAGES IMPOSED TO SANTA ANA,CA DANA POINT,CA 92629 p ANY EXISTING UTILITIES,CONSTRUCTION OR OTHER AMENITIES,DUE TO THE ACTIONS PROJECT SITE PHONE:(949)224-1970 PHONE:(949)443-1446 Q Q a a Q a OF THE CONTRACTOR,THE CONTRACTOR'S EMPLOYEES AND/OR THE FAX:(949)224-1963 FAX:949-443-1631 SUB-CONTRACTORS.VERIFYALL EXISTING CONDITIONS,INCLUDING UTILITIES PRIOR TO CONTACT:JORGE ALVAREZ CONTACT:KENTON MIERSMA COMMENCING WORK. 3. CONTRACTOR SHALL CONTACT UNDERGROUND SERVICE ALERT(800)422-4133 TO /� I LOCATE ALL UNDERGROUND UTILITIES PRIOR TO EXCAVATING. 15 i CIVIL ENGINEER ARCHITECT 4. ALL WORK SHALL CONFORM TO THE ATTACHED CONTRACT DOCUMENTS AND --- r—1 SPECIFICATIONS,AND PER GOVERNING CODES AND/OR ORDINANCES.SUBSTITUTES ___ TTG MARK GROSS&ASSOCIATES,INC. WILL NOT BE PERMITTED UNLESS SPECIFICALLYAPPROVED IN WRITING BY THE RD r r 222 S.HARBOR BOULEVARD,SUITE 800 8881 RESEARCH DRIVE LANDSCAPE ARCHITECT AND/OR OWNER IN ADVANCE. _ —" --_—_ ANAHEIM,CA 92805 IRVINE,CA 92618 5. MAINTENANCE RESPONSIBILITY:ALL IMPROVEMENTS INSTALLED AS SHOWN ON THESE PHONE:(909)477-6915 PHONE:(949)387-3800 DRAWINGS ARE ON COMMUNITY PROPERTYAND WILL BE MAINTAINED BYA FAX:(909)477-6916 FAX:(949)387-7800 HOMEOWNER ASSOCIATION , 4yae 6. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS,FEES,LICENSES AND CONTACT:DAMES BUDKE CONTACT:DOUG MCBETH INSPECTIONS NECESSARY FOR INSTALLATION OF THE WORK. ARDUMOOD WAY 7. THE CONTRACTOR SHALL ARRANGE A MEETING ON SITE WITH ALL UTILITY COMPANIES (n INCLUDING POWER,WATER,SEWER,FLOOD CONTROL,PRIOR TO THE START OF WORK. I STRUCTURAL ENGINEER LJ.I OBTAIN FROM THE UTILITY COMPANIES THE SPECIFIC REQUIREMENTS RELATING TO WALLS,FENCES,MOWSTRIPS&PILASTERS ADJACENT TO AND AROUND THESE ABOVE —"J GOUVIS ENGINEERING AND BELOW GROUND FACILITIES.MAINTAIN SEPARATIONS BETWEEN WALLS&FENCES 4400 CAMPUS DRIVE AND UTILITIES AS REQUIRED OF THESE AGENCIES. SUBMIT TO THE LANDSCAPE NEWPORT BEACH,CA ARCHITECT WITHIN SEVEN DAYS OF THE ABOVE REFERENCED MEETING A LISTING OF ' PHONE:949 752-1612 O REQUIREMENTS THAT MAY COMPROMISE THE LOCATIONS OFANY WALLS,FENCES, 15 ti FAX:949-752-5321 MOWSTRIPS OR PILASTERS AS DEFINED ON THE CONSTRUCTION DOCUMENTS. LAKE ELSINORE.. ® CONTACT:HUAN NGUYEN Z ARRANGE FORA MEETING ON SITE WITH THE LANDSCAPE ARCHITECT AND CIVIL ENGINEER PRIOR TO THE INSTALLATION OF ABOVE OR BELOW GROUND UTILITIES THAT NORTH V WILL OCCUR WITHIN THE LANDSCAPED AREAS TO REVIEW PLACEMENT OF THESE W O 13) FACILITIES. ASSUME ALL RESPONSIBILITY FOR RELOCATION OFANYABOVE OR BELOW W �_ Z GROUND THAT DO NOT COMPLY WITH THE ABOVE REQUIREMENTS. 8. THE CONTRACTOR SHALL NOTIFY THE INSPECTOR MIN.24 HOURS IN ADVANCE OF ANY Q Q N.._ REQUIRED INSPECTION. 9. THE CONTRACTOR SHALL NOTIFY THE LANDSCAPE ARCHITECT MIN.48 HOURS IN Z 04 H ADVANCE OF ANY DESIRED OBSERVATION. 3 Q 65 Q qt 10, THESE PLANS,DRAWINGS AND DETAILS ARE THE SOLE PROPERTYAND COPYRIGHT OF O LL N CD v SUMMERS MURPHY&PARTNERS,INC.AND SHALL NOT BE USED FOR ANY OTHER WORK EXCEPT BY WRITTEN AUTHORIZATION BY SUMMERS MURPHY&PARTNERS,INC. 11. WRITTEN DIMENSIONS SHALL TAKE PREFERENCE OVER SCALED DIMENSIONS,AND SHALL BE VERIFIED BY CONTRACTOR ON THE SITE PRIOR TO INSTALLATION.IF ANY DISCREPANCIES EXIST THEY SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER/LANDSCAPE ARCHITECT PRIOR TO COMMENCEMENT OF WORK. 12.A SEPARATE PERMIT IS REQUIRED FOR SIGNS AND SITE WALLS. KEYMAP SHEET INDEX E 1 X`/ 13.ALL WORK WILL BE DONE IN COMPLIANCE WITH THE LATEST EDITIONS OF THE UNIFORM I BUILDING CODE,UNIFORM PLUMBING CODE,AND UNIFORM MECHANICAL CODE,AND NATIONAL ELECTRICAL CODE,AS APPLICABLE. 14.ALL WORK SHALL CONFORM TO THE CITY OF LAKE ELSINORE STANDARD PLANS AND SHEET NO. SHEET DESCRIPTION LANDSCAPE GUIDELINES. cm 15.APPROVED PLANS AND SPECIFICATIONS,AS APPLICABLE SHALL BE AT JOB SITE T-01 TITLE SHEET LOCATION AT ALL TIMES. (n 16.ALL WORK SHALL CONFORM TO CITY STANDARDS AND THESE PLANS.IN CASE OF ZQ CONFLICT,THESE PLANS SHALL PREVAIL. LC-O t0 LC-O3 WALL&FENCE PLAN U J 17. NOTES ARE DIRECTED TO THE WORK OF THE CONTRACTOR UNLESS OTHERWISE NOTED ON THE PLANS. I / _� \' LC 04 CONSTRUCTION DETAILS UJI W 18. CONTRACTOR SHALL VERIFY WITH LANDSCAPE ARCHITECT,SUMMERS MURPHY& / Ix LC 05 CONSTRUCTION SPECIFICATIONS U PARTNERS,INC,PRIOR TO THE START OF WORK,THAT PLANS ARE CURRENT AND �— \ 1 p C N O Z APPROVED.19. THESEPLANS ARE BASED ON IMPROVEMENT PLANS BY TTG INC.'S CIVIL INFORMATION �b J \� ADS C �+ t - ''Vn tO��{{r�`— W (0 0) LWL. CONTAINED WITHIN THESE PLANS ARE FOR REFERENCE ONLY. / \ CITY i',' �`t j 1 /1 1 F- M Wad 20.THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING HIS WORK WITH OTHER JQ LC-02 9 �! G G W U W J TRADES. � w Q Y J 21.ALL MATERIAL SHALL BE NEW UNLESS OTHERWISE SPECIFIED. J Q � Q 22.THE CONTRACTOR SHALL IMMEDIATELY UPON BEING AWARDED THE CONTRACT,MAKE ANYARRANGEMENTS NECESSARY TO INSURE THAT ALL MATERIALS AND SUPPLIES WILL �[ BE AVAILABLE WHEN NEEDED FOR THIS PROJECT. D _ 23.ADDITIONS AND/OR DECISIONS OF MATERIAL AND/OR LABOR SHALL BE MADE AT UNIT (, i' 2 SHEET DESCRIPTION PRICES ESTABLISHED WITH THE CONTRACTOR PRIOR TO BEGINNING THE WORK. \ 24.DETERMINATION OF"EQUAL"SUBSTITUTIONS SHALL BE MADE ONLY BY THE OWNER P9 O� TITLE AND/OR LANDSCAPE ARCHITECT. / p 'LC-03' - of Lake EisilTura SHEET \. i FO ��P�SGO —� .arty D9v9ts9on Appravai lanning LC-01 Approved BY!---. DESIGNED SMP AO DRAWN CN Oj r OpO n CHECKED KM �f a 1st SUB. 07/21/2015 PR ® 0 DATE JOB NO. 742190 NORTH IN.' CAD FILE SHEET NUMBER Eli3 T 01 Knowwhafs itsluw. Call before you d1g. / WALL AND FENCE LEGEND/FINISH SCHEDULE SYMBOL DESCRIPTION DETAIL I SHEET ............ VINYL VINYL FENCE 4, LC-04 � 6' / VINYL FENCE: -0"HEIGHT .., / v�( �"V COLOR: TAN '4 CAP: DOMED SUMMERS/MURPHY d PARTNERS,INC LANDSCAPE ARCHITECTS �•• S ® VINYL FENCE ON RETAINING WALL 1, LC-04 34197 COAST HIGHWAY,SUITE 200 VINYL FENCE: 6-0"HEIGHT DANA POINT,CALIFORNIA 92629 COLOR: TAN (949)443.1446 FAX(949)443.1631 CAP: DOMED tK // / O , / ,�• / O ......••..•.••••..••.... PERIMETER BLOCK WALL(REFER TO PLANS BY CIVIL -- \_pI4DSC,4p�, C ^I / \ �., ® •.,�„Y (.1 p ENGINEER) qF C1. Murp/u, .1- ® BLOCK: 6"x 8"x 16"CMU DECORATIVE BLOCK ✓ 5 ?� // / Q� ♦♦� ''� PLAN 3C BLOCK COLOR: AS SELECTED BY OWNER 1402.9' , �• GROUT: AS SELECTED BY OWNER igna ure I/ '�� ��� 9♦ ® �� / ® A�� ® PERIMETER BLOCK WALL ON RETAINING WALL (REFER TO PLANS BY CIVIL ENGINEER) BLOCK: 6"x 8"x 16"CMU DECORATIVE BLOCK T Dale �P BLOCK v/ ♦�j/ �''�•.� � yy"�,, G OUTCO OR: AS SELECTED SELECTED BYO OWNER �lFOFCAIIFO�a These drawings/ and the/ / ♦♦® LOT 48, PRIVATE HOMEOWNER RETAINING WALL __ accompanying specifications ♦I erty of PLAN 2B oQ / o �•y . (REFER TO PLANS BY CIVIL ENGINEER) Summers/Murphy &r Partne s, ♦ �•, Inc. and their use and 1403.E OQ —___.._ REDWOOD HEADER 7, LC-04 publi— cation shall be restricted to the ♦ A �, }' original site for which they CALLOUT DESCRIPTION DETAIL/SHEET were prepared. Re—use, repro— duction of publication a any S-1 VINYL GATE 2, LC-04 method, in whole b part, is l �., -- prohibited erm)permission except Summers written LOT 21 S-2 PRIVATE HOMEOWNER RETAINING WALL D / I° •/ , (REFER TO PLANS BY CIVIL ENGINEER) Murphy & Partners, Inc. � � ♦ LOT \ PLAN 1C ''� p Y P1404 LAN 3 ° 1403.9 �� ® t S-3 PRIMARY MONUMENT PILASTER 5, LC-04 / �O ♦, / 0\ �� '� A ,\ ••� ''� STONE VENEER: VENETO FIELDLEDGE BY ELDORADO STONE CAP: P.I.P./REFER TO DETAIL FOR DIMENSIONS CAP COLOR: DAVIS COLORS OMAHA TAN / / / - �- \� j //''���� \ �'• S-4 SECONDARY MONUMENT PILASTER 6, LC-04 / / ��� \ Q•► \ \ f LOT 22 / STONE VENEER: VENETO FIELDLEDGE BY ELDORADO STONE LOT 46 ('�' PLAN 3A ,�••'``;� CAP: P.I.P./REFER TO DETAIL FOR DIMENSIONS PLAN 3B / ✓ \ - 1404.E i �• �® CAP COLOR: DAVIS COLORS OMAHA TAN 1405.0 V♦'�•y _ \'//A V �� S-5 REDWOOD HEADER 7, LC-04 O i N% ♦♦�j i ' LOT 45 LOT 23 PLAN,2A PLAN 2B � i� 14054,, y \ S ✓,`, 41 1406.5 ° P aaaaaa ♦i O � � � � � LOT ♦ �. o LAN 2A 1404.1 rl, � o LOT 24 PLAN 3C 1406.3 PLAN 1 B - \i \ \\ 44 PLAN 3C I I I ® f fi 1405.0' o •.♦ \ i I A• \ C) LO !n ,O�i \ \\ ✓"j..r'"'.r•� 00\\ \ \\ \ o LOT 33 \ \ \ /\V\%, LOT 25 ? Q ti �j� �•�r \ LOT 36 PLAN 2C 00 A:,� PLAN 2A �i N \ \ \ PLAN 3A 1406.1, \ dl\ 14'08.5 Z y PLOT 43LAN 1A A A 1407:5 \ Q� \ .A d) W J d ( C.) O Cs N; •^ :'� Cn F- 1406.3 ® L � W Z �° Q N o \ \ Lor z6 ,• zd d k� \ � O LL CV fA v� \ �` c' ° LOT 32 141:1.8 O� LOT 42 \ o �A PLAN 3A \ \ X \ PLAN 313 \_100 \ 1 !� �\ � �� 0 LOT 41 p � I \ �\/✓'� LOT 27 ��S � Q v\,� /����� � �� /o �407.9' �, �� '•LOT 31 1415.E ''y'� 0) O 1 PLAN 26 � Cr'O) V �\ i `�` 1412.2 O� \ Z 01 vv �\ wa. LOT 40CM z PLAN 3C ° \ s° LOT 28 (0 Z w i i 1409.3,. \ 00 PLAN 1A FL— M J LL LOT 30 \ 1418.5 ® w od PLAN 3C J \ \\ �� �� K , �, \ \ i✓ / / //� �"®i 1415.8 \ \ ® L � YQ \`\ \\ \ '®, \'; \ •,� \ — ! sa / -'. sa \ ' ♦ SHEET DESCRIPTION LOT 39 no / ° \ �� •r / i �'^; PLAN 1 B U ° LOT 37 j \ \ \ q a<' './ '.,♦� // \ cj�j\'� w• 1410.6 o PLAN 3e WALL&FENCE J 1414.4 � o LOT29 D� \ �"... _ + .♦ PLAN LAN 2 O `' LOT 38 PLAN 2A �f \ \ PLAN 2C ® \\ O \ ��ss, / //�,, DESIGNED �\ --- 9 \ !' sa DRAWN CN I r _ CHECKED KM � OZ \ >\0� \ ® o /i / / �� DATE B 07/21/2015 JOB NO, 742190 CAD FILE �v /M d i >� \ '' \ �.. y`,,�`� o` � � "'.•... � ..,,,«° 1�1F '� ♦♦�'♦♦ , '►�� r SHEET NUMBER ",� �`�,< ,: , ,.,�P� o �®►�. �\ \;' � •�, _ � �.......•...,.�......•...u. -;�, ALE. 1 =20 o /� -. jam, �® SC �- �� - M Know whatsbelow. �a�a�a•-L���n®n�n�Isom �!-I �— NORTH Call bdore you dig, NORTH \ ' 0 10 20 40 60 I ' '' I �i I I li �I I'I'I�P Il�llllll�'11.16JiCP.I III 16 li �llllll llJll�!lI0�II01011111�111�lllllllllllll'Ilfllllll�>I>7>,�III'I�ID�I�I�I�Illflll�lllll�f�Ili,.f ' I. _I NJI I I II I i I IIIII I6 L f h' . I�Ohl I � li�fii i I i', 1 i� ii '1�1 �I I I I I . L i LI III \ _ „ --- , Illl l,I �� LI1 1I,.,.�.I 1 I � 1 1I1 � I�IJllill : :I 'I WALL AND FENCE LEGEND/FINISH SCHEDULE J. SYMBOL DESCRIPTION - DETAIL/SHEET ......... VINYL FENCE 4, LC-04'. VINYL FENCE: 6'-0"HEIGHT �_..!! � ..�,\' ®° �� \ COLOR. TAN CAP: DOMED ' \ °° �.� LINOSCAPE ARCHITECTS TNER`;.INC. \\ ,q° -- VINYL FENCE ON RETAINING WALL 1, LC-04 34197 COAST HIGHWAY,SUITE zoo { �® / n / 1� ' _ .. '•• °�,. �.t VINYL FENCE: 6'-0"HEIGHT ID A POINT,CAUF�ORNIA 92629 1. COLOR: TAN (949)4431446 FAX(949)443-1631 I CAP: DOMED { / / / - `�..�✓,;`,.,°I PERIMETER BLOCK WALL(REFER TO PLANS BY CIVIL - 1,p.NDSCAP j j ENGINEER) QF'0 M.MurpyyFgp _'., BLOCK::6"x 8"x 16"CMU DECORATIVE BLOCK r \ BLOCK COLOR:AS SELECTED BY OWNER v ��/ / -�\ 8• GROUT:'AS SELECTED BY OWNER n �y �•••• •� PERIMETER BLOCK WALL ON RETAINING WALL' �., r + I / : .\, ••.!; C��`; O \ (REFER TO PLANS BY CIVIL ENGINEER) : # jepji Sate *. /�v' / I - ", x/ "•,��,., \. BLOCK: 6"x 8"x 16"CMU DECORATIVE BLOCK slq ,` y! ' /"// J \` •0,3•�° ��/�� �� BLOCK COLOR:AS SELECTED BY OWNER lFOFCALIFOR .GROUT:.AS SELECTED BY OWNER j. These drawings and/or the r T l PRIVATE HOMEOWNER RETAINING WALL accompanying specifications ' I pLp,N 3B / ®, ✓/,/,/ \ {REFER TO PLANS BY CIVIL ENGINEER) are the exclusive property of � Q Summers/Murphy.& Partners, \� REDWOOD HEADER 7, LC-04 Inc.-and then use and publi I cation shall:be restricted to the / 1 :€� / �®•- \ CALLOUT DESCRIPTION original site for which they DETAIL/SHEET 'were prepared. Re-use, repro duction or publication by any v S-1 VINYL GATE 2, LC-04 :method, in whole or art, is prohibited except by-written LOT 58 � +:; S-2 PRIVATE HOMEOWNER RETAINING WALL - permission.from Sumers PLAN 1A A,. o°� REF permission h &'P // 4'j,., ;�� i �,� ;;r I. •• -. , f �..; �,..o�, q., y� (REFER TO PLANS BY ENGINEER) P Y Partners, l i LOT 56 PLAN 1C \ �\ 5-3 PRIMARY MONUMENT PILASTER i STONE VENEER::VENETO FIELDLEDGE BY ELDORADO STONE Al. 1 '. !'�-�� I - o 405•5 -% "� f � ` � \ o,�^+.., v ` �� V CAP: P.LR/:REFER TO DETAIL FOR DIMENSIONS '..� /' �/� y ,� i `�:: A V?'•�°° A: ,. ,A CAP COLOR: DAVIS COLORS OMAHA TAN ; S4 SECONDARY MONUMENT PILASTER 6, LC-04 i - y-.� j E '\ 7 �.,•� �� ,s, A ,..,A� STONE VENEER:VENETO FIELDLEDGE BY ELDORADO STONE ' /`/. 1 �� i /' '�• - �''o�`., ® "�? CAP:P.I.P./REFER TO DETAIL FOR DIMENSIONS LOT59' CAPCOLOR: DAVISCOLORSOMAHATAN - I '�.. �. 3 � A\ S-5REDWOOD HEADER 1406.4 \ .° 7, LC-04 O LOT 55 PLAN 2B/ \ O ` LOT 60 I \r PLAN 26 14'07.3 X a a a I / /. / f \ / � >,,_ r /' / ® LOT 54 \\ \ , `/ / <. PLAN 3C �-.. o I N rV••,, V LOT 61 / ` 1 s s �\ I-- /: ,/ ,�' e v' �/� r ram. ` V / C vJ PLAN3A �� '� � �'''', �`°°��'.A O V ` ` \ O �L1. O Z O) / �Cv/ LA 3A Al F- LOT 62 \ E � C0 J d S 52 11 PLAN1B, A LLI 1408.1' .w _ Z d L 14Q2.7. '` o; 1 ` ce 0 Q N z cm N O LOT Q y) Q d PLAN 1C ®� \ O LL N W 1411.6 PLANK /r 1402:4` S-5 ®G��J / / \ V ' �� /, ,r ' . LOT 50,,' � .• 00 / . . O f 'PLAN 3B /,'� � � � ���� � ' I, / % PLAN 3A A O .• (j� 0000 1403.8 o M Z d40, t CC It 0 �! \ \ i ti C0 cn ch 1 w ° CrPLAN 2B L LOT O \ SHEET DESCRIPTION 10, n I I WALL&FENCE � \ Or LOT 19 \\: PLAN PLAN 1A 9403.9.' DESIGNED DRAWN CN � , �+ ; CHECKED � � � � ��"< ✓� �, O ' � � KM it _�, 4' •�, ® ® 1st SUB. DATE 07/21/2015 JOB NO. 742190 CAD FILE — SHEET NUMBER SCALE: 1"—20' KnoWwhanee w. � LC-02 NORTH Call before you dig. NORTH o 10 20 ao 60 I T 7PLr..I,II 0I I II - I I � I I I 11 I I�' IIIIII I d�I � I ��� � � \ \ WALL AND FENCE LEGEND/FINISH SCHEDULE SYMBOL DESCRIPTION DETAIL SHEETjIF VINYLFENCE E 4, LC-04F ._.._.�_._ �� \ COLOR:VINYL �TAN 8'-0"HEIGHT VAS V� � �. CAP: DOMED SUMMERS/MURPHY&.PARTNERS,INC LANDSCAPE ARCHITECTS -••---•-•-•- VINYL FENCE ON RETAINING WALL 1, LC-04 34197 COAST HIGHWAY,SUITE 200 DANA POINT,CALIFORN]A 92629 -VINYL FENCE: 6'-0"HEIGHT (949)443.1446 FAX(949)4431631 COLOR: TAN CAP: DOMED LOT 63, oog� \;�� ° A ��. ................... PERIMETER BLOCK WALL REFER TO PLANS BY CIVIL -- \•pNDSCgp �� ,ey �4099LAN � � �� '� � \ ENGINEER) � " ' "' �V �` � v e®� V BLOCK. 6 x 8 x 16 CMU DECORATIVE BLOCK •^ - �' A CJ.r \ V ' BLOCK COLOR:AS SELECTED BY OWNER GROUT: AS SELECTED-BYOWNER PERIMETER BLOCK WALL ON RETAINING WALL Rene1 Date ,1 �• �i. ��- A:I -- J-21-15 1 "' (REFER TO PLANS BY CIVIL ENGINEER) v r. v'' LOT3 \ sq BLOCK:: 6".x 8"x 16"CMU DECORATIVE BLOCK T Tf- Dais OR vP _ / LOT 64 �14'1.2.3 �i A. BLOCK COLOR: AS SELECTED BY OWNER OF CALIF ,.�. PLAN 1A P �. A GROUT: AS SELECTED BY OWNER hese drawings and/or the- _, T 1411.0,•" - "r ° Y �i .l" PRIVATE HOMEOWNER RETAINING WALL __ accompanying specifications � 'v" \� (REFER TO PLANS BY CIVIL ENGINEER) are the exclusive property of I / I•.o - Summers/Murphy &.Partners, �.. -REDWOOD HEADER 7. LC-04 Publi Inc. and their use and _ \ cation shall be restricted to thei original site for which they CALLOUT DESCRIPTION DETAIL SHEET were prepared. Re-use,'repro- publication by any ` \'• •� COT4'. ;A� =.� 'S-1 VINYL GATE 2,LC-04 method, in whole or part, is y \ PLAN 2A .prohibited :except by written j LOT 65 \ � ''z ��` S-2 PRIVATE HOMEOWNER RETAINING WALL _ Murphy from errs, Inc.s/ Murphy & Partners, In LOT 73 %� i PLAN 3C ;'' V � 1412,8 � (REFER TO PLANS BY CIVIL ENGINEER) ' PLAN 2A 14�1.6 ° ". �\;°ji�. � \. S-3 PRIMARY MONUMENT PILASTER ,5, LC-04 140,5.0- ° '' /Y` .' \ \ o A �;, A.. v. .STONE VENEER::VENETO FIELDLEDGE BY ELDORADO STONE �X �••� V`., ,._ `i. `y, N A�.', CAP::P.I:RY REFER TO DETAIL FOR DIMENSIONS CAP COLOR: DAVIS COLORS OMAHA,. TAN S-4 SECONDARY MONUMENT PILASTER 6, LC-04 ,,`- i' O ,`.,,,•V O o A STONE VENEER:VENETO FIELDLEDGE BY ELDORADO STONE a CAP:P.I.RJ REFER TO DETAIL FOR DIMENSIONS LOT 5I -� V CAP COLOR: DAVIS COLORS OMAHATAN LOT 72 �� PLAN 3C� ® A� Z tOT 66. \ 1413.4.� - ,�, S-5 REDWOOD HEADER 7, LC-04 0 1405,1 i PLAN 1 B \ y 1412.3 X LOT 6 v. A COT 71 t' PLAN 3A PLAN 1A \ \ ti 1407,4 \: LOT 18 f \ o � PLAN3C: 1405.2 'A `, . ! ° �pnA \ o °; ` I %P \ LOT 7 PLAN 2B PLAN 26 `V 1414.3 �:+. LOT17 O yy, i. 1408.E PLAN3A PLAN 2A r' 00� \ 413:7 \ �' W 1406.81 O . \ \ O \ 1 �� ♦ F— Z C0 O) \:.` ° \ PLAN 1C �,. s� 1 �„�-.•q \ �i F- W U O 1 LOT 16 y v 1409.9 �, I v V J "1 O 1 O Y' PLAN 3B % I W 2_ Z I N 1408.5 ��-� �j Q Q N �% tea•' y�` ( LOT8 � `.V O Q N PLAN 3C �'. Z N 0) Q d w V / ✓O �A� ��_ 0 LL N fq O : LOT 15 ss PLAN 1A \ / o PLAN 2A �!..•e/ ; - i ° �1414,6 �,s♦ i o LOT10 1413.9 " QZ LOT,11 ° a /�: a� (� P14128g y�o�ao LL 0 04 0 1410.5J" p ' i y�oa CO Z W O O s o ;PLAN 2C ® ✓ :y ei i W M J CO W LU ad W U W J I 4N 1 � LOT 1$ 0 O Im Y Q PLAN 3A ® i �oo ��(� a H f— SHEET DESCRIPTION ' f i WALL&FENCE i / O ✓ moo® / PLAN _` \ r j .' ��b' s ( �, � y � m•' od DESIGNED y ��"J � - i a DRAWN ��' � ��., / � n•�� /v ;>.> .��!ter- � �i �. L CN a /\� �, � , ,• � Y i � :y "o�� O / / CHECKED KM ; ,� O / 1st SUB. •, l.� A. �� .- - � ♦ � j DATE 07/21/2015 r v,-� ♦ <, JOB NO. '. 742190 , - CAD FILE 1 . _ - ♦ i to �.>, .. �„ : e^.� v � •., .,. 9� � g 2.-` A. 1 � 1 ' a\,`�, r „ � ," ��`.:..� -,: m`• o / SHEET NUMBER SCALE. 1 20 Y LC 03 SSG Know what's below. ,�4.•' oo i �� "--� i �/ NORTH o 10 20 aD so j _ NORTH Call before you dig. , I � �� _ �T. �r . I a I II i I I I I UI II II I I I IIf , I I I I „ I , I IL I I -L�I� __ --L_I i IIIIIL, I l_L II II I u I,I.III I III LI I IL, L , II I II L I I . 114. IIII I I �11,I1._ I L IIL��.111IL_ ill1LLJ i_L� LrIII ,I h IIII�II17iI I lr l Lr I Ilil p I" II� a! I II II Ia I �I I I [ i i I I I a 8'_0^ LEGEND 1 a I 1 1. 2"BLOCK CAP TO MATCH WALL TTV NOTES: 6 •. WOOD SHALL BE ROUGH CONSTRUCTION 2 2. 6x8x16 CMU BLOCK SUMMER11 RPHY k PARTNERS,INC I HEART REDWOOD. - IANDSCAPE ARCHf�ECfS 1 r` 34197 COAST HIGHWAY,SUITE 2DO (2)NAILS PER STAKE MINIMUM. BE iBD GALV.COMMON 1 - - -- - - 3. FINISH GRADE DANA POR"1F,CALIFORNIA 92629 -NAILS RT SPLICES MINIMUM. (949)443-1M6 FAX(949)443-1631• NAILS AT SPLICES SHALL BE BD GALV.COMMON. 4: DOME CAP j 3 ` 5. 2X7 TOP&BOTTOM RAIL U,NDSCgp I r` o - GM:MuPhyF9,Pc - m 6. 5X5 VINYL POST ��` 7. ATTACH TO RETAINING WALL PER ignotun, -III; I 7-31-18 5 STRUCTURAL ENGINEER RECOMENDATION RenewaTDate 51 * 7-21-15 * '' 2 a s 1 8. CONCRETE FOOTING PER STRUCTURAL �rgre ENGINEER. OF OALIV SECTION VIEW 5 - !''' - 3 These drawings and/or th SCALE:1-1/2"=1'-0 k�T ,I IIII 6 9. COMPACTED SUBGRADE PER SOILS REPORT accompanying specification: l• ' - �- `'sll o ,zf= `D are the exclusive.property of 11 k III :. ,:. - _L .. -,py.. 1 - ,. .. ,- .Summers/Murphy& Partners LEGEND ' akl SECTION/ELEVATION VIEW ' nc: and their use and publiL 1 2x4 0R 2 1z4 FOR STRAIGHT R NS mm L . SECTION VIEW cation shall be restncted to dhe -- - original she for which they OOU SCALE.1/2 -1-0 `G SCALE:1/2'=1'-0" were 2. FINISH GRADE-SHRUB AREA p v NOTE were n or publication by any LEGENDS III method in wholeord. e, repro-rots 3. DECOMPOSED GRANITE-REFER TO FINISH a REFER TO STRUCTURAL prohibited except by written ENGINEER'S DRAWINGS FOR ALL permission from Summers/ SCHEDULE 1. DOME CAP Murphy &'Partners Inc. NOTE: L _ INFORMATION PERTAINING TO P Y 4. 2X2x18 REDWOOD STAKE AT 36'O.C.(ALTERNATE 2. 2X7 TOP&BOTTOM RAIL VINYL COLOR TO MATCH ADJACENT BLOCK WALL B =---I REINFORCEMENT,FOOTING SIZE, 2x4x18 REDWOOD STAKE AT 48"O.C.) 3. 5X5 VINYL POST AND COVER. 5. FILTER FABRIC - 4. 6"TONGUE&GROOVE B ,, III =. _III (,? COORDINATE WALL DRAINAGE WITH AVAILABLE THROUGH FENCEWORKS INC: a CIVIL ENGINEER'S DETAILS 5. FINISH GRADE 1-800-350-5620 - 6. 8X24 DOMED CONCRETE FOOTING-REFER TO STRUCTURAL ENGINEER'S DRAWINGS 4 SECTION VIEW a i SCALE:3/4"=1'_0" -I ° OZ 7 REDWOOD HEADER SQ 4 VINYL FENCE 1 VINYL FENCE ON RETAINING WALL r P.I.P.CAP ENLARGEMENT rTlo 1 vz„_1,_0„ 1/2" 1,� Orr EQ. ' EQ. LEGEND I PLACE co LEGEND aQQQQQ CONCRETE 1 CAP 1. HOUSE WALL. 3 2. 2 X 4 VINYL JAMB.SECURE W/3/8"DIA. 2. CMU BLOCK CONSTRUCTION 2 X3 LONG LAG BOLTS AND EXPANSION SHIELDS. as 3. STONE VENEER PER FINISH 8 4 5 SCHEDULE 3. USE XWASHERS ROUTED RAILS BOLT. 2 z e 7 CI 6 4. 5"SQ.DOME CAP ( ) 4. FINISH GRADE JI Pll it, _ 5. CONCRETE j 5. LOCKING METAL GATE LATCH s - ETE FOOTING PER 6. VINYL WALL-REFER TO PLAN j STRUCT URAL ENGINEER. g 7. 5"SQ.GATE VERTICALS W/POCKETS 6. COMPACTED SUBGRADE PER o 8. TWO(21 HEAVY DUTY METAL ui SOILS REPORT 3 'T'TYPE HINGES, 9. 1"U-CHANNELS(2)' _ 7 SIGNAGESS IGNAGE CONSULTANT INSERT PER 2^ t0 10. FINISH GRADE. (n I o� 8. ADJACENT PERIMETER LID WALL O� 5 P di c° 4 - - - NOTEI.. VAR IES CC O NWVr. REFER TO STRUCTURAL LI J 2 Z a 4 �� I� ENGINEER'S DRAWINGS FOR ALL Q Q N as INFORMATION PERTAINING TO 6 In Q CV _ REINFORCEMENT,FOOTING SIZE, WCC CM (ICI d 4 R. Q CV Z I I AND COVE ELEVATION VIEW 8 ELEVATION VIEW O ¢ CA ° „_ NOTE:, AVAILABLE THROUGH FENCEWORK N M.. a , „_, COORDINATE WALL DRAINAGE WITH SCALE.1/2-1-0 S INC. a° ° G° SCALE:3/4 -1-0 CIVIL ENGINEER'S DETAILS 1-800-350-5620 III- 4 SECTION VIEW s SCALE:3/4"=1'_U" 5 PRIMARY MONUMENT PILASTER 2 VINYL GATE CV P.I.P.CAP ENLARGEMENT Qy„ ;;T LEGEND 1 1/2"=1'_0" .w e r Tco 1/2" n 4" 2 SQ 1. POURED IN PLACE CONCRETE M Z CAP L V 5 1 J 1 2. CMU BLOCK CONSTRUCTION LU 0. W 3. STONE VENEER PER FINISH U _ SCHEDULE C4 COIZ O _ " W CO CO LWL. 2 4. FINISH GRADE M L j ad H C0 � LU U W s s I, 5. CONCRETE FOOTING PER 2 3 1 W J STRUCTURAL ENGINEER. Q IM Q 6, COMPACTED SUBGRADE PERad LEGEND SOILS REPORT 1. FINISH GRADE-PLANTING AREA SHEET DESCRIPTION JEJ _ 7. BRASS SIGNAGE INSERT PER IL,IIIII IIII 2. CONCRETE MOW CURB 1 III I I I I L, :. SCORE JOINTS 10 O.C. -III i l SIGNAGE CONSULTANT -III-III LI II EXPANSION JOINTS @ 20'O,C. CONSTRUCTION 4 O� - I I I I I II llJl� - � i 8. ADJACENTPERIMETERWALL I I II III �� I - - RADIUS EDGES DETAILS I I III II II III 1 1 II I -COLOR&FINISH TO MATCH PUBLIC _ SIDEWALK � - �( III-Ih ,III IIhI� II 1�� IIII DESIGNED - NOTE I EY 3. COMPACTED SUBGRADE-REFER TO DRAWN IL SOILS REPORT FOR REQUIREMENTS CN REFER TO STRUCTURAL a a ENGINEER'S,DRAWINGS FOR ALL SECTION VIEW CHECKED KM ^..I INFORMATION PERTAINING TO SCALE:3"=V-0' 4 I I I REINFORCEMENT,FOOTING SIZE, DATE SUB. 07/21/2015 a AND COVER. JOB NO. ELEVATION VIEW 8 742190 SCALE:3/4"=1'-0" COORDINATE WALL DRAINAGE WITH CAD FILE CIVIL ENGINEER'S DETAILS 4 ° SHEET NUMBER II 5 SECTION VIEW LC 04 SCALE:3/4"=1'-0" I _ 6 SECONDARY MONUMENT PILASTER j 3 CONCRETE MOW CURB T I , � T � ll 1 1 � � 71 �I F(L > I77 7 � �IfTI � �����,.-�_��� � �,a' I PII„ !._, L' IIIIII RLl. 1 111,111 11111111111 1 1' I'll'.1 11111111 I. 1 _J1111i;11.I1. 1111 I1111iiI 111 III 1fli'i I lil'I' lILI_ 'I I''!, " I ', ^ Lu- I ,. I II i I IV. CONCRETE G. Clean-Up 2. Douglas Fir,Redwood,Western Red Cedar or as shown on the drawings. I. GENERAL 1. Upon completion of work,remove all forms,debris,material and tools from site. �P 1� A. Contractual RelationshipScope of work-Provide all labor,materials,tools,equipment,transportation and necessary incidentals 3. Posts,Plates and other at-grade connections to be Redwood,Western Red Cedar or pressure V. BLOCK MASONRY treated Douglas Fir as shown on the drawings. In the performance of this contract,Contractor shall hold Landscape Architect and Owner harmless from for the completion of all concrete flatwork as shown on the drawings Including but not limited to the p p following: SU,"RS/MURPHY k PARTNERS,INC any and all liability,costs and charges arising out of,or in connection with,contractors,employees,or its 4. Hardware-column bases-'Simpson Strong Tie'or equal. Post caps and strap ties-'Simpson LANDSCAPE ARCHITECTS Scope of Work-Provide all labor,materials,tools,equipment,transportation and necessary incidentals 34197 COAST HIGHWAY,SUITE 200 Strong Tie'or equal.Joist hangers and heavy angles- Simpson Strong Tie'or equal. Screws,hinges, oArw POINT,cALIPORNw 9xn agent's negligence,omissions,errors. A. Materials for the completion of all block masonry as shown on the drawings,including but not limited to the nails,bolts,and washers.All hardware material to be galvanized. (g+g)4411445 FAX(949)4434631 B. Errors or Conflicts following: 1. Cement-Standard Portland Cement,per designation C-150 of the ASTM Type II,III,or V, If any errors or conflicts are discovered In the plans or notes,they shall be interpreted so as to accomplish the real purpose of those plans and notes. low alkali,single brand throughout.Refer to Soil Engineer's Report for Recommendations. A. Materials 6. Stain and paint-as selected and shown on drawings, v NDSCAp 2. Aggregate-ASTM Specification C-33 3/4"maximum size. Decorative aggregates or pea 1. Slump block units meeting grade A,ASTM C-90,concrete block units Grade A,ASTM C-90. g, Concrete-Class A minimum 2,000 PSI at 28 days. Murphy�agdcy C. Additions,Deviations and Alterations rock as shown on drawings.Fine natural sand,well graded conforming to ASTM C-144. 2. Cement-Standard Portland Cement ASTM designation C-150 Typed or II,low alkali. •s No deviations or alterations from the plans and specifications will be permitted unless authorized by the 3. Water-Water used shall be of potable quality. 3. Sand- B. Rough Clean,well graded ASTM designation C-144. Carpentry Owner or the Landscape Architect.Should deviation from plans and notes become necessary due to 1. Set all posts,beams,rails and framing plumb and true to line as shown on the drawings. g"e . conflictingsite conditions,Owner and Landscape Architect shall approve in advance an such deviation. 4. Steel-Reinforcing steel for decks and walks to be intermediate grade deformed bars -aria P ut Y 4. Water-Water used shall be of potable quality. No additional work will be authorized without the express written authorization from the Owner, conforming to ASTM A-615 and/or Grade 40. Mesh ASTM A-496,size where shown on * 7-21-15 rt drawings. 5. Steel-Reinforced steel for wall to be Grade 40 deformed bars ASTM designation A-165. 2. Connections-make all connections as shown on the drawings.Splice lumber at posts only, srq o.t. S. Expansion Joints-Asphalt impregnated felt. Polyfelt Ethafoam as indicated on the Utilize all nail and/or bolt holes for all hardware. TF or CALtpo� D. Interpretation drawings. 6. Concrete Class A concrete minimum 2,000 PSI at 28 days. The Contractor shall comply with the obvious intent and meaning of these plans and specifications which 6. Control Joints-Saw cut joint 1 4 of slab thickness. Han 3. Ease all top edges of exposed lumber for bench tops,low walls,etc.,where surface contact These drawings and/or the shall be construed to include all labor,material,tools and equipment necessa to complete the work l / d tooled score joints 1/4" 7. Mortar-by volume,freshly prepared,uniformly mixed in ratio 1 part cement,1/2 part lime putty, is provided. accompanying specifications necessary P deep minimum where shown on the drawings. are the exclusive property of 4-1/4 parts sand,conforming to ASTM C-270. Omit lime putty if plastic cement is used. Summers/ Murphy & Partners,. uestions arise as to the intent and interpretation of these ions and notes,Contractor shall refer to 8. Grout-by volume freshly prepared,uniformly mixed 1 part cement,3 parts sand,2 parts pea Inc. and their use and publi- q P p 7. Cold Joints-Butt type,butt type with dowels.Screed key joint as indicated on the sides from finished post base to top of paving. cation shall be restricted to the Owner and Landscape Architect whose decision thereon shall be final. gravel. p drawings. - original site for which they B. Laying of Masonry 5. Countersink nails and bolts in all locations where surface contact is provided,i.e.,bench top were prepared. Re-use, repro- 8. Joint Sealant Two arts Pol sulfide sealant as manufactured b Thiokol,Class AS, 1, La all mason straight and true to line with vertical joints plumb over each other.Horizontal etc. duction or publication by any E. Observation and Rejection of Materials and Workmanship p y Y Y masonry g I p method, in whole or part, is self leveling or multi-part polyurethane construction sealant by L.M.Scofield,in joints shall be level. Headers and corner units to show finished faces where exposed.Joints C. Painting and Stain prohibited except by written All materials and workmanship furnished or performed by Contractor shall be subject to final observation matchingcolor. and bond pattern to be as shown on the drawings. permission from summers/ P 9 1. Fill all seams and cracks with Latex caulk and/or wood dough to insure an even surface. Murphy & Partners, Inc. and acceptance by Owner and Landscape Architect upon completion of all contract work whether p v previously paid for or not.At any and all times during the performance of this contract,Contractor shall 9. Curing Material-Hunts process MD7C. 'Lithochrome'color wax for color conditioned C. Reinforcing make available for observation,test and approval,materials and workmanship.Failure of such observers concrete by L.M.Scofield,in matching color of concrete as indicated on the drawings. 1. All bars in masonry shall be lapped a minimum of 40 bar diameters.Dowels for walls and 2. Sand smooth all exposed surfaces is specified as S4S. to make observation,tests or approvals shall not prejudice the right of Landscape Architect or Owner on 10. Color Conditioned Concrete-'Chromix'admixtures for integral colored concrete by L.M. columns to be same size as wall reinforcing. Refer to Structural Engineer's specifications for final observation.Contractor shall promptly replace any and all material,workmanship and equipment Scofield Company. all steel sizes and locations. 3. Prime all painted surfaces with one coat primer. which does not conform to the plans and notes.All materials used on this contract shall be new and the best marked quality unless specified otherwise. D. Cutting of Masonry 4. Paint with minimum two finish coats for painted surfaces. 4 ty P 11. Dust-On Color-'Lithochrome'color hardener by L.M.Scofield Company. 1. No cutting of masonry units shall be allowed unless shown on the drawings. 5. Stain with minimum two finish coats for stain surfaces. F. Samples 12. Surface Retardant-'Lithotex'top surface retarder as menufactured by L.M.Scofield j Z E. Grouting of Masonry Company,or'Sika'surface retardant or'Rugesol'as manufactured by Bike Corporation. D. Protection and Cleanup When so required b the Owner or Landscape Architect,Contractor shall submit for :oval samples of 1. Grout all cells with vertical steel solid as shown on the drawings. p q Y P PP p 1. Protect all existing work from paint overspray. the various materials,and specify finish thereon. B. Sub grade 2. Grout all cells below grade solid. � g G. Local Codes 2. Upon completion of work,remove all scrap wood,debris,materials and tools from site. All construction shall conform to all local building codes and ordinances.It is Contractor's responsibility 1. Grade all subgrades to a uniform depth and compaction. Moisten all subgrades prior to 3. Provide minimum 3/4"between steel reinforcing and blocks. to verify all codes prior to commencing work. pouring of concrete. F. Weepholes VII I. VINYL FENCING H. Utilities 2. Cut all footings in undisturbed or compacted soil. 1. Open joint weep holes at 32"O.C.maximum on bottom course of retaining walls with 1 cubic Contractor shall be responsible for verifying the location of all underground utilities,electric cables, foot gravel if shown on drawings or approved drainage system per Structural Engineer's A. Work Included a a a a as conduits,sprinkler lines and all utility lines prior to any construction. 3. Place sand or aggregate base as shown on the drawings and as specified by a Soils Engineer, specifications: 1. Fence sections including pickets,rails,posts,and caps I. Removal of Debris and Clean-Up G. Expansion Joints b. Gates and related hardware Contractor shall thoroughly clean and keep free of debris and waste material entire construction area to 1. Provide vertical expansion joints in wall per local code and Structural Engineer's g Y p C. Excavation and anchorage for posts the satisfaction of the Owner. C. Forms specifications.. 1: Use only finished lumber. Set al forms true to grade and position. H. Waterproofing B. Submittals J. General 1. Waterproof all retaining walls below grade with asphalt emulsion,2 coats. 1. Manufacturer's technical literature with fence and gate installation instructions The general conditions and any special conditions that Owner may require shall apply with the same 2. Moisten all forms prior to pouring of concrete or use approved form release agents. b. Shop drawings showing fence design force and effect as though written in full herein for all construction sections. 1. Cleaning C. Material samples if requested 1. Clean all masonry work,remove all mortar stains. D. Expansion Joints 11. SITE EXCAVATION AND ROUGH GRADING 1. Place expansion joints in concrete at intersection of concrete and fixed structures,i.e.,garage, 2. Upon completion of work,remove all mortar droppings,debris,materials and tools from site. C. Material walls,base of steps,pool bond beam as indicated on the drawings. Scope of Work-Provide all labor,materials,tools,equipment,transportation and necessary incidentals for th 1.The fence is constructed with materials made of rigid Poly Vinyl Chloride(PVC)formulated to resist completion of all clearing,stripping,excavating,backfilling,grading and related work as shown on the V I. BRICK MASONRY impact and for Ultra Violet(UV)stabilization drawings,including but not limited to the following: 2. Place control joint in concrete not to exceed a horizontal spacing as specified by a soils 2.The extruded product meets Or exceeds ASTM DI 784 Ill engineer. Scope of Work Provide all labor,materials,tools,equipment,transportation and necessary incidentals for the completion of all brick or stone masonry as shown on the drawings,including but not limited to A. Protection of all curbs,walks,walls,structures and other existing work which is to remain. the following: �- 3. Place construction Joints in concrete where casting on concrete is to be stopped and 9� p. Components CD B. Clearing and stripping site of brush,debris and other foreign materials as outlined in the drawings. subsequent casting is to be started. 1. Rails,Pickets,Posts O C. Excavation for all foundations and footings to the dimension and depth shown on the drawings. A. Materials O i f r E. Concrete 1. Brick o stone conforming to ASTM A-62 grade MW as shown on the drawings. Are cut to specific lengths as required for style specified � Bottoms of excavations shall be smooth and level.All loose material shall be removed therefrom. N 1. Class A concrete shall contain not less than 5 sacks of cement per cubic yard and be z p� D. Subgrades shall be watered and compacted to a relative compaction of 95%. 2. Cement-Standard Portland Cement ASTM designation C-150,Type 11,Ill,or V low alkali single brand Rails are routed to receive pickets _ W proportioned to attain a maximum cylinder strength of 2,000 PSI in 28 days. Compressive 9 Yp 9 E. Subgrades under all paving shall be true to grade and cross section,hard,uniform and smooth strengths are to be determined in accordance with ASTM C-39. The slump shall not exceed 4". throughout. Refer to Soils Engineer's report for recommendations. Posts are routed to receive rails at correct heights j _ CC V O prior to placement of base material. 2. Post Caps LU d I`- T F. Backfillin of all excavationsr g and trenches after placement of foundations,walls,walks,utilities, 2. Concrete mining-All transit mixed concrete shall be mixed and delivered in accordance with 3. Sand-Clean,well graded ASTM designation C-144. Caps are PVC molded W � Z etc.,as outlined on the drawings.Compaction of backfill shall be in acceptance with Engineer's Q Q N the requirement of Standard Specifications for ready mixed concrete ASTM C-94. specifications. 3. Gates N 4. Water-Water used shall be of potable quality. F- G. Grading of areas indicated in the drawings including bringing existing grades to within 1/10 foot Constructed from rigid PVC with reinforcement Z N Z 0 F. Concrete Finishing 5. Steel-Reinforced steel for walls to be Grade 40 deformed bars ASTM designation A-165. N Z plus or minus.Final design grades as indicated on the drawings. g Gates are designed to match fence section.All hardware and bracing is included 3 Q O Q 1. Broom Finish.-Tamp fresh concrete with heavy metal grid.Screed with straight edge to remove O LL N Cl) ... H. Stockpiling of excavation material or import top soil fill and sand shall be asoutlined on the all irregularities. Float to a smooth surface,steel trowel,and edge to an even hard surface. a. Hardware for Residential Commercial S les drawings or as approved by Landscape Architect. 6. Mortar-by volume,freshly prepared,uniformly mixed in ratio 1 part cement,1/2 part lime / Styles Score as indicated on drawings.Use a new manila hemp bristle broom. Brush markings on a:Self-closing hinge I. Clean u and remove all debris and surplus material and remove from site. slab in uniform fashion as shown on the drawings. putty,3 parts sand,conforming to ASTM C-270.Omit lime putty if plastic cement is used. P P 9 b.Reinforced nylon structure c.Unit has self-closing capabilities 2. Rock Salt Finish-Tamp fresh concrete with heavy metal grid. Screed with straight edge 7. Grout-by volume,freshly prepared,uniformly mixed in ratio 1 part cement,3 parts sand or 1 al.Hinge is adjustable to relieve sag or misalignment problems III• DRAINAGE 9 to e.Mounts on two sides of post for strength and stability part cement,3 parts sand and 2 parts pea gravel. remove all irregularities: Float to a smooth surface,steel trowel and edge to an even hard f.Nuts,Bolts,Washers and Screws Scope of Work-Provide all labor,materials,tools,equipment,transportation and necessary incidentals surface. Score as indicated on drawings. Hand broadcast rock salt in even distribution B. Laying of Brick g.Stainless steel for the completion of all drainage systems as shown on the drawings,including but not limited to the and tamp in. Wash off concrete with enough pressure to dissolve rock salt after concrete 1. Lay all masonry straight and true to line with brick vertical joints plumb over each other. h.Screw heads are painted black to match hinge following: has set. Horizontal joints shall be level.Headers and corner units to show finished faces where p g i.Black acorn nuts and washers are used for safety and aesthetics A. Materials ' 3. Pea Rock Retarded Finish-Tamp fresh concrete with heavy metal grid. Screed with straight exposed. Joints and bond pattern to be as shown on the drawings. j.Screw heads are covered using a UV stabilized,molded two part snap cap system 1. Ac lonite Butalene-Styrenechedule 40 drain pipe,perforated or non-perforated in edge to remove all irregularities. Float to a smooth surface,steel trowel and edge to an even k.Contact manufacturer for Post&Rail hardware � rY tY (ABS)( ) P P P P 9 9 diameters shown on the drawings. hard surface. Apply surface retardant to finished surface,prior to initial set per manufacturer's C. Reinforcing 2. Basins and Drains-High impact plastic Styrene drainbasins,catch basins with rates,high recommendations,L.M.Scofield,using sprayer,providing even distribution, Reveal aggregate 1. All bars in masonry shall be lapped a minimum of 40 bar diameters. Dowels for walls and M(p impact plastic Styrene deck drains,and/or precast concrete drain box and catch basins and by using water jet and coarse fiber brush to remove retardant paste from surface,washing columns to be same size as wall reinforcing.Refer to Structural Engineer's specifications for ZQ cast iron grate in diameters and sizes as shown on the drawings.Stainless steel or brass deck thoroughly until surface is clean and exposure is complete and uniform. all steel sizes and locations. U J a drains in hardscape as shown on the drawings. . D. Cutting of Masonry L1J 1. Use masonry saw for brick cuts unless specified otherwise.Bricks out less than 1/2 length W B. Trenching and Laying Pipe shall not be used. Stone to be cut with chisel and hammer. t= (� 1. Trenches to pitch a minimum of 1/8"per foot unless otherwise indicated on the drawings. _ 4. Hand Seeded Aggregate Finish-Tamp fresh concrete with heavy metal grid. Screed with N O Z Contractor to verify all invert elevations and trench depth prior to excavation. straight edge to remove all irregularities. Float to a smooth surface.Hand seed surface in E. Grouting of Masonry Z uniform fashion over entire area keeping stone 1/2"minimum from edges and expansion 1. Grout core walls solid as shown on the drawings. <O - WW O rn LL 2. Bottom of trench shall be smooth and continuous to flow direction.A hollow shall be made to joints; Tamp aggregate to a uniform depth below concrete surface. M J receive bell of pipe so the joint will not bear upon the subgrade.Adjustments to line and grade 2. Provide minimum of 2-1/2"grout space between double brick walls. Provide minimum 3/4" IF-- 1- W od shall be made by scraping away or filling in with backfill under the base of the pipe and not by between steel reinforcing and brick. w 1 LJ U W J wedging or blocking. 5. Stamped Concrete-Tamp fresh concrete with heavy metal grid. Screed with straight edge to Q Y _J remove all irregularities.Float to a smooth surface. Apply color hardener'Lithochrome'by H. Waterproofing cc q 3. Trench material shall be used for backfill.However,no rocks or lumps shall be used. Welded L.M.Scofield by the dry shake method using a minimum of 60 pounds per 100 square feet. 1. Waterproof all retaining walls below grade with asphalt emulsion,or other as specified by o H H J joints shall be given at least 15 minutes setup before handling.Above the level of initial backfill, Apply in 2 or more shakes and float after each shake. Trowel only after final floating while Soils Engineer, the trench may be backfilled with trench material. concrete is still plastic using imprinting tools to make pattern as shown on the drawings. I. Cleaning and Sealing SHEET DESCRIPTION 4. Compaction Compaction by tamping shall not be done in layers exceeding eight inches in Apply color curing compound'Lithochrome'color wax by L.M.Scofield Company using roller 1. Clean all masonry work.Remove all mortar stains.Remove alkali with solution of muriatic er ra or spy . If'Bomacron'type surfaceis drawings, l s sown on rawngs,a release agent must be applied acid and water.loose depth with each layer thoroughly compacted between. Apply clear sealer to exposed surfaces if shown on the drawings, prior to texturing the concrete. Color curing compound may be optional,as indicated on the CONSTRUCTION drawings. C. Clean-Up and Testing 2. Upon completion of work,remove all mortar droppings,debris,materials and tools from site. SPECIFICATIONS 1. Prior to covering of trenches,drain line and basins shall be checked to insure proper VI I. CARPENTRY flow and water tightness. 6.Sand Finish-Tamp fresh concrete with heavy metal grid. Screed with straight edge to remove DESIGNED 2. The piping systems shall be flushed and cleaned prior to connecting to existing drain all irregularities.Float to a smooth surface,steel trowel and edge to an even hard surface. Scope of work-Provide all labor,materials,tools,equipment,transportation and necessary incidentals p P 9 Y p g g t i t e surface to reveal small surface fines while spo nge ligh tly , gy pg no exposing aggregate. P carpentry as shown ,wn on the drawings including but not limited to the following: DRAWN line,catch basin or storm drain systems. Prior to set for completion car ent CN Alternate method,after initial set,surface to be washed with a diluted solution of muriatic acid CHECKED 3. Upon completion of work,remove debris,tools and surplus material from site. and water,and brushed to reveal surface lines.Surface must be continuously wet to avoid KM acid burn. A. Materials 1. Wood-rough sawn,resawn,surfaced 4 sides where shown on the drawings,straight,sound, 1st SUB. 07/21/2015 free from marks,pin head knots,sap pockets,slivers,and checks. Select grade or better DATE where shown on the drawings.1 JOB NO. 742190 CAD FILE SHEET NUMBER LC-05 L I � I CARUSO -TURLEY SCOTT s . . 1215 W. Rio Salado Parkway,-Suite 200 r, Tempe, AZ 85281' 7 L• 480 7141700 - - _ F: 480 774-1701 _ y MvM.ctsaz.com - E "' STRUCTURAL ENGINEERING EXCELLENCE' Job No. '151159927 Sheet No. Cover y .1 By TH Date 6/15 CARUSO 1 TURLEY CLIENT: SCOTT Proto 11 Wall Systems S 40 5 m consulting 41-800 Cascades Court. * L X 1 structural Temecula, CA 92591 LOP1j1`� * i': engineers `rq� CTU?l, OFCALIF�� 1 PROJECT:.. s���� PROTO II Fence Wall Standard Detail tl OF 'Trieste—Tract 36624 f _ 0 Lake Elsinore CA- ' ; (� ,.� UI L 1 2013 GBC.Y 2012@IBC ; `T 1 STRUCTURALENGNEEPJNG EXCELLENCE PARTNERS Richard D.Turley,PE 1 Paul G.Scott,PE,SE SarrdraJ.Herd,PE,SE GENERAL INFORMATION „rr•.�,i.. i. Chris J.Atldrson,PE,SE ThomasR Morris,PE Seismic Base Shear. 0.36W Ultimate Richard A.Dahtrnann,PE , Short Term Spectral 1 Response Parameter. SS =2.01 G j y Wind Load: 1001VIPH, EXP C 1 Soils Information: Allowable Bearing = 1500 psf i Passive Pressure`- 250 pcf Active Pressure=40 pcf, Level; 61 PCF,2:1 1 Soil Site.Class= D 1 1215 W.Rio Salado Pkwy. Suite 200 Tempe,AZ 85281 T:(480)T74-1700 1 . F:(480)774-1701 U.S.Patent Numbers: www.dsazcom 7,461,487;7,454,870;7,188.453;6,632,048;61431,797;5,794,921 and Patent Pending File:Cale Cover—Pmto 11 10XIM I' '1 ,r y Proto II' '♦ Cafc Index - Basis for Design Basis Seismic Load Calcs S1 Wind Load Calcs W1 EXPOSURE C ' S1.1 6" .70."to 6'-8"Fence Trench Footing, 1.1.100 S2.1 `4,%) Proto II Fence Trench Footing 2.1.100 ' S3,1 6;�?='.Min6r Retaining Trench Footing 3.1.100 $4.2/48 Combo Retaining Wall, Fence Above, Footing.Under Heel 4.2.100 S4 2A 8'r to'Vngo RetainYing Wall,lron Fence Above;Ftg Under Heel 4.2.100a S4 3\ 8"Combo Retaining Wall,.Fence Above, Footing Under Toe 4.3.100 S4',4 8';'g nvention,Retaining, Level Backfill,4.33'to 5.33' 4.4.0 54.5;�8"Con enfion°'Retaining,2:1 Backfill 4.5.0 56.3 -24''�Square Pilaster 6.3.0 17- a 1sS6.3a. , 32"Square Pilaster 6.4.0 Footing CalcsO , I` ' F1 Testing Reporti'WaII Panel Testing"for 6" Post Tension Masonry Wall Panel Appendix B Assembli s from 4'8;to 6'8",High Walls r ---.. -- - . YOUR STRUCTURAL ENGINEERING'EXPERTS Job Name Proto II CARUSO Job.No> .15-115=9927 Sheet No. Basis a TURLEI 1215 W:Rio Salado Pkwy SCOTT. suite zoo T B : TH/JAD' Date. 6%15 ' coasultieg empe,AZ 85281 y; stroRaral T:(480)774-1700 tagiatess F:(4so)ria17o1 BASIS FOR-DESIGN' BUILDING CODE: 2013 CBC ASCE 7-10 LOADS: WIND LOAD='100r.MPH WIND`SPEED,"EXP C-,END ZONES EXCLUDED. SEISMIC: Ss. .2.01 G Si=0.883G -. FOUNDATIONS: ACTIVE PRESSURE-40 PCF " PASSIVE PRESSURE=250 PCF CONCRETE: ;MINIMUM A DAY STRENGTH 2,500 PSI.' ' MASONRY: HOLLOW CONCRETE MASONRY UNITS F',,,=2,000 PSI. 'REINFORCING: : MILD STEEL REINFORCING,Fy 60,000 PSI `POST TENSION"RODS;Fy, 60,000 PSI BEARING PLATES,Fy=50;000 PSI 3 NOTE All walls have been buried 4"below grade and'the footings-decreased by that depth as the wall acts as part,ofthe footing. CARUSO 1215 W.Rio Salado Pkwy, Job Name: Prato II TURLEY Suite 2oo TNC. r 7e+apu,Ari■e..a 85281SCO Job No: 15-115-9927 Sheet No: S1 480-774.170D FAX 480-774.1701 ' r By: TH Date: 6/29/2015 Fencewall Seismic Loading(Section 15.4.1-ASCE 7-10) _ EK,an R= tid:fi yi(From Table 15.4-2-Similar to -. Ss(used)= 1.6 (Maximum perCBC 1616.10.11) - Signs and Billboards) Soil Site Class: aW 'y-Aal a Risk Category .{�1 (fable 1.5-1) Fa= M. Seismic Design Category: nm-(Table 11.6-1-See Table Below) 1 - S1= 1 Di$83'NET: • Seismic Design Category:,s` x (Table 11 6-2 See Table Below) Governing Seismic Design Category Fv- ]= MAR (highest of Above) ---- ' 6"Fencewall Weight(W6)_ •'o. p s f Seismic Importance Factor. =-_9 '(Table 1.5-2) µ 4'Fencewall Weight(W4)_' ic%"c°-__s :'e]aiPsf - - • 'Fencewall Height= J ;�.= R e Sm a Fir= 125 'y 'Sm=23 Sm1= 0.83 _ (ASCE eq.11.4-2) (ASCE eq.11.44) ' - ` _ Sms=Fa Ss 1.608 Sds=2/3 Sms= 1.07 ' (ASCE eq.11.4-1) _(ASCE eq.11.43) - - - Cs=Sds/(RA)_ 0.3573 (Eq 12.8-2) (eq 15.4-1) Cs Min=0.044Sds 1>=0.03- 0.0472 �. 'eq 15.4-2)Cs min(S1>0.6)=.SS1/(R)I) • USE Csmin= 0.222 (Eq 15.4-3) Use Cs= 0.3573 For ASD=Cs=0.7Cs = 02501 (Per CBC 1605.3.1) r ' Se'wnic Moment at Base of Wall=(Fencewall Weight x Height x(2/3 x Height))x Cs[Mseis]_' a 274.4. ft4bs (6'Ultimate) Convert to Uniform Distributed Load[Mseis]x 2/Height (psf)_ 15.2 (6"Ultimate) r Summary(Wind vs Seismic): For 6'Block ' Wind Governs Vadl= 15.2 pst 0,7•Ve, 10.7 PSfallowable See page W1 for wind Load Summary. - Proportioning 6-Load based on Weight'4"Bloctt: - - Vow,=W4AM6•V6-- 11.4 0.7•VEc= 62'psfallowabte Table 11.4-1 Site Coefficient,F. - Table 11.6-1 Srismic design Catcgnry 11ased on Mapped R'ak-SMgeleat Mnaimwn C'ddnW F,ar;1(pmkT(W-M.J Spatrai Resp.•urse nlrck7aunn Sltnrt Peeind.R punSr 4ccYleratiou f>arantrtu• - Pxnnaer/a Slw+t YerinA � t Pic Cum 5.5021 5,=0.5 • Si=07S Sl=Lo 5:21'S Ri:S C."g y A O.R 0.9 0.8 0.8 _ -a8 - S Le 1,0 1.0 J.0 • L0 V,ilur,of S� T i.r'If m TTf ' IV C SGs<U,16; 'A 4 D ;.5 1,4 12 I.1 _ 11 0.16755 <O.S.1 0 C o 11.4.7 F S x.s-iu 0:33 5 SJK<0.50 C U 0--0 z;Soy - p. D wr:l;:r roaltia-fne L•nn7.rtari.e 4t'luliu:rmw.7.Ix c{y. . 7ilble 11.4-2 Site Cexffit`rent F. 7'nb(e'11.&2 Seeisuticlksign Category Ba°axlrnt r .' , !S Prrincl 1Cespsruse Aaxideratisln Par)unctcr ` ,. MaypeO Risk-'h�•aad Muimnm(;tr:n:IJerN l�nbqunRe 1piCt„1 1pe.�nl RtsJ`�msr.lexkrmhm - Paa-a Jn Priiad J Risk Cnlcfory'Sim Cl- 515a[ 5,=o2 s,=OJ s;=R4 siko.s Vk)waSnf torte-w.fll. IV n 0.3 os JJ) (1. .1.0 5 10 J.S Soy<(1067 A A. , C - 1.7 1.6 1.5. I? 1.3 '0.0675Sm<0.13.1 B I1C D 24 '0 J.� - 1.6 Ls 0.1335S.,<0.20 C D - E AS 3.: ^.8 'Z4 - 2R U 'Sm D D F S:r..Slim 11.4.7 - - WNr.IHt sirais•Mlhm E t..�4a:km IN irtnooediTe aYlv:.:aQ�. r ... • - Seismic Fencewall Loading ASCE 7-10-Exp C-EDIT AS NECESSARY • i • ;i t .1215 W.`kio Salado Pk :. Joti Name: Proto Il TURI,EI' Suite 200 SCOTT Tempe,Arizona 85281 Job,.No 15-115-9927 Sheet No: W4 ' ' INC: consulting 480-774-1700, sbuctuen ee s By: -TH Date: ' 6/29/2015 Fence Wind,Loading(Section 29.4,'ASCE 7.-10)- Exp'C Section 29.3.2 Velocity Pressure gn.=0:00256 Kd V KZ.Krt Z (Egn 23.3-1) , ' 3-Sec Wind Gust= V,= 110 - ' 120 mph Exposure Coeff•' KZ,= 0.85 0.85 0.85 (Section 29.3.1, h<15 ft) t Topographic Factor= Krt= 1.0 1.0 1.0 (Section 26.8.2) Directional Coeff Kd 0.85 0.85 " 0.85 (Section 26.6)• (' qn 18 5 ..:::.:....:::.:-_'22:4• psf, . I Section 29.4.1 '• Wind Load= F=gn G:Cf A.; (Egn 29.4-1). Gust Factor= G= 0.85 0.85 : 0.85 (Section*26.9.1) Force Coeff= Cf= 1.3 1.3 1 3 `(Fig 29 4-1, B/s= TO) Wall Area A- O 10 1.0 ft2 + Increase* 1 1 11 1 1 (See below) f Wind Pressure F 272 , 32.4, psf (Basic Ultimate Load) Wind Pressure= F•= - 13.5' :16°3 ;=19 4; sf Basic ASD Load- :::..' * Per Footn6te,3, Fig 29 4-1;,resultant force'ofwind pressure ' is to'act at 0 05 times the average height of the•.wall. ' To account forahis,'increase,the wind load using equivalent moments: 2 wel.: wl V+ 1 .05}) 2 . we = 0 5S w�2� 1 1;w Increase,.wind by 10% ::Wind Governs-See Page S-Ifor Seismic Load Summary 60 (6-0 TO 6-80) PROTO II EXPOSURE C - TRENCH FOOTING CAP AND BLOCK PER SHEET C STEEL PLATE TO BEAR FULLY ON CENTER WEB OR END FACE SHELL - SIZE PER II SHEET C • x II HORIZONTAL JOINT REINFORCING , f II TOP 2 COURSES BELOW PLATE' ,AND'AT 24" O.C. BELOW FOR,SIDE YARD RETURN"WALLS?'' . II WHERE DRAINAGE SWALE, r II - OCCURS, INSTALL DRAINAGE U, , BLOCK AT SWALE AT GRADE. 0 1 POST TENSION .(PT) ROD SEE _ II SHEET 8 FOR ROD SPECS-- ' can I CENTER IN WALL , PROTO II FENCE WALL ` Q II SETBACK II PER II SCHED. FINISHED GRADE, , - II #4 CONTINUOUS ' II AT HOOK z . i Z w L , ww J O - z W tL ZOf r CONTINUOUS t p i<w CONCRETE o=o TRENCH N a-n FOOTING ui R° I 5-0" TO DAYLIGHT MIN. CON T - COMPANY TRACT# Q?,oFESS/p,v� ; t TOWN, CA Fib p•TK 1/y �! .rr - JOB NUMBER 14415-8964 , v� 1 f r TRACKING# DRAWN w S 4055 m t10 SCOT@ 14-115-8964 DEI or ffi�a � PROT041 n wALL ssTEus DATE ENGR TURLEY iElV0 �,, Caxvso WW.PROT02.COM 11.05.2014 JAD , al�l� STR(/CjU T SCOTT 418DO CASCADES COURT TEMECULA,CA 92591 I o� 111111 Ank GARY OTTO,- PACKAGE SHEET •91 `FAQ INC. a a« PHA(951)694-3793-garyottogprolo-n.eom t F OF'CAL rww.CtSGZ.C=., € ���»N (RAY 00 aE wST uD SY WPRaven ANI�tmm ommw's) S I.1 »yam ♦'.K.NO 8'TKU POST-TENS OM WSWRY WALLS 1 S1-1 Trench Calcs_-Exp C-100 mph P.roto II Soil - - 1• - , J Only: , , . Solt Parameters ,`Y Design Constants { ' Soil to' < - x Ne ect for Burned Load Trench'. - • • ' ,. .. - s Active Passive' Passive, Block Duration Footing Pressure ." Pressure^ Resistance tDepth; Factor Trib"Width" ` a.(Pa)Ipc(1" Y (PP)`[pcf] (n}lft) �(s)[in) - x (LDF) t. r'40:0 250` OF 4 d 1 J.' _ 'High Soil Footing Depth Design• _: , h e r { 3 :- t -, _ •. � �.. Resultant - Screenwall A. ' Soll Active t 4" Soil Force on Required Height Retained Force on IMoment on Footing Footing < {w ' r .` :Above /Height Foundation-' Foundstlon �=Location _ Depth ' (H)Ift) '�,< n(r)IN '(Paf)[Ibf]' (Mco[ft-Ib] .' ; (Rsf)`[ftj' (d)ift] r,• -5.67 '� 0.00- - -0, -. 0'•... ',.X`" 0.00 '-0:00 a•r < .{ •' 6.33 0.00 0 ..:: 0 0.00 A v n r," ,• ,p -A iL - , Low Sofl q • ' + Calculated Using IBC Eq. 18-1, r� See SheetsF7-F10 in Std.Calc r y Typical Formulas Package,­Typical 1'a, .�4ir f _ R,� = M f l P.f 4 is P �(r.+n�Z P _ h3Pof - Dip Footing Spacing_ Dip Foot Capacity 6 4 .. .. .. ....... ...: :... ... ...' .. :. ... .. _ .... .. � ./.. of , l S1-1 Trench Calcs- Exp C-.100 mph % a Proto II ' Soil Plus Seismic Soil Parameters: Design Constants Soil to Footing Wall Neglect for Seismic Load Load Trench Seismic Seismic Wall Wall - Burried Active Passive .Passive Soil. Duration Duration 'Footing Coeff.: Coeff. Weight Weight Block ;[ Pressure Pressure Resistance Pressure Factor Factor Trib Width Low Wall High Wall Low Wall High Well Depth (Pa)[Pcf)t (Pp)[Pcf1 (n)[ft] (Ps)[pcf] (LDF)[] (LDF)[] (b)[ft] _a` (Fplow)(1 .(FpHigh)[) (Vdwlow)[psf] (Wwhigh)[psf] (s)[in] a 40:0 250 0 .0. ..... .1. d. 1 0:25 :. 0:25.. :. 32. .. 32 4 • - ;, - ,- -- ., -- - - - • �. Seismic Loads Seismic , Seismic Moment Seismic Low Seismic Low Seismic High a" Seismic High , ti Screenwall Soil Force from Soil Wall Force Wall Moment Wall Force Wall Moment Total Total Resultant " { Height Retained Applied to Applied to Applied to Applied to Applied to Applied to Seismic Seismic Seismic Above Height Footing Footing Footing Footing Footing Footing Moment Lateral Ld. Load Loc. (H)[ft] (R)[ft] (So[Ibf] (Msf)[Ibl] (Sw8Im)[IbfJ (M..0 b..)['#] _(Swall Hgh)[Ibf] (Mewen High)[`#] (Msfttl)['#] (Fsttl)[Ibf] (Rsl)[ft] 5.67 0.00 0 0 0 .0.00 45.33 171.26 171 45 3.78 . 6.33 0.00 0 0 0. 0.00 50.67 ' 213.93 214 51 :.:. .- 4.22 f, }, t Soll forces Total Footing Loads/Design Required Soil Active. S011 Total Total Trench j' Force on .Moment on Force Ld Result. Footing Footing Footing on Footing Location. Depth (Paf)[Ibf] (Mcf)[ft-lb] I (Pafttl)[Ibf] (Rills)[ft] (d)[ft] 0 0 45 3.78 1.98'..._. r 0 0 51 4.22 _ S1-1 Trench Calcs- Exp C- 100 mph Proto II I Soil Plus Wind - Soil Parameters: Design constants Soil to ,Footing Wall 'Neglecufor "Load .Load Trench • Burried Active: ^Passive Passive ' ' Duration' a: Wind r Duration Footing Block Pressure Pressure Resistance Factor Load Factor Trib Width Depth (Pa)(pcf) " (Pp)[pcfl- [ft)..)n( (LDF)[1 (w)[psfl (LDF)[] (b)[ft]"• ` (s)[in] 1 '' 40.00 250 . :.._..0 1 13.5.. 1 1' 4 7777. t .. `\• r s •' Footing Design �• r ' Applied Moment Screenwall Wind from Wind Soil Active 1Soil� Total Total Force on Trench " ] Height Retained Force to 'Applied to ` Force on Moment on Force ''Footing Resultant Footing ' Above 'Haight Fence Wall'. Footing -Footing Foeting on Footing. Location Depth T 3 (H)[ft]' (R)[ft] '' (WI)[Ibf) ("0[Ibf) (Paf)[Ibf] (Mcf)[ft-lb] (Pafttl)[Ibf] (R(tis)[ft] (d)[ft) ; 5.67. 0.00 76.5 217. 0 +0 77 - 2.83 2.26. k• '' 6.33 �0.00 85.5' 271 0 0 86 3.17 :. 2.42 r low •�- r +� {° � � y vlv • y I S1-1 Trench Calcs-Exp C-100 mph Proto II ti Soil Over Footing=4" we High`Soll ' A i.0 a V - Q � r R Summary TRCNCM Screenwall Total x; N' Height Retained, Wall Ht Required Req Trench s ., - Above Height Above Grade' Tmch Footing ' Footing j (H)[ft]. (R)[ft] (TTLHT) Depth(6)tftin) Depth(D)[in] 5'g" 0 518.. 2'0" 24 6'4!. 0 6'4„ 2,1,. 25 l • i Top of Footing For Trench Reinforcing Calcs •. t Total Wall Ht Lateral Surface Total , r Above"Grade Load .Moment Trench (TTLHT) Ho(Ibs) M(ft-Ibs) 'Depth(ft) 5'8" 77 217 2.333 6'4" 86 271 2.417 t Lateral Load=Total Force on Footing(Pafttq from WindL Calcs Surface Moment=Moment from Wind Applled to Footing(Mwf)+Soil Moment on footing(Mcf)from Wind Calcs , Total Trench Depth=Req Trench Footing Depth(D)+Buried Block Depth(s) ' 3 - •... a a. � - :7 - S1-1 Trench Calcs-,Exp C.- 100 mph 1 '~^ Proto II x Trench Footing Reinforcement; `LDF= 1.67 M =0.6 Trench Width,w=. 8 In ) { 2500 psi 1t= 1.0 Section Modulus,5= 72 in'. Y- r 4Y= 80000 psi , Nominal Moment,qMn= - v 900 ft-Ibs Total Total _ WaIIHt Lateral :• (Surface ^ Trench Load Max E/L-F X/L'; Design. + Plain or , *Requlrecl RegrSpacing Above Grade Load Moment . Depth Eccentricity Location Ratio Ratio Moment' Reinforced p of if4 Bar ( ) H Ibs ( .. ) O 1 ) " _ l ) O ' O :6 (-) ( ) .Concrete !In)• TTLHT o ) M ft-Ibs L ft Eft aft '%X ft` M ft-Ibs >c 5'8 77 217 2.333 2:833 1.624,,. 0.812' 1.214 ;0.348 391 PLAIN- NONE NONE "6'4° 86 y 271 ti 2.417 3.167 .1.679. 0.840' 1.310`' 0.347-,. 482 *'PLAIN. 'i- NONE NONE i. 4EL, + 3.LZ Per Czernlak, t f ` '4 6F + a.L T H.=Total Lateral Load on Pler 'a. L-Required Trench Depth+Buried Block' ; ,. X= a/2 4 M=,Moment at Surface E=Load Eccentricity M/H, E :X E ' X Note: If Fla *xL*LpF* —+— — 4`—+3 — + ,3—+2 s L L Z L *. • .L L reinforcing is t 2.36M,,Z necessary c t pmm — 3 paq — 1.1 $!y _ - - �. • r ' :A .. Wn = 5¢ f�s 12* (t-2)2. R - - .................,_ oo 6" V-4 TO 4-4h PROTO II EXPOSURE C TRENCH FOOTING NO RETAINING ' y li - a � I . SEE SHEET C FOR BEARING, ;I PLATE SIZE. PROTO II ROD EMBEDDED INTO FOOTINGPj uV AS SHOWN.;POST TENSION (PT) RODS PER SCHEDULE •• CAP AND BLOCK II PROTO II•FENCE WALL x ` PER SHEET C w - I,, • _ HORIZONTAL JOINT REINFORCING TOP • - . `0 2 COURSES BELOW PLATE AND:AT o 0 24 O.C. BELOW OL -0 VERTICAL REINF X BARS ' FOR SIDEYARD RETURN I� 1 1#3 CONTINUOUS IN 8" WALLS WHERE DRAINAGE x 1� DEEP SOLID GROUTED SWALE OCCURS, INSTALL BOND BEAM. DRAINAGE BLOCK.AT GROUT ONLY CELLS WITH CONVENTIONAL SWALE AT GRADE _ REINFORCING (REBAR) TO 3".ABOVE a VERTICAL REBAR SETBACK , PER Z - SCHED r FINISHED GRADE ;o z 2 1 A Z N I .MAX Ui 0 w { wox EQ Q e• if Nt-0 lo P r-`n #4-CONT. TOP Lj - CL AND BOTTOM i COMPANY C) CONTINUOUS CONCRETE TRACT# rrZ05, S pFESS/°� ¢o TRENCH FOOTING TOWN, CA , NIK!qr �- 5'-0".TO JOB NUMBER �, DAYLIGHT MINA 14-115-8964 CONT. TRACKING $ DRAWN 4055 m no Scale 14-115-8964 DB a $9°g4 PROT041 »WALL SYSTENS DATE ENGR CARUSO g +mom , n TURLEY 5?e� � WWWPROT02.COM 11.05.2014 JAD *T UCTVRP���Q � SCOTT. � 41800 CASCADES COURT TEEIECUU CA 92591 PACKAGE SHEET 9T \�pQ 1{ t INC. a AT3N: - ono 'r— PHB(95M &=BY&-—garyotto®proloo.com -r S2.1 F OF CA1- wW.Ctsa2.Com uSuiM?M.A (MAY oeaY 8E PISfAEJFO BY APPROVED NA CENI6ED P/Sr.WFAS) JL /••\ C.Ir.go if P=POST-Tmm U&WM ww ..,. -.....-_._;ss-�..::_�--__,_:__;_l __��•,-;�-;,•�-_ems�_,.-.. -_ .,; _, - _�_--•• - ---�_ s, -- - --- - - -_ --... _ .. Caruso Turley Scott,Inc ' ; Project Title, -Proto If Standard 1215 W.Rio Salado Pkwy#200 Engineer: JAD Project ID: 14-115,8964 Tempe,AZ 85301- f Project Descr:_ 480-774-1700 ) wWV.clsaz.com G:'-CDF1B':11f?ROT.O1=14150ABG 11dALCt1C 1152t.ec6 C.a.ntilever:..ed,;Re taint.:._.__... .... ..........._..-..--.::....:.-.....::.......::::.::..::.:.:,.::-::,.:...:_:.::...:::.: ...:.:::'_::::: :::::::.::_,:_:.!:. cap arte:�sazo�5elds:as: s_vBs.sds_: ;. ..-...... ...-. _ _Description: 17'4"Fence CMU Stem 100 MPH ' Criteria - Soil Data. - - i '' Calculations per.AC1318-11, AC1530-11,IBC 2012,. _ Allow Soil Bearing = 1,500.0 psf CBC 2013,ASCE 7-10 Retained Height 0.33 ft Wall height above soil = 7.00 ft ,, Equivalent Fluid Pressure Method - , W ope Behind Wall 0.00:1 Heel Active Pressure 4.0 psflft ' eight of Soil over Toe _ 4.00 in Toe Active Pressure• _ 0.0 psf/ft : 1 ater height over heel 0.0 ft • Passive Pressure,`, 250.0 psflft - Vertical component of active- Soil Density',.Heel = 110.00 pcf Lateral soil pressure options:• Soil Density,'Toe = 0.06 pcf ' NOT USED for Sal Pressure. Friction Coeff btwn Ftg&Soil = 0.400 NOT USED for Sliding Resistance. s NOT USED for Overturning Resistance. :.Soil height•to ignore -* 1 for passive pressure` - 0.00'in " FSurcharge Loads - ~ Lateral Load Applied to Stem I Adjacent Footing Load ' Surchargge Over Heel 0.0 psf Lateral Load 0 0 plf Adjacent Footing Load - , 0.0 lbs Used To Resist Sliding&Overturning ,....Height to Top 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf; ...Height to Bottom' = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Applied to Stem �t, p" ' Footing Type Line Load I I Axial Dead Load = 625.0 Ibs T' '- Base AboveBelow Soil . = 6.0 ft Axial Live Load = 0.0 Ibs posed p at Back of Wall - Wind on Ex Stem = 13.5 psf.. ; Axial Load Eccentricity = 0.0 m Poisson's Ratio - 0.300 ` Design Summary _ r j Stem'.'onstruction slop stem 2na Stun OK _ Wall Stability Ratios Design Height Above Ftg ft=` 2.00• 0.00. ' Overturning:: _ 4,22 OK Wall Material Above'Ht" - Fence Masonry 1 Sliding 7•27 OK Thickness. 1n 0.00 6.00 j t Rebar Size = # 5 # 4 I ,' Total Bearing Load = 1,227 Ibs Rebar Spa i in= 48.00 40.60 ! j resultant eoc. = 4.07 in Rebar Placed at "- Center. . Center - Design Data ,,- --- Soil Pressure @ Toe ''660 psf OK fb[FB+fa1Fa - 0.892 Soil Pressure @ Heel =• 135.psf OK. .,,5. Total Force @ Section Ibs= 72.0 157.9 x Allowable = 1!500 psf Moment.:..Actual " 'ft-I 192.0 603.9 ' Soil Pressure Less Than Allowable,' 1 , 'ACI Factored @Toe 793.psf Moment...r:Allowable 11­1= 0.0 710.7 ACI Factored @ Heel 162 psf { Shear..-...Actual -psi 0.0 -4.8 Footing Shear @Toe 5.3 psi.OK Shear.....Allowable psi 0.0 69.7 i Footing Shear @ Heel = 2.5 psi'OK Wall Weight psf= 0.0 46.0 Allowable 75.0 psi Rebar Depth 'd' n=• 0.00• - 2.75 _ Sliding Calcs (Vertical ComponenfNOT Used} Lap splice if above m= 0.00 .36.00 , 'Lateral Sliding Force = 98.1 lbs Lap splice if below m 0.00 ' 6.00 Iess.100%Passive Force, - 222.2 Ibs; Hook,embedlinto footing in= 0.00_ 6.00 less 100%Friction Force = - •4.90.0lbs I'-frn Data ' - :fm psi 1,500 1,500 Added Force Req'd 0,0 Ibs,OK , F I y psi 60,000 60,000 for 1:5:.1 Stability = 0.0 Ibs OK ;'` Solid Grouting, _, No No Load Factors, ---- - r , Yes Dead Load: ,. 1200 Modular Ratio'n'•' _ 0.00 `21.48.•:• , Live Load }v 1.600 Short Terin Factor 1.000 1.000 Earth;H 1.600 Equiv.Solid Thick. m= 0.00 3.80 Wind;W 1.667 Masonry B1ock'Type = 3 Seismic,E 1,000 Masonry Design Method LRFD j Caruso Turley Scott,Inc. Project Title: Proto II Standard , •1215 W.Rio Salado Pkwy#200 Engineer: JAD A Protect ID: F14-115-8964 Tempe,AZ 85301 Project Descr: . 480-774-1700 001 , � www.ctsaz.com N k . 0 1 •. L �+ ;:- File:-GI"CDF16-1 IPR0.T:0F 1t50A8:'t'': :,''_t. _3:ecE' anTJleve;r;.ed.Reta._n,.n. _Wall:::: :::;.:::.::.:.:;':.:,::::..::.:.::::._..::-:.::..:.::::::.::.:::_:;;'::::=:.:':'.:...:::;.:-.;::::•.::.::_..:1. ;. .6_ --....9........ .__.......:.._:...._:.:..:..::.....: :..::...:.....,..,.... _.........__.._......._.................__.. ..........................................._......_......::.:.:..ENERCAL•C:INC:19832t195_BmId:6:15:3.9 V ..1 :3 .... Description: 8'-0.Fence CMU Stem-100 MPH y ;; i _._.._...----- Criteria . Soil Data Calculations per AC1318.11, ACI 530-11,IBC 2012, --...., - -' ------....._-._ CBC 2013,ASCE 7-10 Retained Height = 0.33 ft Allow Soil Bearing 1,500.0 psf Wall height above soil - 7.67 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 40.0 psf/ft Height of Soil over Toe = 4.00 in Toe Active Pressure ' _ 0.0 psf/ft ' Water height over heel - = 0.0 ft Passive Pressure = 250.0 psf/ft Vertical component of active Soil Density;Heel = 110.00 pcf ' Lateral soil pressure options: Soil Density,Toe = 0.00 pcf USED for Soil Pressure. Friction Coeff btwn Ftg&Soil 0.400 USED for Sliding Resistance. USED for Overturning Resistance. Soil height to ignore - for passive pressure - 0.00 in _ Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Load Surchargge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load 0.0lbs Used To Resist Sliding&Overturning . Height to Top - 0.00 ft Footing Width, K 0:00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist _' 0.00 ft. Axial Load Applied to Stem _ j • Footing Type Line Load Axial Dead Load = 833.0 Ibs Base Above/Below Soil = 0:0 ft at Back of Wall Axial Live Load = 0.0 Ibs - Wind on Exposed Stem = 13.5 psf Poisson's Ratio. = 0.300 - Axial Load Eccentricity 0.0 in ' j Design Summary Stem Construction Top Stem 2nd - - Stem OK t Wall Stability Ratios f Design Height Above Ftg ft= 2.00 . 0.00 ' Overturning = 15.84.OK Wall Material Above'HC = Fence Masonry, Sliding = 12.97 OK Thickness in= 0.00 6.00 Rebar Size = # 5 # 4 Total Bearing Load = 3,135 Ibs Rebar Spacing in 48.00 . 32.00 ...resultant ecc. = 7.68 in Rebar Placed at = Center Center Design Data =- Soil Pressure @ Toe = .,632 psf OK fb/FB+fa/Fa - o. Soil Pressure @Heel = 204 psf OK . Total Force @ Section Ibs= 81.0, 176.1 Allowable 1,500 psf Moment... Soil Pressure Less Than Allowable Actual fta= 243.0 719.3 ACI Factored @ Toe = 758 psf Moment.....Allowable ; fta= 0.0 878.5 , ACI Factored @ Heel = 245 psf Shear:....Actual psi 0.0 5.3. Footing Shear @ Toe = 3.3 psi OK Shear...,'.Allowable ; psi 0.0 - 60 Footing Shear @ Heel 8.2 psi OK Wall Weight psf 0.0 47.0 Allowable = - 75.0 psi Rebar Depth 'd' in 0.00• 2.75 Sliding Calcs (Vertical Component Used) Lap splice if above in= 0:00 36.00. 1� ' Lateral Sliding Force 183.5 Ibs Lap splice if below, - , in= 0.00 6.00 less 100%Passive Force = - 1,125.0 Ibs Hook embed into footing in 0.00 f fi.00 y: less 100%Friction Force = 1,250.0 lbs Masonry Data ' psi V'. 1,500 . 1,500 F Added Force Req'd - = 0.0 Ibs OK y psi= 60,000 60,000 A ....for 1.5:1 Stability = - _'0.0 Ibs OK Solid Grouting = No No Load Factors ---. .__._..._-------- ....._. Yes Dead Load 1.200 Modular Ratio'n' • = 0.00 21.48 Live Load 1.600 Short Term Factor _ 1.000 1.000 Earth,H 1.600 Equiv,Solid Thick. in= 0.00 3.90 Wind,W 1.667 Masonry Block Type = 3 Seismic,E . 1.000 Masonry Design Method LRFD ' y` i Caruso Tudey Scott,inc. Project Title. Proto 11 Standard 1215 W.Rio Salado Pkwy#200 Engineer: JAD Project ID: 14-115-8964 Tempe,AZ 85301 Project Descr. ,. 480=774-1700 z t z -7 wvFvv.ctsaz:com f7i e G Q,CpF16-I�PRoT01t1\150ABC 1tCAtCU1111S21 ' MOM Can#�tevered Retaln�n Wall !; " g.. _ ENEr2CAt�3NC 9983 2(115 BufIE 615 3,9,Ver6153 9..: ; _ ,- Description: V-8'Fence CMU,Stern-100 MPH Cnterla I SOIL Data Calculations per AC1318.11„AC1530.11,IBC 2012, - _ Retained Height = 0.33ft , -, : Allow Soil Bearing _ '1,5000 psf,. . CBCzo13,ASCE7.10 i. Wall height above soil' = 8.33 ft Equivalent Fluid Pressure Method- Slope Behind Wall _ 0.00:1 Heel Active Pressure 40:0 WIft Height of Soil over Toe , = 4.00 , Toe Active Pressure" 0.0 in, psflft a Water height over heel = 0.0 ft; Passive Pressure 250.0.'psflft Vertical component of active= Soil Den'sity,,Heel _ 110.00 pcf Lateral soil pressure options: Soil Densrty,Toe 0.00 pcf USED for Soil Pressure. (notion Coeff btwn Ftg,&Soil 0,400, USED for Sliding Resistance. USED forOveduming Resistance Soil'height to ignore for passive pressure. 0.00 in Surcharge,Loads 1. Lateral Load'Applied to Stem.' Adjacent Footing Load '•••�. _ Lateral Load � • _ 0.0 If-,- - SurcharrggeOver Heel = 0:0 psf P. Adjacent Footing Load 0.0 Ibs. Used I o Resist Sliding&Overturning Height to Top: 0 00 ft ,Footing Width `0.00 ft. Surcharge Over Toe _ 0.0 psf ;,.Height to Bottom - 0 00 ft Eccentricity; = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist' = 0.00 ft ' w LA)It l Load Applied to Stem _ footing Type Line Load Base Above/Below Soil I: Axial Dead Load` = 833.0 Ibs at Back of Wall = 0.0,ft Axial Live Load = 0.0 lb s Wind on Exposed Stem 13 5 psf Poissoh's Ratio .. = 0 300 Axial Load Eccentricity" = 0.0 m ' I . Top Stem` 2nd . l Design Summary Stem Construction __..P :Wall Stability Ratios Design Height Above Ftg" ft= 2.67. s 000OK Sliding 9 _: 11.13 OK Fence Masohry 'Overturning - 12.09 OK Wall Matenal Above Ht , 9 Thickness in-- 0:00 6.00 Reb'ar Size - # . 5 # 4 Total Bearing Load = 2,419,Ibs Reb'ar Spacing in= 48:00 24.00 resultantecc. _ (10.09 in - Rebar Placed at Center Center Design Data - ." Soil Pressure @ To = 540 psf OK fb/F6+fa1Fa axle : Soil Pressure @ Heel = ,106,psf OK"' (: Allowable = 1,500 psf •Total Force @ Section Ibs 80.9 191.1 Soil Pressure Less Than Allowable Moment .Actual ft-I 242.7 844.2 Mo ACI Factored Toe 648 f Shear merit .:Allowable fta 0.0 1;149.3 @ PS ACI Factored @ Heel - w 12T psf ear:..,Actual psi 0;0 5.8 Footing Shear @ Toe = 6.Z psi OK Shear;...Allowable psr 0.0 Footing Shear- @Heel = 9.8,psi.OK Wall Weight. , • psf= 0.0 48.0' Allowable : - - 75.0 Re ar:D ep 6 th d � m ,`� 0 00 2:75 i Lap splice if above in- 0.00 36.00 Sliding CAcs (Vertical Component Used) I. :Lateral Sliding Force = 148.0 Ibs Lap splice if below m 0:00, 6.OD less 100%Passive Force- - 680.6 Ibs Hook embed into footing in 0.00` 6.00 less.100%Friction Force _ 96®01bs Masonry Data fm , . Psi 1',500 1,500 Added ForceReq'd = 0:6 Ibs OK. Fy Psi 60,000 60,000 ....for 1.5:1 Stability':- __ .0 0 Ibs OK" Solid Grouting = No No ' Load Factors Yes Dead Load 1,200 Modular Ration' 0 00 2148 Live Load 1.600' Short Term Factor 1 000, 1.000 Earth,H 1.600 Equiv.Solid Thick in_ 0.00 4.10 MasonryBlockType 3 " Wind,W 1.667 Masonry Design Method LRFD Seismic,E 1.004: Caruso Turley Scoff,Inc. Project Title: Proto ll Standard , 1215 W.Rio Salado Pkwy#200 Engineer: JAD Project ID: .14,115-8964 - Tempe,AZ 85301 Project Desct 480-774-1700 www.ctsaz.com ................. ....._._....- ..... �. ._.�. ..m.. -- _:...:.::::.:::.::,::[::.: .:.;........,::::,: ;-::: :,..;,:,::.:,:::;, G -CRF..... RQTQI:.11130ABC'.11(d1f Cl1''..... '•ec& �.. i s....:..:.... .. : .::._:._:.:,.: C R ��n to Wall_: _._:<:_:�:.:::::.:..::�:::: ::: .;,:;: :_: ;:==::-:�__:-_; :: �::: .;;.., t.... ant�leve..ecl..._ eta.... _. _ _........................ ,..„ , .,. _................._._.._..- 20 5 u'Id�6'�15:3�9��Uec:615_i3:9�=:`: Description. 9'-4°Fence CMU Stem-100 MPH j Criteria SOII D t" Calculations per ACI 318-i1, ACI530-11,IBC 2012, -----""" -' - Retained Height = 0.33 ft Allow Soil Bearing .1,500.0,psf CBC 2013,ASCE 7.10 Wall height above soil = 9.00 ft• Equivalent fluid Pressure Method Slope Behind Wall = 0.00:1 'Heel Active Pressure = 40.0 psflft Height of Soil over Toe = 4.00 in Toe Active Pressure = . 0.0 psfKt , Water height over heel = 0.0 ft Passive Pressure = 250.0 psffttj - Vertical component of active Soil Density,Heel = 110.00 pcf; F. Lateral soil pressure options: _ . ' USED for Soil Pressure. Soil bensity;Toe 0.00"pcf.• USED for Sliding Resistance. Friction Coeff btwn Fig&Soil = 0.400 USED for Overturning Resistance. Soil height.to ignore _ for passive pressure - 0.00 in.. Surcharge Loads Late Adj Lateral Load Applied to Stem ace Load'nt Footing Surcharge Over Heel - 0.0 psf Lateral Load = 0.0 pff Adjacent Fooling Load 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width _ 0.00 ft Surcharge Over Toe = 0.0 psf. ...Height tdBoftom = 0.00'ft Eccentricity '_ 0.00 in Used for Sliding&Overturning,, Wall to Ftg CL Dist •0.00 ft Axial Load Applied to Stem Footing Type ,f Line Load " Axial Dead Load = 833.O1s ' Base Above/Below Soil 0.0 ft b at Back of Wall i Axial Live Load = -0.0 lbs Wind on Exposed Stem = 13.5 psf - - �_ E 'Poisson's Ratio - - 0:300 Axial Load Eccentricity = 0.0 in ;. •,. Design Summary' ; Stem Construction To' Stem em __ 2nd_ - - - - -- Stem OK Wall Stability Ratios Design HeightAbove Ftg ft 3.33 0.00. Overturning = 12.52 OK Wall Material Above'Ht' = Fence Masonry Sliding = 11.94 OK Thickness in= 0.00 6.00 Rebar Size =- # 5 # 4 ' Total Bearing Load = 3,201 lbs Rebar Spacing in= 48.00 24.00 resultant ecc. _ :8.59 in Rebar Placed at = Center Center Design Data Soil Pressure @ Toe = 671 psf OK fb/FB+fa/Fa - --- _ _..__..........0983 Soil Pressure @ Heel = 182 psf OK. Total force @ Section lbs .81.0 206.1 Allowable = 1,500 psf Moinent....Actual ft I= 243.2, 979.3 Soil Pressure Less Than Allowable ; ACI Factored @Toe = 805 psf Moment....Allowable : ft4 0.0 1,149.3 ACI Factored @ Heel = 219 psf Shear....Actual psi= 0.0 {6.2 Footing Shear @ Toe = 3.7 psi OK Shear...:Allowable psi= 0,0 69.7 Footing Shear @ Heel = 8.2 psi OK^ '" Wall Weight psf= 0.0 48.0 Allowable = 75.0 psi Rebar Depth 'd' in-, 0.00 2.75 ' Sliding Calcs (Vertical Component Used) Lap Splice if above in 0.00. 36.00 Lateral Sliding Force = 201.5 lbs Lap splice if below in= 0.00 6.00 less 100%Passive Force = 1,125.0 lbs Hook embed into footing in= 0.00 6.00. less 100%Friction Force = - 1,280®Ibs `Masonry Data A' - fm psi 1,500 1,500 ' Added.Force Req'd = 0.0 lbs OK Fy psi,' 60,000 60,000 t ....for 1.5:1•Stability = 0.0..lbs; OK Solid Grouting =„ -No No Load Factors ..... _.._._.--......:. --..._ -yam Dead Load 1200 Modular Ratio'n' = 0.00 21.48 Live Load 1.600 ; Short Term Factor = 1.000 1.000- 00 Equiv.Solid Thick. in= 0.00 4.10 Earth,H 1.6 Wind,W 1.600 Masonry Block Type = 3 Seismic,E 1.000 Masonry Design Method = LRFD ,M ter im M - s " S2-1 Trench Calcs.-Ex p C-:'100 mph Proto•II Soil-Only: Soil Parameters: Design Constants Soil to Neglect for 'Burried" Load Trench' i .Active Passive ' -Passive Block Duration Footing Pressure Pressure Res'istarice'.. Depth Factor. Trib Width (Pa)[pcfl (Pp)[pcf) .: (n)[ftl (s)(InJ. (LDF)[] (b)fit] : High Soil' g. Footing Depth Design: r .Resultant,. 'i Screenwall Soil.Acbve'; Soil Force on .' Required a Neigh Retained' Force on `Moment on Footing Footing''..' ,.+. Above Height;- Foundation Foundation Location' Depth (H).[ftl (r)[ftJ' (Paf)[IbfJ' (MWf [ft-lbJf 4" (Rs'[ftl {d)[ftl k r " 7:00 0.00 0 0 0.00 0.00 — '. 7.67 0.00,' _'..0 0 0.00 8.33, = 0.00:.,_ . - : 0 "0 0.00: 9.00- 0:00:. 0 0 O.DO 0.00: { , , [_O W;S O I[ i' 1 Calculated Using IBC Eq 18- ' See Sheets F7 F10 in Std Calc Typical Formulas Packa9e,Typical (' 4 n)2Pa. Pam ' - Alf R tf..- M cf Pal -i 2 h3P Dip Footing Capdcity' P _,:(r +n) P ill = of. Dip Ib"otingSpacing= 6 - , , .U. S2-1 Trench Calcs- Exp C-100 mph • r Proto•Il Soil Plus Seismic soil Parametors: Design Constants { Soil to Footing. Wall. Neglect for Seismic Load Load , Trench Seismic Seismic Wall Wall Burried Active Passive Passive Soil Duration Duration Footing Coeff. coeff. Weight Weight Block Pressure', "Pressure Resistance Pressure, Factor Factor Trib Width. Low Wall High Wall, Low Wall High Wall Depth (Pa)[pcf] (Pp)[pcf) (n)[ft] (Ps)[pcf] (LDF)[I (LDF)[I (b)(ft) (Fplow)I 1 (FpHigh)[l (Wwlow)[psf) (Wwhigh)[psf] (s)Fin] 40.0 250 0 0 1 1, 1. . 0:25: 0.25 63. 32 . 4 Seismic Loads - � Seismic _ Seismic Moment Seismic Low Seismic Low Seismic High Seismic High Screenwall Soil Force from Soil Wall Force Wall Moment Wail Force Wall Moment Total Total Resultant Height Retained Applied to Applied to Applied to Applied to Applied to Applied to Seismic Seismic Selsmic. i': Above Height Footing Footing Footing Footing Footing Footing' Moment Lateral Ld. Load Loc., (H)[ft] (R)[ftj (St)[Ibfj (Msf)[Ibfj (Swna )[Ibf] (M_.nrow)['#] (Swell Hgh)[Ibfj (M.411H19h)['#] (Msftti)['#] (Fsttl)[lbf] (Rsl)[ft] 7.00 0.00 0 0 0 0.00 56.00 261.33 261 . ;56 4.67 7.67 0.00 0 0 0 0.00 61.33 313.48 313 ;ti1 5.11 8.33 -0.00• 0 0 :',. a 0 0.00 66.87 370.37 370 .67 5.56 ' 9.00 0.00 0 0 0 0.00, 72.00 432.00 432 .72: :'` 6.00 #. Soil Forces' Total Foot!ng-oads/Design - •; Required , • - � i. 'i Solt Active Soil Total Total Trench c Force on Moment on Force Ld Result. Footing T Footing' Footing on Footing Location Depth (Pao[Ibfj (Mcf)[ft-lb] (Pafttl)[lbf), (Rttls)[ft] (d)[ft) 0 0 56 4.67 2:26 5 p - 0 61 5.11 2.39 0 0 ' 67 5.56 2:52 - 7 b w I r Imo - -lr- � �■�I:::..M.r: Mill- S24 Trench.Calcs-Exp C 100 mph Proto 11 l i Soil Plus Wind Design Constants" Soil Parameters:' 9 Soil to Footing Wall Neglect for Load Load Trench Burned A"ctive- Passive. Passive-: 'Duration Wind Duration Footing Block ^f : -Pressure Pressure" Resistance ` Factor Load Factor Trib Width - Depth P (Pa)[pcfl .(PP)[Pcf]' (n)[ftl (LDS[I (w)[PS9 (LDF)[] (b)[ft] (s)[in]'- 40:00 250 0 .; V. ::'13.5, - . .,:,1 1 4:.:.. f Footing Design'.• ` Applied t' _:•Moment Screenwall': Wind . ' .from Wind " Soil Active Soil Total. Total Force on Trench; 1 Height- Retained `Force to Applied to Force on Moment on Force. Footing Resultant' Footing i Above; Height Fehce Wall, Footing Footing Footing on Footing Location Depth (H)[ft] (R)[ft] (wl)[lbf] : " (Mwf)[Ibf] (Pal)[Ibf] (Mcf)[ft-lb] ''.:(Paftti)[Ibf] (Rttis)Ift]. (d)[ft] 7:00 p 0.00 '- 94:5. 331'; 0 p 95 3.50 .2.57.. ! 7.67 0.00 103.5' 397 04 0 104 3:83 2.72 8.33 0:00: 112.5" 469 0 _ 0 113 4.17 2.86 9.00 0.00 121:5 ." 547; ,_ _ 0 0 122 4.50 ,3.00-:., .: t S2-1 Trench Calcs- Exp C- 100 mph Proto II Soil Over Footing=4" \ to lLX + High Soll C10 - i Summary 5 TRENCH i Screenwall Total ' Height Retained Wall Ht .Required Req Trench Above Height Above Grade Tench Footing Footing (H)Ift] (R)[ft] (TTLHT) Depth(o)(it inl Depth(D)[in] 1 TO" 0 7'0" 2'Y 27 7'8„ 0 7'8" 2,5„ 29 84 0 84 2'7" 31 } 9101, 0 9101. 2,8" 32 j� 1 Top of Footing "For Trench Reinforcing Cates Total Wall Ht Lateral' Surface Total. «. ; Above Grade Load '=- Moment -Trench (TTLHT) H.(lbs) M(ft-lbs) Depth(ft) 7'0" 95 331 2.583 7'8" 104 397 2.750. i 8'4" 113 469 2.917 •9'0,. 122 547 3.000 Lateral Load=Total Force on Footing(Pafttl)from Wind Calcs Surface Moment=Moment from Wind Applied to Footing(Mwo+Soil Moment on Footing(Mcf)from Wind Calcs ` Total Trench Depth=Req Trench Footing Depth(D)+Buried,Block Depth(s) . a 00• , • I - 'j '.I 'ram'- !� ;�� ' �. `.�, .'�" :� . �' . � • ��. � � '� �+, ��'' � ,� _ '�• � , ! � t S2-1 Trench Calcs-�Exp C. 100 mph rProto II Trench Footing Reinforcement, LDF• �' x1.67 } =0.6 Trench Width,w 8 In N L; fn'= µ 2500 psi, n ' a= 1.0 Section Modulus,S= 72 In' • " `fY= " 60000.p§i, Nominal Moment,ipMn=. 900 ft-Ibs } .., 1. i } r �r v { Total ,. Total + WaII Ht ,"_Lateral; Surface Trench Load max.. E/L X`/L Design Plain or Required }Req Spacing,,t ;r= Above Grade;; .:-Load Moment- Depth ; .Eccentricity_ - _.' Location Ratio Ratio, Moment' Reinforced 'p rof#4 Bar '' �r a (TTLHT) (tt Ibs) 1L(g) n. E(ft) r a(ft) ..'• X(it) (=) (-) `. M.(ft-1bs) Concrete,, pri,a(-) (in) 95 i 331 2.583. 3 500- 1.793 0.897 1 355 0.347 585' PLAIN NONE• -NONE 7'8 ` 104 397 " 2.750a 3 833 1`.907 0.954 r 1.394. 0.347" 698 f PLAIN• NONE NONE .. -8'4 ` 113 469 ._, ,-:;2.917 ,,? .4.187 f 2.022 1.011 1.429_' 6. 0:347' 822 PLAIN NONE NO NE,- 1 9'0 122 547 3.000 4.500 2.077 •1.638 1.500 0.346 951. '.REINFORCED 0.00149 '48'a.,. Y-• ;+ ,, .4'EL ;+ 3 Lz �PerCiernlak t _ 6 E r+ -4 L F Total Lateral Load on Pler L=-Required,Trench Depth+Burled Block' �.t 3, •w X=a/2' 1 M=Moment at Surface {�'� E=Load Eccentricity - ' Mu —H•*L*LDF* —+-1' �4=+3 Note: If CM;;>M n0 reinforcing r 1. Is 1— 1— 0 9bdZ necessary I �'.. 3 "'. XjLlOrcy` _ .f 4 3. - m in `� 8 y — u r 12,* (t•-2)2 A • J " _. .... ... ....:.. ... ... ..... .... .... .....r. ,tip,. ..,.. ....... (" V-4 TO 9-41 PROTO II EXPOSURE C TRENCH FOOTING - MINOR RETAINAGE 1 s SEE SHEET C FOR BEARING AIL -X PLATE SIZE. .^ PROTO II ROD EMBEDDED INTO FOOTING AS CAP AND BLOCK SHOWN. POST TENSION (PT) RODS NOT TO OCCUR PER SHEET C IN SAME CELL AS CONVENTIONAL REINFORCING. , ONLY GROUT CELLS,WTH•CONVENTIONAL II REINFORCING WITHIN CONVENTIONAL CMU HEIGHT. Ji i x FINISHED GRADE 4:1 _ c� II PROTO II FENCE WALL MAX SLOPE: NO SURCHARGE - SEE I HORIZONTAL JOINT REINFORCING TOP o SHEET B, NOTE 20 2 COURSES BELOW PLATE AND AT t W o FOR MORE INFO. 12' 24" O.C. BELOW N GROUT REBAR CELLS SOLID + - 3" ABOVE RETAINED HEIGHT NOTE � DRAINAGE SHOWN ARE MINIMUM MUM I` x 1 #3 CONTINUOUS IN 8' DEEP REQUIREMENTS. SEE SOILS REPORT SOLID GROUTED BOND BEAM. IF AVAILABLE FOR FURTHER INFO.. if: VERTICAL.REINF. 'X' BARS - tINSTALL DEYARD RETURN WALLS a co DRAINAGE S,WALE OCCURS, ¢r DRAINAGE:BLOCK AT z x Z 2"0 WEEP HOLES AT o c� o¢ AT GRADE. ! ,--, 6'-0" O.C. AS ALTERNATE j cr- n TO PERFORATED PIPE .VV N 3/4" OPEN GRADED GRAVEL BACKFILL MAX GEOFABRIC WRAP 0 4 SDR 35 4" DIA. EOQ w a PERFORATED PIPE PIPE v WITH 1% MIN. GRADIENT #4 CONT. TOP 4i V' TO APPROVED OUTLET AND BOTTOM P a a COMPANY ' o x TRACT# QROFESS ON � • a o N _ TOWN, CA I. F� pj K!/ysO q�F U 5'-0" TO JOB NUMBER 14-115-8964 � c,• ti CONTINUOUS CONCRETE CANT DAYLIGHT MIN. TRACKING'$ DRAwN" z TRENCH FOOTING w S 4055 m f10 SCOIe 14-115-8964 DB a Z-Easm m PROT041 to wAl1 sYs .s DATE ENGR CARDS O g.E gis - TURLEY mo�� WWWPROTO2_COM 11.05.2014 JAD sjRUCTu�P �Q SCOTT r' 41800 CASCADES COURT TEME&SI CA 9.M PACKAGE SHEET 'V. =d a� ..ATTN: GARY OTTO S�:� 9jFO L\FpQ INC. a� 66sods PH®(E H AM BY -garyottCMn=l.cam' F CA www.ctsaz.com H���M (MAY MY BE nSTwID BY NPROVED MID CEgTFED NSTNLlERS) MM� 4•.S,Nm ar D= Is . • _ Caruso Turley Scott,Inc. i Project Title: Proto II 1215 W.Rio Salado Pkwy#200 ° , Engineer: TH Project ID. Tempe,AZ 85301 Project,Descr: - 480-774-1700 ° www.ctsaz.com i .._..._......._......__._..._.-_...._......•. +.Imrn--v..u,.rrxvnw.v,.�;n..,r....mM1�. __ _ _ _ ._...:...............+,::::::::'!::::....::..:::!::.....,....._...... ":'fifle�;6:1`C.D€i£r:71PR07.OI.::I1i5QlS[3G11GA:E.GU�;;US3�1SKib :,:Ctnttteered_Retain:in _Wall::..:__._:. -...........:..:...........:........::...:.:.._...._ ::. _...._.g.......__..._........__.._._. .._..._.._...•-..... ......'... ..:.._....._.,__!.___::.,:-.:.:-. ::,,.ENER6ALG:1NCc39832015 Builtli6[153:9`ViE:615i t C 39 Description: -7'4°Minor Retaining=100 MPH Criteria', a,.- _ -- $oil Data , - I=: Calculations perAC1318.11, ACI530-11;IBC 2012, ' _ R. _____�. _.._-. _..___..______.___ CBC 2013,ASCE 7.10 .Retained Height _ ' 3.00 ft ; 'Allow Soil.Bearing = 1,500.0 psf Wall height above soil = 4.33 ft Equivalent Fluid Pressure Method Slope Behind Wall _ 0.00:1 Heel Active Pressure = 40.0 psflf-' Height of Soil over Toe _ 4.00 in'. Toe Active Pressure 4 _ 0.0 psflft s Water height over heel 0.0 ft .Passive Pressure 250.0 psf/ft Vertical component of active 'Soil Density,Heel = .110.00 pcF Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Sal = 0.250 NOT USED for Sliding Resistance. i NOT;USED for Overturning Resistance. Soil height to ignore- - r for passive pressure - 12.00 in Surcharge Loads .� L ateral.l:oad Applied to.Stem l ;Adjacent Footing Load _ Surcharge Over Heel 0.0 psf Lateral Load _ 0.0 plf° ` Adjacent Footing Load = , 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft- Footing Width = 0.00-ft Surcharge Over Toe = 0.0 psf �•;. ::Height to Bottom = 0.00 ft Eccentricity = 0.00 in: Used for Sliding&Overturning. , : ti Wall to Ftg CL Dist _ ' 0:00 ft Axial Load Applied to Stem__ _ Footing Type Line Load Axial Dead Load = 625.0 Ibs," `` Base Above/Below Soil = 0.0 ft Aitial Live Load = 0.0 Ibs :Wind on Exposed Stem 13.5 psf at Back of Wall ,_ Axial Load Eccentricity = _0.0 in rat+. Poisson's Ratio° - 0.300 ' Design Summary 1 Stem Construction I .y Top Stem 2nd Stem OK G. Wall.Stability Ratios Design Heinht Above Ftg ' ft= 2.00 0.00 Overturning, ' = 16.22 OK Wall Material Above'Ht°,' _ Fence Masonry f ,.Sliding _ ,4.29 OK r ,Thickness in= 0.00 6.00, Rebar Size - #' 5 # 4 1 Total Bearing Load = 4,481 Ibs Rebar Spacing in 48.00 32.00 :..resultant ecc. = 1.10 in a Rebar PI'aced at ": _ Edge Center Design Data t Soil Pressure @,Toe 641-psf.OK fblFB+t a 0.934 Sal Pressure @'Heel - 1554 psf OK Total Force @Section ibs= 72.0 385;5 Allowable 1,500.psf Moment...Actual ft4= 192.0 •791.8 Sod Pressure Less Than Allowable ' t , 'ACIFactored @ Toe- = w 760 of ;r, Moment.....Allowable, ft-I=a- 0.0 878.5 ACI Factored @ Heel _ 656 psf , Siiear.....Actual • : psi= 0.0 11.7 `. '" Shear.....Allowable psi= 0.0 69.7 Footing Shear @ Toe = 3.9 psi OK, :r Wall Weight psf= - 0.0. 63.0 Footing Shear @Heel. _ 16.6 psi OK ;,+' " Allowable _ 75.O.psi Rebar Depth 'd' in= 0.00- 2.75 x ' +` Lap_splice if above in 0.00 36.00 r Sliding Calcs (Vertical Component NOT Used) „ La .s lioe if below i = 0.00 r 6.00 Lateral Sliding Force = 494.1 Ibs . f? p n less 100%Passive Force = :1,000.0 Ibs Hook embed into footing " in= 0.00 6.001. _ less 100%Friction Force- _ 1,120 9 Ibs . w Masonry Data _... xl �_ fm psi 1.500 150D Added Force Req'dO.O Ibs OK!1 Fy psi 60,000 60,000 ....for 1.5:1 Stability = ; �:�0.0 Ibs OK Solid Grouting _" No .Yes Load Factors -:........................... - - " ' Yes Dead Load 1.200. - Modular Ratio'n' = 0.00 21.48 Live Load 1.600 - Short Term Factor = 1.000 1.000 ' w Equiv.Solid Thick. _ in= 0.00• 5.60 Earth,H , 1.600 Masonry Block Type 3 -Wind,W <. 1.667 . Seismic,E ' 1.000 ! ,, Masonry Design Method = LRFD ' .♦ L Caruso Turley Scott,Inc. Project Title: Proto 11 1215 W.Rio Salado Pkwy#200 Engineer: TH ;s'Proiect ID: Tempe, AZ 85301 Project Descr. 480-774-1700 www.ctsaz.com .. :...... -- .: _.....:........:.-_.i_,_.;:• --:: :.:•,-:.•:::::._::::..._,:__::.::_._::, e 1.....1i1'R. 01. S(iABC 1 C;IE 1S3 ec6 cl:Re Ilntn _.-.. . _ _ a e xa dal: ...........,-; :. . z ,:,:;;::,:,�t:::::;;;:__:a:: _�:-:__ :�::::.::::::::. :..::::::.:::.:::EN - •::�• ...............----_---ERGALG ING_1983 ,BwW 5 er•6 5�9 1 Itl. , Description 8'-0'Minor Retaining-100 MPH s• �^Criteria j LSoil p Data Ceiculati, pefACl 318,11,AC1530-11,IBC 2012, Retained Height = 3.00 ft Allow Soil Bearing = 1,000.0 psf CBC 2013;ASCE 7-10 Wall height above soil = 5.00 ft Equivalent Fluid Pressure Method y • Slope Behind Wall = . 0.00:1 Heel Alive Pressure 40.0 psf/ft ' Height of Soil over Toe - = 4.00 in Toe Active Pressure 0.0'psf/ft, 1 Water height over heel - •0.0 ft Passive Pressure = .150.0 psfift r Vertical component of active Po Soil Density,Heel = 110.00 pcf; u,." , • . Lateral soil pressure options: Soil Density,Toe 0.00 pcf- NOT USED for Soil Pressure. Friction Coelf btwn Ftg&Soil = 0.250 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore _ for passive pressure - 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = '0.0 psf Lateral load = 0.0 p}f Adjacent Footing Load _ 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 it Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity 0.00 in Used for Sliding&Overtumirig Wall to Fig CL Dist _ 0.00 ft Axial Load Applied to Stem Y Footing Type - i' Line Load Axial Dead Load = 833.0 Ibs I Base Above/Below Soil Poaissont BacksRoaf Wtio all i 0.300 0.0 ft - Axial Live Load = 0.0 Ibs Wind on Exposed Stem = 13.5 psf `- ' • �_ �• - Axial Load Eccentricity _ 0.0 in ' DI esign Summary Stem Construction Top Stem 2na Slem OK i Wall Stability Ratios Design Height Above Ftg ft= 2.00• 0.00 Overturning = 15.45 'OK Wall Material Above'Ht' = Fence Masonry Sliding = 3.52 OK Thickness in= 0.00 6.00 Rebar Size # 5 # 4 + Total Bearing Load = 4,689 Ibs Rebar Spacing in= 48.00 24.00 resultant ecc. = 2.07 in Rebar Placed at = Edge Center Design Data Soil Pressure @ Toe = 711 psf OK tb1FB+fafFa = U.839 M` Soil Pressure @Heel = 539 psf OK Total Force @ Section' Ibs 81.0 400.5 Allowable = 1,000 psf MomentAcbral. fta= 243.0 906.9 t ` Sol Moment- Actual.Less Than Allowable -r AC Factored @ Toe = 844 psf Moment..•,Allowable ft-1= 0.0 1,149.3 *' ACI Factored @ Heel = 639 psf Shear.....Actual psi= 0,0 .; 12.1 F Footing Shear @Toe = 4.6 psi OK Shear.....Allowable psi= 0.0 69.7 ' Footing Shear @Heel = "16.6 psi OK Wall Weight psf= 0.0 63.0 Allowable = 75.0 psi Rebar Depth 'd' in=. 0.00 2.75 Sliding Catcs (Vertical Component NOT Used) Lap splice if above in= 0.00 36.00 t " Lap splice if below in= 0.00 6.00 Lateral Sliding Force . _ 503.1 Ibs , . less 100%Passive Force = - 600.0 Ibs Hook embed into footing 'in= 0.00 6.00 i Masonry Data less 100%Friction Force = - 1,179.9 Ibs • Pm psi= . - 1,500 1,500 Added Force Req'd = 0.0 Ibs OK Fy psi 60,000 60000` ....for 1`.5:1 Stability = 0.0 Ibs OK Solid Grouting = . No Yes Yes Load Factors Dead Load 1.200 Modular Ratio'n' = 0.00 21.48• ' Live load 1.600 Short Term Factor = 1.000 1.000 Earth,H 1,600 Equiv.Solid Thick. in= 0.00 5.60 ` Wind,W - 1.667 Masonry Block Type 3 , Seismic,E 1.000 Masonry Design Method z LRFD Caruso Turley Scott,Inc. Project Title: Proto II " -+ 1215 W.Rio Salado Pkwy 4 200 :s En,ineer: TH Project ID: Tempe,AZ 85301 Project Descr: , 480-774-1700 www.etsaz.com ---,:-'=-: ,-_--'---- ........_............:....•....:.iFae:-G><�DF->.&_31RROT01.-11154ABC tSCALCU�-3SS3--1 ec8 ;; an>t�ieuered:Retatn�ln llal'h ,: ;.: ..::,_•_:_,.:.:..... .......... ::.:::: -- : - -- - 4 --- ------•--g-.___:_::-::,:.....::..._..•...:.....__-•=-�----�----- - -�tdERCl�.t�G�1983--15 6.T 15 AN 8'•8'Minor Retaining-100 MPH Description:, " Criferia Soil Data Calculations per ACI 31811,ACI 53011,tec 2012, Retained Height = 3.00 It Allow Soil Bearing1,000.0 psf CBC 2013,ASCE 7.10 Wall height above soil 5.67 ft Equivalent Fluid Pressure Method _ Slope Behind Wall = 0.00:1 Heel Active Pressure 40.0 psflft' F Height of Soil over Toe 4.00 in Toe Active Pressure = w 0.0 psflft Water height over heel = 0.0 ft Passive Pressure 150.0 psflft Vertical component of active Soil,Density,Heel . - = 116.00 pcf ` Lateral soil pressure options: Soil Density,Toe x. = 0.00 pd NOT USED for Soil Pressure.: 1 l' NOT USED for Sliding Resistance. Friction Coeff btwn Ftg,&Soil =.` 0250 NOT USED for Overturning Resistance. Soil height io ignore for,passive pressure - ,.12.00 in , ' Surcharge Loads w +' .� i Lateral Load Applied to Stem. Adjacent Footing Load - 4 , Surcharge Over Heel F 0.0 psf Lateral Load '. - -0.0 plf ' Adjacent Load; _ 0.0 Ibs Used To Resist Sliding&Overtuming ...Height to Top' - = 0.00 ft Footing Width ' = 0.00 ft Surcharge Over Toe = 0.0 psf` .,.Height to Bottom = 0.00 ft Eccentricity" = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Appiied to Stem ' +: : Footing Type Line Load -, Base Above/Below Soil: I. Axial Dead Load = 833.0 Ibs _ at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs', Wind on Exposed Stem = 13.5 psf _ Axial Load Eccentricity = 0.0 in Poisson's Ratio - 0;300 Design,Summary ; Stem struction Top stem end Stem OK Wall Stability Ratios" . Design Height Above Ftg ft= 2.67 0.00 Overturning _ 14.34 OK Wall Material'Atiove'HY Fence Masonry Sliding 3.46'OK Thickness 'in 0.00 6.00 ,+ Rebar Size ' _ # 5 # 4 Total Bearing Load = 4,694,lbs Rebar Spacing • in= •48.00 24.00 ...resultant ecc. _ 2.31,in Rebar Placed at = Edge Center Soil Pressure Toe . 722 psf OK Design Data Soil Pressure @ fb/FB+falFa OS68 a Heel = 529 psf OK - y Allowable = 1,000 psf Total Force @ Section Ibs= 81.0 415.5 Soil Pressure Less Than Allowable - Moment...Actual fta= 242.8 1,032.0 _ r` ACI Factored Toe 864 ps{ Moment...Allowable ft-1 0.0 1,149.3 ACI Factored a)Heel = 633 psf Shear.:..Actual psi= 0.0 • .12.6 : r Footing Shear @Toe =. 4.8 psi OK Shear.....Allowabl;* . psi= . 0.0 69.7 Footing Shear @ Heel _ 16.6 PSI OK Walt Weight psf-'' . 0.0 63.0. Allowable' 75.0 psi Rebar Depth 'd' t in= 0.00 2.75 Sliding Calcs (Vertical Component NOT Used) Lap splice if above ^-in= 0.00. 36.00 , Lateral Sliding Force . ' = 512.1 Ibs Lap splice if below in= 0.00 6.00 x less 100%Passive Force - 600.0 Ibs Hook embed into footing. in `0.00 6.00 less.100%Friction Force = - 1,170.6 Ibs Masonry Datafm psi= 1,500 1,500 - Added Force Req'd. = 0.0 Ibs OK' Fy psi= ' '60,000 60,000 for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting = No Yes - . Load Factors _ Yes �. Dead Load 1200 Modular Ratio'n' _ 0.00 21.48' Live Load 1.600 Short Term Factor - 1.000 .1.000 Earth,H 1.600'. Equiv,Solid Thick in 0.00 5.60 Wind,W .1.667 Masonry Block Type 3 Seismic,E 1.000 Masonry Design Method LRFD Caruso Turley Scott,Inc. Project Tifle: Proto 11 1215 W.No Salado Pkwy#200 Engineer. TH Project ID: Tempe,AZ 85301 Project Descr:, . - )' 480-774-1700 www.ctsaz.com , ---- -- :••.............................................•..,.-:::• F cam-:- :: . _:::� __.. ..._.... . .... ......•__.•,....-------�!a:_;x;!__::-_-,_�e__�e�_::�_�s __de-.._G �GRFJ.6:1�PR4T,. .SOABG CALcxJY S� f a ti, _ ;. ; ;_ - = 1; :=:: r:= - -_-_ - - - --- -_ -- - - n tl. .vered. .etalr� ,::,�_,:.•.::.,:.............. ;:•.:::_:::: • ..•.- 9...:.. --------.mot--.,.. ENERGRLCy IN 'As.83-2015040521 3uiM 05 3 MY- Description: 9'-4'Minor Retaining-100 MPH �rlterla Soil Data -- -� Calculations per ACI 318-11,ACI 530.11,IBC 2012, Retained Height = 3.00 ft Allow Soil Bearing = 1,000.0 psf CBC 2013,ASCE 7.10 Wall height above soil = 6.33 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure _ 40.0 psf/ft Height of Soil over Toe = 4.00 in Toe Active Pressure = 0.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 150.0 psflft Vertical component of active . Soil Density,Heel 110.00 pcf Lateral soil pressure options: Soil Density,The = 0.00 pcf NOT USED for Will Pressure. Friction Coeff btwn Ftg&Soil = 0.250 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore - . for passive pressure - 12.00 in." Surcharge Loads Lateral Load Applied to Stem i Adjacent:Footing Load, Surchargge Over Heel - 0.0 psf Lateral Load =. 0.0 plf Adjacent FootingLoad 4= 0.0 lbs. Used I o Resist Sliding&Overtukri ...Height to To = 0.00 ft l 9 9. P Footing Width t= 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.60 ft Eccentricity 0.00 in Used for Sliding&Overluming Wall to Ftg CL Dist = 0.00 ft i Axial Load Applied to Stem Footing Type Line Load ` Base AbovetBelow Soil 0.0 ft - Axial Dead Load = .833.0 Ibs. at Back.of Wall. = i Axial Live Load. . = 0.0 lbs Wind on Exposed Stem = 13.5 psf Poisson's Ratio = 0.300 _ Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top stem znd , Stem OK Wall Stability Ratios Design Height Above Ftg ft= 3.33 0.00 Overturning = 13.36 OK Wall Material Above'Hr = Fence Masonry Sliding = 3.42 OK Thickness in= 0.00 6.00 Rebar Size = # , 5 # 4 Total Bearing Load = 4,718 lbs Rebar Spacing in= 48.00 16.00 ...resultant ecc. = 2.64 in Rebar Placed at = Edge Center Design Data Soil Pressure @ Toe = 740 psf OK fb/FB+fa/Fa _ 0.816 Soil Pressure @ Heel = 518 psf OK Total Force @ Section Ibs= 81.0 430.5 f Allowable _ 1,000 psf Moment..Actual fta= 243.2 1,166.9 Soil Pressure Less Than Allowable, k, ACI Factored @ Toe = 888 psf Moment..•..Allowable fta= 0.0 1,657.7 ACI Factored@ Heel = 622 psf Shear....Actual Psi= 0.0 . 13.0 Footing Shear @ Toe = 5.0 psi OK Shear....Allowable psi= 0.0 69.7 Footing Shear @ Heel = 16.6 psi OK Wall Weight psf= 0.0 -63.0 Allowable = `75.0 psi Rebar Depth 'd'. In= 0.00 2.75 Sliding Calks' (Vertical Component NOT Used) Lap splice if above in= 0.00 36.00 Lateral Sliding Force = 521.1 lbs Lap splice if below in= 0.00 6.00 ; .less 100%Passive Force = 600.0 lbs Hook embed into footing in= 0.00 6.00 . less 100%Friction Force = - 1,170.0 lbs Masonry Data, --- -fm psi 115M 1,500 Added Force Req'd _ 0.0 lbs OK Fy psi= 60,000• 60,000 A' ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting No Yes 1 Load Factors Yes Dead Load 1.200 ModularRatio'n' = 0.00 21.48 Short Term Factor = 1.000 1.000 Live Load '.1.600 � - Earth,H 1.600 Equiv.Solid Thick,- in=, '0.00 5.60. Wind,W 1.667 Masonry Block Type = 3 Seismic,E 1.000 Masonry Design Method' _, LRFO S3-1 Trench Calcs-Exp C= 100 mph Proto II Soil Only: Soll Parameters:, Design Constants Soil to _Neglect for Bumed Load Trench Active Passive Passive Block Duration Footing • Pressure Pressure Resistance Depth. Factor Trib Width (Pa)[pcf] (Pp)'[pcf) " . (n)-[ft] - (s).[in]• (LDF)[] (b)[ft) 40.0 250'. 0 4 High Sol[ Footing Depth Design. Resultant. Screeni4l Soil Active Soll Furi:6 air' Required Height. ' . Retained Force on Moment on Footing Footing Above Height Foundation', Foundation Location Depth (H)[ft] _ (r)[ft], `: (Pafi[Ibf]: (Mcf)[ft-lb] (Rso[ft] (d)[ft] R ,r. r 4.33 . 2.67 142 126 0.89 - 5.00 2.67 142 126 0.89 F 5:67 2 67 142: 126 0.89 2 37: 6:33 2 6Z . ' 142 126 0.89 2.37 Low Soil - Calculated'Using IBC Eq. 18-1, See Sheets F7-F10 in Std Calc C1 Typical Formulas: :; 5 age Typic Pack sl 3 Pa,_ (Y_rt)_`1'n. �1. n� P� . RS f — M' PG f z Cf a h3P Dip,FootingCapacity P pa M..- �I Dip Footing Spacing= M 2 6 �r n .. ... ... .. :. r, •:..•..,..:.,-:.•,.,... .err ' S3-1 Trench Calcs-Exp C- 100 mph Proto II ! 3 Soil Plus Seismic i Soil Parameters: Design Constants Soil to Footing Wall . Neglect for Seismic Load Load Trench Seismic Seismic Wall Wall Burried 3 Active Passive Passive Soil Duration Duration Footing Cceff. Coeff. Weight Weight Block Pressure Pressure Resistance Pressure. Factor. Factor Trib Width Low Wall High Wall Low Wall High Wall Depth (Pa)[Pcfl (PP)IPcf] (n)[ft] (Ps)[Pcfl (LDF)[] (LDF)[) (b)[ft] (Fplow)[) (FPHigh)[) (Wwiow)[psf] (Wwhigh)[Psf] (s)(In] 40.0 250 0 0 1 1 1 .0.25 0.25 :63 32 4 _ Seismic Loads Seismic Seismic Moment Seismic Low Seismic Low' Seismic High Seismic High Screenwall Soil Force from Soil Wall Force Wall Moment Wall Force Wall Moment Total Total Resultant Height Retained Applied to Applied to Applied to Applied to Applied to Applied to Seismic Seismic Seismic Above Height Footing . Footing Footing Footing Footing Footing I Moment Lateral Ld. Load Loc.• (H)IN (R)[ft] (Sf)[Ibf] (Msf)(lbf] (S„,jjw,)[lbf] (M...aI )['#J (Swall Hgh)[lbf] (MS.811Hbh)(W] (Msfttl)['#] (Fsftl)[lbf] (Rsl)[ft] . 4.33=- 2.67 0 0 42 74.67 34.67 192.59 267 77 5.00 2.67 ' Q. 0 42 74.67 40.00• 240.00 315 82 ., 3.84 5.67, 2,67. 0 0 - 42 74.67 45.33 292.15. 367 '87 4.20 j 6.33 2.67 0 ' r 0 42 74.67 50.67 349.04 424 93 4.57 • 'Sol[Forces Total Footing Loads/Design Required_ ' Soil Active' Soil Total Total Trench Force on Moment on Force Ld Result. Footing Footing Footing on Footing Location Depth (Paf)[IbQ (Mc�[ft-lb] (Pafttl)[lbf). (Rttls)[ft] (d)[ft] - 142 126- 219 1.80 3.16 142 126, 224 1.97 3:24 - 142 126 230 2.15 3 32' -.- b 142 s-126- -235- -2.34 , * S3-1 Trench Calcs- Exp C-100 mph ;Proto II -'3 `Soil Plus Wind-' _ Soil Parameters: Design Constants 'Soil to Footing ! wall ; Neglect for Load Load_ Trench Burried'� _ 1 .Active Passive '-t;. ,Passive Duration wind Duration, t.'' Footing Block t ` Pressure Pressure Resistance-" Factor:. ' ,Load,' Factory `, TribWidth Depth (Pa)[Pcf] (Pp)[pcf] (n)[ft] (LDF)[1 (w)[Psf]' (LDF)I 1 4 (b)[ftl (s)(in] 40:00 .250• 0 1 •. 13.5 1 1. > 4 x Footing Design • Applied - Moment ,, : - 4 Y Screenwall ' Wind from Wind ,'Soil,Active.,♦_ Soil Total Total Force on .c Trench _ Height Retained Force to Applled to Force on ' Moment on Force Footing Resultant Footing _ Above Height Fence Wall Footing -. -Footing Footing ' on Footing Location Depth (H)[ftl (R)[ft] (wl)(Ibf] ]..(Mwf)[ibf] (Pao[Ibf] (Mcf)[ft-lb] '. (Pafttl)[lbf '(Rttls)[ft] (d)[ft] - 4:33 2.67' 58.5 283 142 ,126 201 2.04' 311' Y w' •. { 5.00 2.67 67.5 349 -- 142 126'•• ,210 `a2.27 I c 5.67 2.67`- 76.5' 421 '142 126' « 219 2.50 ! 3.34 r, t ♦ ! 6:33 2.67" t 85:5 ..�^ 499 '142; 126 }`' 228 r 2.75 ;c. 3.45 ^^ e - -....- -— -- S3-1 Trench Calcs- Exp C- 100 mph Proto II .j R Soil Over Footing=4" k*" r High Soil - y SummaryNk I , Screenwall Total c Height Retained Wall Ht Required_ Req.Trench Above Height Above Grade Trnch FooUng' Footing j (H)[ft] (R)Ift] (TTLHT) Depth(D)(fl in) Depth(D)Iinj r d 4.4" 3'0" 7'0" a 2'10" 34 5101, 3'0" T 8" 2'11" .35 51 8" 3'0" 8''4" 3'1" 37 6'4" 3,0" 9'0" 3'2" 38 C Top of Footing For Trench'Relnforcing Cales' 1 a Total Wall•Ht Lateral. Surface. Totals Above Grade Load Moment w Trench (TTLHT) H.(Ibs) - M(ft-lbs) Depth(ft) 7'0" 201, 409 3.167 7'8" 210 475 3.250 - 8'4" 219 547 3.417 4 9101. 228 625 3.500 ✓ { Lateral Load=Total Force on Footing(Pafttl)from Wind Calcs Surface Moment=Moment from Wind Applied to Footing(Mwf)+Soil Moment on Footing'(Mcf)from Wind Calcs Total Trench Depth=Req Trench Footing Depth(D)+Burled Block Depth(s) ` } -;. ' s-- -::.:__7,ilw :., ::.::.__c,�.r•:,v:' ':i:::::' :'7::: `:C::.T... �.i:: :�':<•;f,: v'°°.......^c' .�• M " S3-1 Trench CaICs-Exp C 100 mph - Proto ll Trench Footing Reinforcement _ r 4 LDF= 1.67 4=0.6 Trench Width,w= 8 in 4,� i 2500 psi a=1.0 Section' Modulus,S= 72 in' ,+ fY= 80000 psi - _ Nominal Moment,�Mn= 900 ft Ibs { Total Total Wall Ht Lateral + Surface _ Trench' Load. '' R Max^• E/L x/L ; Design Plain or Required.- ' Req Spacing Above Grade Load Moment' Depth Eccentricity^ " Location Ratio Ratio Moment°. Reinforced p of 44 tsar aft x ft - ( )` Concrete PmQ (TTLHT) ;H,(Ihs).. M(ftabs) L(ft)' E Ift) O r ( l, _ O_. (—)' >•M ft-lbs t., ) TO" 201''* 409' 3.167 2.038 2.245 1.123 0.644 •-•0.355 860 PLAIN NONE NONE T 8" 1.210 478 3.250 2.2fi6 '� 2.299 1.150 >` "`'0.697'. 0.354 976 REINFORCED 0.00153 48 8'4" =219, 547 ,3.417 ., 2.502 2.413 * s.1.207 6.732 0.353 ..1108 REINFORCED:. 0.00174 48 9'0 •228 625 3.500 2.745 _ ': 2.467 '1.234 0.784 0.352. 9242 REINFORCED' 0.00196. 48, ti. *-'Pei CzerrSlakN_l7 E + 4 L, H.=Total Lateral Load on Pier. L=Required Trench Depth+Buried Block ^ X=a/2 •M=Moment at Surface E=Load Eccentricity=M/H, ' r 3 4 t )H +2 Note.f,`*L*'LDF* + 4'—+3 — + 3— — if- t -•< <. ..,t Y'J r 4 � *.� •' _ � i . 4 "` �.' , • no relnfbrCingIs Wt0.9bch r necessary 4 _ 3 .fy f 1 c 1 SB_(&-e TO r-0°) RETAINING WITH 6',&-0' PROTO II iFENCE ON TOP EXPOSURE C - SPREAD FOOTING LEVEL BACKFILL (HEEL TYPE) CAP AND BLOCK PER; i SHEET C HORIZONTAL JOINT REINF. TOP TWO COURSES BELOW PLATE AND AT 24" O.C. BELOW PROTO II FENCE WALL STEEL PLATE TO BEAR I, POST TENSION (PT) ROD SEE, a FULLY ON CENTER WEB OR II SHEET B FOR ROD SPECS CENTER IN WALL END FACE SHELL —SIZE II FINISHED GRADE 4:1 MAX SLOPE. b PER SHEET C NO SURCHARGE—SEE SHEET B Al- 8' SOLID GROUTED FOR MORE INFO. RETAINING WALL 12 1/4"x1"x2" EMBED PLATE WITH 1/2" (2) #4 IN BOND II NUT ABOVE PLATE AND 1/2" COUPLER BEAM' I BELOW PLATE (OR (2) 1/2" NUTS) #4 VERT..AT 48" O.C. AT iv 3/4" OPEN GRADED GRAVEL BACKFILL NON-SOIL FACE. DOWEL i SDR 35 4" DIA. PERFORATED INTO FOUNDATION m 2° DIA. WEEP HOLE PIPE PIPE WITH 1% MIN ,1y E GRADIENT TO APPROVED OUTLET 6'-O" O.C. AS ALTERNATE - TO PERFORATED PIPE GEOFABRIC WRAP z 2 f TRANSVERSE 'T' BARS PER SCHEDULE CLR TVD o VERTICAL REINF. 'X' - BARS PER SCHEDULE `-4 CONTINUOUS CONCRETE (5) #4 CONT. SPREAD FOOTING IN FOOTING — LR A_6"'STD. HOOK AS SHOWN f NOTES: COMPANY i —FENCE MAY BE CENTERED ON RETAINING TRACT# OFESS�oy WALL AT CONTRACTOR'S OPTION. TOWN, CA QR —DRAINAGE SHOWN ARE MINIMUM @.� p•SKf/y q! REQUIREMENTS. SEE SOILS REPORT IF JOB NUMBER AVAILABLE FOR FURTHER INFO. 14--115-8964 TRACKING g DRAWN S 4055 m no scale 14-115-8964 D8 KR4 PROTO-II a WALL SYSTEMS DATE ENGR T RUSO 8 s�� WWW.PROT02.COM '' 11.05.2014 JAD TURLEY �e��r s'T9l UCTU�P���Q NC TT 41aoo cascAOES COURT TTTN: GAR OTTO CA 92591 sc PACKAGE SHEET Q �'� `o>�d PH/(951)694-3793-garyotto0protoiLcom CA..,I'� F OF CA1�F wwW.ctSO7_C0m a ��y�yy (�"Y a� BE am T�iop BY APPROVED c mFsam mnm euu� S4 L Caruso Turley Scott,Inc: y Project Title, Proto II 1215.W'Rio Salado Pkwy'#200 + ' : .Engineer:- TH A�` Project ID: •; Tempe,AZ 85301 Project Desc to ` 480-774-1706 • www.ctsazcom_ .•.C.anttle. ed;Retainin .Wall.__.._,:;:-.:,._....-..:_:.,::...,.::_,.-. -..-�:-: Fte Gl COF16-5S2RQI�1�1i35flABG•11C1iLCU[1154-2.ee6 Y .-......_._._._..__._.. ._ . 9 y t r.•• ,....•,,..,..••_...-...-------,,.._• ...............::::::::..........._..,•.._••,.....-....,...., ----�--...-..:.....: ,ENFt_�..-._G,..;t@;�7,4._S,-._lde.f;;,3.9__erk�.5s.5:_� !. Description . TA*Retaining with T-o'Fence Pbove-100 mph Exp C ' ' Criteria - Soil Data 6 Calculations per AC1318--11,ACI 530-11,IBC 2012, Retained Height . = 3.33 ft 'Allow Soil Bearing = 1,500.0-psf CBC 2013;ASCE 7.10 Wall height,above soil = }. 7.00 ft. l Equivalent'Fluid Pressure Method ' .. Slope Behind Wall = 0.00`:1 ', i Heel Active Pressure r 4 40.0 psf/ft ' Height of Sal over Toe = }6.00 m• Toe Active Pressure = ... 0.0 pst/f{• , . Water height over heel. = 0.0 ft,: Passive Pressure _. 250.0 psfift, Vertical component of active Soil Density,Heel = 110.00 Pa.. Lateral soil pressure options: - r t USED for Sal Pressure. Sal Density;Toes O:OO pcf Friction Coeff btwn Ftg&Soil 0.250 r USED for Sliding Resistance. USED for Overturning Resistance.. Soil height to ignore �. . .for passive pressure 0 00 in .! Surcharge Loads _a, Lateral Coad Applied to Stem AdjacenfFooting Loed r.. [ - ' , Surcharge Over Heel = 0.0 psf-. Lateral Load, 0 0 plf Adjacent Footing Load- 0.0 Ibs Used-To Resist Sliding&OYertuming' ...Height to Top - 0.60 ft Footing Width k400 ft Surcharge Over = 0.0 _ Eccentricity. = 0.00 in s• Y ?• 9 1 ;, Height to Bottom' -0 00 ft :�: Used for Sliding&Overturning Wall to Ftg CL Dist 0.00 ft` Axial Load Applied to Stem I Footing Type Line Load ' Axial Dead Load = 192.0 Ibs Base Above/Below Soil 0.0 ft At ' Axial Live Load, _ 0.0 Ibs Wind on Exposed Stem 13.5 psf Back of Wall" - :• _ - Axial Load Eccentricity 2.0 in Poisson's Ratio - 0300 Design Summary I Stem Construction Top Stem end y Stem OK Wall Stability Ratios '.r,"`Design Height Above Ftg ft 3 33., 0.00 ; Overturning. _ 2.20'OK Wall Material Above'HV _ Fence Masonry . Sliding - 1.52 OK Thickness in- ,0.00 8.00 Rebar Size = #: 5 #, 4 [ Total Bearing Load = 1,796 Ibs -Rebar Spacing.; in ­32.00 32.00 l resultant.ecc. 9.81 in Retiai Placed at - Edge Edge:, Soil Pressure Toe = 1;482 OK Design Data: - @ �� fb/FB t falFa e-� _ Soil Pressure @ Heel = 0 psf OK Total Force @'Section Ibs=, 94.5 513.0 Allowable = 1,500 psf Moment...Actual' ft-I= 331.0 1,509.8 Soil Pressure Less Than Allowable ACI Factored Toe 1,779 psf Moment....Allowable fta= 0.01 1,722:2 r ACI Factored a@ Heel = 0 psf Sfiear.....Actual, psi= 0.0 8.1 Footing Shear @Toe _ 1.5,psi OK "�, Shear.....Allowable ' psi= 0.0 69.7. - Footing Shear@ Heel = 4.9 psi OK Wall Weight psf 0.0 84.0 Allowable _ 75.0 psi' Rebar Depth'd' in 0.00' 5.25 Sliding Calcs (Vertical Component Used) Lap splice'rf above in= 0.00 36.00- Lap splice if below. in= 0.00 6.00 Lateral Sliding Face = 441.7 Ibs ,, Hook embed into footing in 0.00-- 6.00 A less 100%Passive Force = _ 222.2 Ibs less 100%Friction Force = 449.0 Ibs Masonry Data psi= 1,500' 1,500 Added Force Req'd = 0.0 Ibs OK Fy psi= 60,000 60,000 for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting Yes Yes Load Factors Yes ' Modular Ration' 0.00' 21.48 Dead Load 1.200 Short Term Factor = 1.000 1.0001 Live Load 1.600 Equiv.Solid Thick.. in='' 0.00 7.60 Earth,H ,1.600 Masonry Block Type 3 Wind,W r 1.667 Masonry Design Method LRFp Seismic,E 1.000 l' a CarusoTu*deY Scott,Inc. -ProjectTitle: Protoll 1215 W.Rio Salado Pkwy#200 Engineer: - TH t6 Project ID: i Tempe,AZ 85301 Project Desa .t 480-774-1700Fg� Qsr - www.ctsaZ.com 53 ,.,.•,•,:_: - :... __. file Gi C16 i1PRUT01 a{15UABG 11�RlCUI 1{S4 ec6 - ntlieuered ilHa -- ----_-.._::::, :....,., _ ,,,.:•_.....:..:........ •..,.:.a.._:.. .. ..- -._ .... ... .. ........ ---�_:-=-:: :.1983- �5,8�a1b`�'153 Ver.'6'153.9-- _ - _ caic � s - e Description: T-4"Retaining with T-0"Fence Above-100 mph Exp C t Footing Dimensions&Strengths LFooting Design Results Toe Width - 0.08 ft Toe'' Heel Y Heel Width _ 3.17 Factored Pressure = 1,779 0 psf Total Footing Width = 3.25 Mu':Upward - '52 766 ftab- Footing Thickness = 10.00 in Mu':Downward _ 7 2,103 flab KeyWidth = O.00 in' Mu: Design _ 46 ' 1,337 ft Ib y y Ke Depth = 0.00 in Actual 1-Way Shear _ ,,1.55 '4.95 psi ' Key Distance from Toe = 0.00 ft Allow 1-Way Shear .75.00 75.00 psi r Toe Reinforcing. - = None Spee'd.•. + • , fc = 2,500 psi • Fy =,- 60,000 psi Heel Reinforcing = None Spec'd` Footing Concrete Density 150.00 pcf -Key.Reinforcing = None Spedd Min.As% - 0.0018 Other Acceptable Sizes&Spacings Cover @Top 2.00 @ Btm= . 3.00 in 'Toe: 'Not req'd,Mu<S'Fr Heel: Not req'd,Mu<S Fr _ l� Key: No key defined Summary of Overturning&Resisting Forces&Moments .....OVERTURNING.. .....RESISTING..... . Force Distance Moment Force Distance Moment ftem' Ibs It ftab • Ibs ft ft4b Heel-Active Pressure - = 347.2 1.39 482.1 Soil Over Heel _ :917.8 2.00 1,834.1 Surcharge over Heel = Sloped Soil Over Heel Toe Active Pressure - = 0.44 Surcharge Over Heel = - ' Surcharge Over Toe = Adjacent Footing Load Adjacent Footing Load = Axial Dead Load on Stem = ;0.25 47.4 Added Lateral Load = '.Axial Live Load on Stem = Load @ Stem Above Soil = 94.5 7.67 724.5 Soil Over Toe 0.04 Surcharge Over Toe = StemWeight(s) = 279.7 °0.41 115.6' Earth @ Stem Transitions = 0.2 rO.41 0.1 Total = - 441.7 O.T.M. 1,206.6 Footing Weight _ 406.3 1.63 660.2 Resisting/Overturning Ratio = 2.20 Key Weight = Vertical Loads used for Soil Pressure- 1,796.0 Ibs Vert.Component Total= 1,796.0 Ibs R.M.= 2,657.3 Axial live load NOT included in total displayed,or-used for overturning ~ resistance,but is included for soil pressure calculations . .. - Caruso Turley Scott,Inc. . t Project Title:, Proto II 1215 W.Rio Salado Pkwq#200 . Engineer: TH • Project ID: Tempe,AZ 85301 Project Descr: g 480-774-1700 • vi}ww.ctsaz.com {.t .::..:.,:• ,,............................,;...: - - ...... ... =�1i50ABE= CUl'=I` 'Z - --... ...... - - Intn _...:•..__.::-..,.....,....:.-...-._..............._.:.:_, Caniti�evered Reta ,,,..., v., � _..._ _._ ....._. _:::: ,•,..., E 1 NC 98:�2015.-8_.M:6 Description: 4'-0'Retaining with T-O'Fence Above-100 mph Exp C � Soil Daay - serACl318-1ACI 530=11,IBC 2012Crtena p 1 C13C 2013,ASCE 7-10 Retained Height = 4.00 ft, Allovv Soil Bearing 1,600.0 psf _ Wall height above soil = 7.00 ft Equivalent Fluid Pressure Method ' r Slope Behind Wall " = 0.00 1 Heel Active Pressure }}- �40 0 psfM, Height of Soil,over Toe' _ 6.00 in "Toe Active Pressure = `0.0 psf/ft ' Water height over heel = 0.0 ft` ` ,Passive Pressure = ,�250.0 psflft - . rtical component of active Soif D�isrty,Heel 110.00 pcf j� Lateral soil pressure options: " Soil Density,Toes. . 0.00 pcf �• USED for Sal Pressure., Friction Coeff btwn Ftg&Soil USED for Sliding Resistance. USED for Overturning Resistance. Sal height to ignore for passive pressure• 0 OO in a Surcharge Loads ! Lateral Load.4plied to Stem ' ' Adjacent Footing Load - Lateral Load 0.0 plf = Surcharge Over Heel = 0.0 psf �' Adjacent Footing Load 0.0 Ibs" Used To Resist Sliding"&Overturning ..iHeight to Top: = 0.00 ft Footing Width - = 0.00 ft ,, Surcharge Over Toe ` = 0.0 psf s Heighiio.,Bottom 0.00 It Eccentricity _ „0.00 in • , Used for Sliding&Overtuming Wall to'Ftg CL Dist + = 0.00 ft Axial Load.Applied to Stem t Footing Type Line Load Axtal:Dead Load: - _ 192.0 Ibs + Base Above/Below Soil = 0.0 ft '• at Back if,Wall Axial LJJe Load O.O lbs Wind on Exposed Stem ' 13.5 psf Poisson's Ratio = 0.300' ;Axial Load Eccentricity = 2:0 m •i" , :{' '-} r. . Design Summar r Stem Construction Top Stem end Stem OK Wali Stability Ratios Design Height Above Ftg' ft_ 4.00 0.00 Overturning _ 2.31 OK Wall Material Above'Ht' _ . Fence ', Masonry Sliding _ a .- - OK Thickness ,m= ` _0.00 8.00. x 1.89 Rebar Size :_ # , 5 _ # -4 Fc i Total Bearing load = 2,102 lbs Rebar Spacing in= 32.00' 24.00 ` resultant ecc. _ 9.52 in 's Des arPlan Dataced at - '., Edge Edge Soil Pressure Toe = 1,465. OK . - o.ess •t @ ` fb1FB,+fa/Fa - Soil Pressure Heel = 0 f`OK r' oc Total Force @ Section Ibs 94.5` 669.5 ' ' Allowable 1,500 pyri AMoment:.Actdal " ft-I 'r 336.8 Soil Pressure Less Than Allowable ACI Factored @Toe 1,758 psf Moment...Allowable fta -. 0.0 2,274.3 " ACI Factored @"Heel = Shear.:.Actual psi `. 0.0 10.6 i • Footing Shear @ Toe 4.6 psi OK, Shear....Allowable r, - ' psi 0.0 69.7 Footing Shear @Heel 6.5 psi OK Wall Weight psf= * 0.0 " 84.0 Allowable _; 75.0 psi Rebar Depth 'd in=. 0.00 " 5.25 Lap splice if above in 0.00 ' "� 36.00 •Sliding Calcs (Vertical Component Used) Lateral Sliding Force, ,. = 561.7 lbs Lap splice if below in= `0.00 6.00 Less 100%Passive Force = - 222.2 lb Hook embed into footing in 0.00 6.00 Masonry Data l less 100�°Friction Face - 840.8 ibs , 'Pm •' psi= 1,500. 1,500- Added Force Req'd = 0.0 Ibs.OK+. Fy':. z }:r �,psi="• '60,000 , 60,000. ' ....for 1.5 1 Stability _- 0.0 Ibs`OK ' ; .Solid Grouting = Yes Yes - Load Factors Yes Modular Ration' 0.00 21.48 ' Dead Load 1 Short Term Factor = 1.000 1:000 Live Load ' 1.600 Earth,H w 1.600' Equiv.Solid Thick s in= 0.00 7.60 ,Wind,IN 1667 Masonry Block Type' = 3 r Seismic,E 1.0001 Masonry Design Method LRFD a { � • `• ' '' a^- - � `., - r ,�d+•' ' •,• . . . ' Jr f'` i .• a .. �-. ' '_ }": • ' " " ... • - - r • • .' - *•�: ,. it ;.� � t+ '. 4 ,� - _ . .: - .. .,- - . 1 - :... Caruso Turley Scott,Inc. - Project Title: Proto 11 ' 1215 W.Rio Salado Pkwy#200 Engineer: TH Project ID: Tempe,AZ 85301 Project Descr. 48D-774-1700 - -`.t. cliF www.ctsaz.com ..:::..:...:......... �.... ....., _..._.. _:,.....:. ,.,•:_:' . ......_...-..._. - - - - :1FIe= 1.CD--1----- OT01r l#50 CAS fAL _1..- &i' -- - - - t� vexed eta UVal : -__ : _:_.... - _::::.,-:1:_:-:ENFRCALCiiNG19B2075Bui -. ,........_-...-.-..-.. �..IAA 1-. er,6 .... Description': 4'-0'Retaining with T-0'Fence Above-100 mph Exp C Footing Dimensions&Strengths footing Design Results Toe Width = 0.25`ft P. Toe w Heel i Neel Width = 3.25 is Factored Pressure = 1,758 . 0 psf Total Footing Width = 3.50 Mu':Upward = 145 973 ft-lb Footing Thickness 10.00 in Mu':Downward _ ,`' 19 2,564 ft-lb Key Width = 0.00 in Mu: Design - 126 .1,591 ft4b Key Depth = in .Actual 1-Way Shear _ 4-62 6.47 O.00 psi ; Key Distance from Toe = 0.00 i Allow 1-Way Shear - 75.00 75.00 psi s , Toe Reinforcing None Spec'd r. s fc = 2,500 psi Fy 60,000 psi Heel Reinforcing None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing None Sped Min:As% = 0.0018 a '� Cover Top 200 @ Btm= 3.00 in Other Acceptable Sizes&Spacings .. Toe: Not req'd,Mu<S'Fr - Heel:.Not req'd,Mu<S'Fr Key: No key defined Summary of Overturning&Resisting Forces 8 Moments .....OVERTURNING..;.. ...-RESISTING..... Force Distance Moment Force :Distance Moment Item. Ibs ft ft Ib Ibs It ft Ib' _ Heel Active Pressure = 467.2 1.61 752.7 t - Sal Over Heel = 1,136 7 2.21 2,510.5- Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = 0.44 - Surcharge Over Heel = Surcharge Over Toe Adjacent Footing Load Adjacent Footing Load = Axial Dead Load on Stem 192.0 ,,0.42 80.0 ' Added Lateral Load = `Axial Live Load on Stem = _ ' `L , h 0:1 Load @ Stem Above Soil = 94.5 8.33 787.5 Soil Over Toe = + 3. Surcharge Over Toe = ' - - Stem Weighgs) 336.0 ;'. `0.58 196.0 Earth @ Stem Transitions = t Total 561.7 O.T.M. 1,540.2 Footing Weight - 437.5 •1,75 765.6 Resis6ngfOverturoing Ratio = 2.31 Key Weight = E Venial Loads used for Soil Pressure= 2,102.2.Itu Vert Component 3.50 Total= 2,102.2 Ibs R.M.= 3,551.8 ' 'Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation: 1; • . Caruso:Turley Scott,Inc. Project Title:' Proto II 1215 W.Rio Salado Pkwy#200` Engineer. TH. Project ID: Tempe,AZ 85301 P•rolect.Descr: ' 480-774-1700 "4 :. :y www.ctsaz.com . a , ..- F!e 6�CDF1&71F'R07a1-9N50ABC1�CAlGULf1S¢�:�6-- � • _Can>tlle rered..:Retat n .,Wall...:.,_::= :::,: __::_:_ _....- -=_=--- j ... _9.•..•......•....---------- . RGt+LG:WG:�1983�75.Bu�Id615.3.9.Yer. :18'3. ••• Description: 4'-8"Retaining with r-o"Fenm Above-100 mph Exp C Cfitefl8 8oII Data - + calculations per ACI 318-11;ACI 530-11,I13c'2012, Retained Height = 4.67 It _ Allow Soil Bearing ' = 1,500.0 psf 'CBC 2013,ASCE 7-10 ? Wall height above soil = '7.00 ft Equivalent Fluid Pressure Method - Slope Behind Wall = 0.00:1. Heel Active Pressure 40:0 psf/ft , ' Height of Soil over Toe = - 6.00 in Toe Active Pressure = DA psf/ft Water height over heel =. 0.0 It Passive Pressure _ ;250.0 psf/ft Vertical component of active Soil Density,Heel = 110.00�pcf Lateral soil pressure options:. _ _ ' USED for Soil Pressure. Sal Density,Toe O.00 pcf. Friction Coeff btwn Ftg&Soil' 0.400 . r� USED for Sliding Resistance. Soil height to ignore a I; USED for Overturning Resistance. for passive pressure 0.00 in Surcharge Loads. x Lateral Load Applied to Stem, Adjacent Footing Load - 1 Surcharge Over Heel = 0.0 psf ;` Lateral Load 0.0 plf Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe 0.0 psf Height to Bottom' .. _ 0.00 ft Eccentricity ' 1 : _ 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 It . Axial Load Applied,to Stem i Footing Type Line Load -_ r Base AbovelBelow Soil Axial Dead Load' = 192.0lbs at Bade of Wall. = 0.0 ft M1 Axial Live Load "r _ O.O Ibs Wirid on Exposed Stem �13.5 psf _ - Axial Load Eccentricity 2.0 in ,; Passon's'Ratio t).300 N, M h' Design Summary Stem Construction Top Stein - 2nd h. Stem OK Wall Stability Ratios M . ' . Design Height Above Ftg 'ft= 4.67 0.00 Overturning = 2.04 OK >t a. Wall Material Above'Ht' = Fence Masonry ..; Sliding = 1.54 OK .` Thickness in 0.00' 8.00 e 1 • Rebar Size. # 'a # 5 Total'Bearing Load = 2,133 Ibs' Rebar Spacing in= 32.00 24.00 S° resultant ecc. _ 9.51 in Rebar Placed at Edge; Edge Design Data Soil Pressure Toe - 1,487 psf OK fb/FB+fa/Fa 1>'14 '; _ 0•� Sal Pressure @a Heel = 0 psf OK Total Force @Section Ibs= 94.5 855.4 " Allowable = 1;500 psf Moment..::Actiial " fta= 330.8 2,411.8 Soo Pressure less Than Alloovabte ' ACI Factored @ Toe ., 1,785 psf Mornent....Allovrable s fta= 0.0 3,449.9 ACI Factored @'Heel • 0 psf. Shear...Actual, psi= 0.0 13.6 . Footing Shear @Toe , _ ` 91:5 psi OK Shear....Allowable psi= 0.0 69.7 - ' Footing Shear@ Heel 10 3:psi OK Wall Weight psf- 0.0 84.0 Allowable 75 0 psi Rebar th,'d' in= 0.00 5.25 Sliding Calcs (Vertical Component Used)' Lap splice if above m- 0.00 45.00 Lap splice if below in=_ 0.00 7.00 Lateral Sliding Force = 700.2 Ibs Hook embed into footing' in= 0.00 7.00 less 100%Passive Force _ - 222.2 Ibs -` . less 100%Friction Force = - 850.0 lbs Masonry Data psi= 1,500 1,500 ' Added Force Req'd = 0.0 Ibs OK Fy " psi= 60,000 60,000 ....for 1.5:1 Stability , = 0.0 Ibs OK Solid Grouting = Yes Yes ' Load Factors s " - = Yes 1.200' Modular Ratio'n' 0.00 21.48 Dead Load ` Live Load 1,600 Short Term Factor = 1.000 1.000 Earth,H• 1.600 E uiv.Solid Thick. in= 0.00 7.60 - Wind,W 1.667 Masonry Block Type = 3 Seismic,E 1.000 Masonry Design Method = LRFD 1f • Caruso Turley Scott,Inc. Project Title: Proto II ` 1215-W.Rio Salado Pkwy#200 Engineer: TH Project ID: ' Tempe,AZ 85301 Project Descr: 480 774 1700 0 www.ctsaz.00m ....._....... ....................... ....:........:•::: .... 15DABCrf.CAICU.L_�S4e . a tt a Bred Refs rim -- ..... _... _=ENEitGA� INC.:r 20:5 Bwld;'&15:3.9 Ver6:�5t39:i" _::, _ ..;- :.::.... ... ......C.. .._`•tom : .,.. 1 Description: 4'-8 Retaining with T-0'Fence Above-100 mph Exp C k Footing Dimensions&Strengths 1,Footing Design Results t - Toe Width = 0.67 ft Toe- Heel - ti Heel Width 2.83_ Factored Pressure ' _ 1,785 0 Of . Total footing Width = 3.50 ;Mu':Upward = 560 511 ft-lb Footing Thickness 10.00 in Mu':Downward = 75 2,080 ft-lb ' �Mu: Design = 485 1,570ft-lb° - Key Width = 8.00 in _ r Actual 1-Way Shear - •11.45 10.28 psi E: Key Depth = 0.00 in Allow 1-Way Shear 75.00 75.00 psi - Key Distance from Toe = 0.00 ft Toe Reinforcing None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing- = None Spec'd Footing Concrete Density = 150.00 pcf i Key Reinforcing = None Spec'd Min.As% - 0.0018 Other Acceptable Sizes&Spacings " Cover @ Top 2.00 @ Btm. 3.00 in z Toe: Not req'd,Mu<S Fr s , Heel`. Not req'd,Mu<S*Fr Key: Not req'd,Mu<S'Fr "Summary of Overturning&Resisting Forces&Moments * . .` .....OVERTURNING..... .....RESISTING:.... Force Distance Moment Force _ ..Distance, Moment. Item lbs it _ft4b Ibs it, ' ft4b Neel Active Pressure- 605.7 " 1.83 5E 1,111.2 Soil Over Flee) _ .1,111.3 2.42 2,684.2 - - Surcharge over Heel = Sloped Soil Over Heel - Toe Active Pressure = 0.44 Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = r, '' Axial Dead Load on Stem = 192.0 0.83 :160.1 ' Added Lateral Load = `' 'Axial Live Load on Stem Load @Stem Above Soil = .94.5, 9.00 850.8' Soil Over Toe _;, D.33 Surcharge,OverTce Stem Weight(s) = 392.3. ,1.00 392.4 Earth @ Stem.Transitions = I ' Total = 700.2 O.T.M. _ '1,962.0 Footing Weight = 437.1 -1.75 764.3 ResistingfOvertuming Ratio = 2.04 Key Weight = 0.33 Vertical Loads used for Soil Pressure= 2,132.7 Ibs Vert Component = 3.50 Total= 2,132.7 Ibs R.M. 4,001.0 , Axial live load NOT included in total displayed,or used;4oroverturning resistance,but is in duded for soil pressure calculation.;$ h Caruso Turley Scott,Inc. Protect Title. Prato II r 1215 W.Rio Salado Pkwy#200 ,- Engineer: TH Project ID: _! Tempe,AZ 85301 Project Descr: 480-774-1700 vnvw.ctsaz.com C--.ar�;ttteve�ed Reta nin ::: - ' f1i�GL,CDE16 L�pRbTOF]1f5DABC-fIGALCUt�I,SQ-2,e�6 . ._._,._ ......._�;-...,_ ._ ,,...- ,...... .. _ - ._;. :,: y.� ENF�GALClNG7983•�t51�4�:6y539VerS1S3.9..... . V Description. 5'-4°Retaining with T-0'Fence Above-1D0 mph Exp C '. , r riteria S011 Data' Calculations perACt37&11,ACI530-11,lec 2012, Retained Height. _:J 5.33 ft Allow Soil Bearing = 1,500.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 7.00 ft Equivalent Fluid Pressure Method Slope Behind Wall - ` 0.00:1 Heel Active Pressure,; = 40.0'psf/ft' ry Height of Soil over Toe = 6.00 in : •Toe Active Pressure, - 0.0 psf/ft Water height over heel = 0.0 it Passive Pressure. _ -'250.0 psf/ft Vertical component of active w'Soil Density,Heel = 110.00 pcf Lateral soil pressure options: ,r Sal Density,Toe, - 0.00'pcf ' USED for Soil Pressure. I Friction Coeff btwn Ftg&Sal "• 0.400 + USED for Sliding Resistance. USED for Overturning Resistance. Soil height to ignore ' for passive pressure _- "0.00 in Surcharge Loads lateral Load Applied to Stem,'- Adjacent Footing Load �. 0 Surcharge Over Hey 0.0 Lateral Load 0.0 plf. ' = 1 rrggee psi Adjacent Footing Load 0.0 Ibs Used To Resist.Sliding&Overturning ...Height to Top 0.00 ft FooUng Width _ 0.00 ft Surcharge Over Toe = 0.0 psf Height to Bottom - -0.00 ft Eccentricity'. = 0.00 in Used for Sliding&Overturning Wall to Fig CL Dist = 0.00 ft , I Axial Load Applied to Stem Footing Type Line Load i Base AbovelBelow Soil Axial Dead Load = 192.0 Ibs ` at Back of Wall- = 0.0 ft 1 Axial Live Load' = 0.0 Ibs Wind on Exposed.Stem = _ 13.5 psf Poisson's Ratio = 0,300 " ' AxiatLoad Eccentricity := 2.0 in x'' „ ' , 1.Design Summary Stem Construction Top stem '•2nd _ Stem OK Wall StabilityRatios Design-Height Above F ' � r9 9 t9 ft- 4.67 0.00 ' Overturning _ 2.60 OK Wall Material�Above 9HP Fence Masonry Sliding 1.51 OK Thickness An' ' -,0.00 Rebar Size _ # _ 5 # 5 Total Bearing Load = 2,679 Ibs RebarSpacing in= 32.00 ,` ' 24.00 1 ' resultant ecc.' _ 7.82 m; Rebar Placed at - Edge Edge Soil Pressure @ Toe .1,210 f OK Design Data - y Soil Pressure @ Heel = 51'p fbIFB+falFa a9a7 sf OK Allowable 1,500 ps{ Total,Force @ Section Ibs- 103.4 1,066.61. Soil Pressure Less Than Allowable Moment...Actual ft-I= 396.1 3,044.5 , ACI Factored @ Toe =• ..1,426 psi Momen-L....Allowable+ ' ft-I=, 0.0 3,449.9 ACI Factored @ Heel - 60 psf Sheat....Actual psr= 0.0- 16.9 , Footing Shear @ Toe = 13.2 psi OK Shear...:.Allowable psi'= 0.0 69.7. . Footing Shear @Heel; = 10.9 psi OK Wall Weight psf= 0.0 -84.0 ' ' Allowable = 75.0 psi' Rebai Depth 'd' in= 0.00 5.25 Sliding Calcs , (Vertical Component Used) ,,; Lapspl ice'd above in 0.00 %45.00 I Lateral Slidin Force Lap splice•d.below in= 0.00. 7.00 9 = 854.2 Ibs Hook embed into footing in= 0.00 7.00 `. less 100%Passive Force = - 222.2 Ibs .less 100%Friction Force = - 1,070.0 Ibs Masonry Data psi= _ 1 500 1,500 P. Added Force Req'd -. `` 0.0 Ibs,OK Fy psi= 60,000 60,600 for 1.5 1 Stability = 0.0 Ibs OK Solid Grouting Yes Yes Load Factors - Yes' Dead Load 1.200 Modular Ration' = 0.00 21.48 ' Live Load 1.fi00 Short Term Factor = 1.000- 1.000 Equiv.Solid Thick. •in= 0:00 7.60 Earth,H 1.600 J Wind,W r 1.667 Masonry Block Type = 3 ' ry.Di esgn Method = D ' Seismic,E 1.000 Mason Mthd LRF +o' Caruso Turley Scott,Inc. Project Title. Prato II . 1215 W.No Salado Pkwy#200 Engineer. TH t Project ID: i Tempe,AZ 85301 Projectbescr: 480-774-1700 www.ctsaz.com a a ...._.._........................-a.-.-......-_............. .................__......__......:-.....,., ...',,:bier.:':,...:.......,,.....v................... . ..::.........•.:.�-::_: File Gf CDE9Er1fPROTOhfItS{iABC 1IGAI.CUL11S4.2.ec6 f Calltl�eY@1eC� Rfa ining:�:----:- _.:`:...•......: ENERPAG�NG �1 B�(f15.Bufld 1539, er6,1 I - - - Description: 6-4"Retaining with T-0"Fence Above-100 mph Exp C j Footing Dimensions&Strengths �1 Footing_Design Results Toe Width = 1.00 ft Toe - Heel Heel Width = 3.25 Factored Pressure _ 1,426 60 psf Total Footing Width = 4.25 Mu':Upward = 885 1,340 fl Ib Footing Thickness = 10.00 in Mu':Downward = 147 3,228 ft4b ' Mu: Design = 738. 1,888 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 13.16 %87 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00.' 75.00 psi . Key Distance from Toe = 0.00 it Toe Reinforcing = None Spec'd:- fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 23.00 in Footing Concrete Density = 150.00 pcf Key:Reinforcing = None Spedd Min.As% - 0.0018 - is Cover @Top 2.00 @ 8tm.= 3.00 in 'Other Acceptable Sizes&Spacings Toe: Not req'd,Mu<S'Fr Heel: #4@-15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48 25 in,#9@ 4 Key: No key defined j Summary of Overturning&Resisting Forces&Moments j OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item _ Ibs ft ft4b Ibs it ft-lb Heel-Active Pressure 759.7 2.05 1,560.8 Soil Over Heel {= 1,514.6 - 2.56 - 4,480.7' Surcharge over Heel Sloped Sal Over Heel Toe Active Pressure - 0.44 1 Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load - Adjacent Footing Load _ Aida]Dead Load on Stem = 192.0 -it.17 224.0 Added Lateral Load = 'Axial Live Load on Stem _ Load @ Stem Above Soil, _ 94.5' 9.66 913.2 Soil Over Toe 0.50 Surcharge Over Toe Stem Weights) = 392.3 !1.33 523.0 , Earth @Stern Transitions = 48.4 1.33 64.5 'Total = 854.2 O.T.M. _ 2,474.0 Footing Weight = 531.3 , 2.13 1,128.9 Resisting/Overturning Ratio 1,2.60 Key Weight = Vertical Loads used for Soil Pressure= 2,678.5 Ibs Vert.Component = 4.25 Total= 2,678.5 Ibs RM.= 6,421.2 'Axial live load NOT included in total displayed,or used for overturning resistance,but is induded for soil pressure calculation. Caruso Turley Scott,Inc. Project Title. Proto II ; 1215 W.Rio Salado Pkwy#200 r. Engineer: TH. Proiect ID: Tempe,AZ 85301 _ Protect Descr: 480-774-1700 www.ctsaz.com it _---..................:v,,,- ::.:::_;::Ffe-C:1Af 16 31PROI0!✓�F 50ABG :-LCU .1 ::Cantilevered=:Retat>n:ir� Wall=::=;: :'::;;;..:: ;:.:.:- =r: _°R.,....... --- _= - :.::.::::_::_::____g _::.__-__.;,..._-:-- :::::.: :..... .... ............:__.•,,.. - -- _.:..::EtJER 1NE•.1RA-20 i Description; 6-0'Retaining with T-0 Fence Above-100 mph Exp G Criteria - Soil Data, Ca�ulations perACl31&11,ACI53011,IBC 2012, t Retained Height 6.00 ft Allow Soil Bearing =•-1,500.0 psf CBC 2013,ASCE,7.10 Wall height above soil = 7.00 ft - Equivalent Fluid Pressure Method F Slope Behind Wall 0.00:1, Heel Active Pressure 40.0 psflft ' ' Height of Soil over Toe _ 6.00 in„' Toe Active Pressure _ 0.0 psflft,•• Water height over heel - 0.0 ft . Passive Pressure - 250.0 psflft Vertical component of active • Soil Density,Heel '_ 110.00 f Lateral soil pressure options: Soil Density,Toe" • 0.00 pcf t. USED for Soil Pressure. Friction Coeff btwn Ftg&Soil 0 400 ' USED for.Sliding Resistance. Soil height to ignore USED for Overturning Resistance. for passive pressure _ °0.00 in, } Surcharge Loads. - j I Lateral Load Applied to Stem �, Adjacent Footing Load, - ' Surcharge Over Heel = t, 0.0 psi Lateral Load 0 0.'plf Adjacent Footing Load - �0.0 Ibs Used To Resist Sliding&Overturning Height to Top 0.00 ft' - ' Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom*. = 0.00 ft Eccentricity = 0.00 in -Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft rAxial Load Applied to Stem y . , Footing Type Line Load Axial Dead Load = ;192.0 IbsBack of all Sal = O.D.ft at B Axial Live Load. _. 0.0 Ibs 'Wind on Exposed Stem "13 5 Of i + Poisson's Ratio = 0 300 • , • • Axial,Load Eccentricity = 2.0 in 7: r Design Summary - � Stem Construction i Top stem . . zna ` Stem OK M , Wall Stability Ratios Design HeightAbove Ftg ft= 5.33 0.00 ' Overturning, _ 2.84 OK Wall Material Above"Ht" = Fence Masonry , 'Sliding 1.51 OK Thickness in Z 0.00 1 8.00 Rebar Size = # 5 # 5 Total Bearing Load . _ 3,318 lbs RebarSpacing in 32.00 16.00 ' resultant ecc. _ 7.80 in Rebar.Placed at' Edge '� Edge + Design Data ' Soil Pressure @ Toe x 1,272 psf OK fb/FB+falFa Soil Pressure @ Heel, _ - 125 psf OK Allowable = 1: psf Total Force @ Section Ibs'= 1035 1,309.5 Soil Pressure Less Than Allowable Moment...Actual ft-I'k. 397.1 .3,838.9. ' ACI Factored @Toe _ 1,504 psf Moment....Allowable ft-I 0.0 5,015.8 ACI Factored @Heel 147 psf Shear.....Actual psi 0.0- _• r• 20.8 j Footing Shear @ Toe 14.4 psi OK - Shear....Allowabje psi= 0.0 69:7 Footing Shear @ Heel' _ 12.1 psi OK Wall Weight Psf 0.0 84.0 : .. ' Rebar Depth Allowable = 75:0.psi 'd' . in0.00,- 5.25 ! Sliding Calcs (Vertical Component Used) Lap splice if above in 0.00 45.00. Lap splice•if:below in= 0.00 7.00 Lateral Sliding Force - 1,028.4 Ibs' less 100%Passive Force _ Hook embed into footing in= O.OD. "' 7.00- 2 . Masonry Data Ibs - ' Iess100°k'FrictionForce - 1,320.0lbs fm psi= 1,500 ` •1,500 Added Force Req'd' - 0,0 Ibis OK Fy psi- 60,000 60,000 ....for 1.5-A Stability = 0.0;16s OK Solid Grouting,, _ Yes Yes, Yes Load Factors Dead Load `1.200 Modular Ration' - ' 0.00 21.48 Live Load a 1.600. Short Term Factor = 1.000 1.000 t Earth,H 1.600 Equiv.Solid Thick. in= 0.00 7.60 . Wind,W 1667 Masonry Block Type = 3 , ' Seismic,E . 1.000 Masonry Design Method LRFD 1 • �R - - - - i _.... ...... - .... .. Caruso Turley Scott,Inc. Project Title. Proto 11 1215 W.Rio Salado Pkwy#200 Engineer. TH 'Project ID: Tempe,AZ 85301 Protect Descr. 48D-774-1700 www.ctsaz.com -- .._:v_ .. _.__... - - -..- -_- : :-.----.------.-----_-....."-----•-::_.:_„-,;,:;,,- e=G 1 CDF16�3PROTOI 11i50ABC.i1Cp-------- COO tIS4 2 et6 aln�leye_.rel"::_ taint . .... - a '�-....................•-....--."._-----._,..-._.._."....-..-.-.......-,.•....._.................-.......... __..-....-_. EN€RCALG,.ING;]�3:2(179°BmId:6�1S9t9';Ver:65�;9'�; Description: F-W Retaining with T-0'Fence Above-100 mph Exp C 'Footing Dimensions&Strengths i '.Footing Design Results Toe Width = �1.00If Toe Heel Heel Width _ Z� Factored Pressure t: = 1,504' 147 psi , Total Footing Width = 4.75 Mu':Upward =. 948 2,413 ft4b Footing Thickness _� 10.00 in Mu':Downward _ 147 4,975 ft4b , Mu: Design' = 861 2,562 ft4b Key Width r +0.00 in Actual 1-Way Shear -- 14.40 12.14 psi Key Depth _ , 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd +k r fc = 2,500 psi Fy = 60,000 psi 'Heel Reinforcing = #5 @ 23.00 in 4 Footing Concrete Density 150.00 pcf Key Reinforcing = None Spec'd Min.As% _ 0.0018 Other Acceptable Sizes&Spacings } Cover @ Top 2.00 @ Btm.= 3.00 in P - Toe: Not req'd,Mu<S'Fr Heel`. #4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key: No key defined _ i Summary of Overturning&Resisting Forces&Moments OVERTURNING..... _ RESISTING.." Force Distance , Moment Force Distance Moment Item Ibs _'ft- ft4b Ibs ft �` ft4b - Heel Active Pressure = 933.9 2.28 2,127.2 --Soil Over-Heel - -_ ;_2,035.0- 3.21 -8,529.0 A Surcharge over Heel _ . _ T Sloped Soil Over Heel Toe Active Pressure = 0.44 Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem' _ 192.0 1.17` - 224.0 Added Lateral Load = "Axial live Load on Stem Load @ Stem Above Soil = 94.5 10.33 976.5 Soil Over Toe = 0.50• Surcharge Over Toe • StemWeight(s)' = 447.7" ,1:33 597.0 Earth @ Stem Transitions' _ r 49.1 1.83 65.5 , Total . = 1,028.4 O.T.M. `_ ' 3,103.7 Footing Weight = 593:8 ;2.38 1,410.2 Resisting/Overturning Ratio 2,84 Key Weight = Vertical Loads used for Sal Pressure= 3,317.6 Ibs Vert.Component = 4.75 Total= 3,317.6 Ibs R.M.=. `8,825.6• ' 'Axial live load NOT included in total displayed,•or used'foroverturning'- resistance,but is included for soil pressure calculation.' Caruso Turley Scott,`Inc. Project Title. Proto II 1215 W.Rio Salado Pkwy#200 Engineer, TH Project ID: Tempe,AZ 85301 Project Descr. t 480-774-1700 Www:ctsazcom F --.-.. Flgt,;GCRK1fr�dPR0T011N5(tABC i1�;41GU4:1152Ex6 C.an I y - -- ed..,Re#atntn ,.Wald,:, . . -...._.._.__..... _.......,._.._.. _ :..:=.= ...........:: - _.... - ..._....._ .._... -- ..._............................:....:........:...................... :.: __....._ • �-_..._......... .,,,, :::-. �-•..,; .., ...,.... ,. .. �---:,: NC.19832015 BmIQ 615 3 9;VLE ea615,3 9 Description: 6'-8'Retaining with T-0"Fence Above-100 mph Ex C - I' Crlterl� ' Soil Data Calculations per ACl318-11,ACI530-11,IBC 2012, _ CBC 2013,ASCE 7-10 i Retained Height 6.67 ft . , t. Allow Sal Bearing 1,500.0 psf. I Wall height alcove soil ' = 7.00 ft `Equivalent Fluid Pressure Method `- a Slope Behind Wall = 0.00 1`.- Heel Active-Pressure _ '40.0 psflft �.' Height of Soil over Toe 6.00 in ' Toe Active Pressure _ 0.0 psf/ft Water height over heel 0.0 ft Passive Pressure _ 250.0 psffft Vertical component of active Soil Density,Heel = 110.00pcf V. Lateral soil pressure options:USED for Soil Pressure Soil Density,Toe _ .`0.00- Fnctiori ' : „• ' C , oeff btwn Ft �Soil -" '0.400 E USED for Sliding Resistance.• g r USED for Overtuming Resistance. Soil height to ignore - +' 1 for passive pressure - .0.00 in . Surcharge Loads- Lateral Load Applied to Stem AdjacenfFooting Load Surcharge Over Heel = 0.0 psf Lateral Load, 0.0 plf Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning Height to Top 0.00 ft footing Widt1f. = 0.00 ft Surcharge Over Toe = 0.0 psf _Height to Bottom = . 0.00 ft " Eccentricity = . - •0.00 in Used for Sliding,&Overturning ~ '- 4 = Wall to Ftg CL Dist 0.00 ft . Axial Load Applied to Stem Footing Type Line Load Axial Dead Load - 192.0 Ibs Base AbovelBeloW = 0.0 ft Soil at Back of Wall ' Axial Live Load_ - .,0.0 Ibs -Wind on Exposed Stem = 13.5,psf _ • Axial Load Eccentricity = 2.0 in., f { ' Poisson`s Ratio 0.300 Design Summary Stem Construction I Top Stem .end Stem OK Wall Stability Ratios, Design Height Above Ftg ft= 6.67 0.00 Overturning = 2.99 OK Wall Material Above'Ht' _ Fence Masonry Sliding 1.53 OK _Thickness in 0.00 8.00 * Reba Size '" _ # 5 # 5 Total Bearing Load_ 4,168 Ibs' Rebar Spaang, in 32.00 8.00 • _ resultant ecc. = 8,28 in RebarPiked at Edge Edge ' = Design,Data - Soil Pressure Toe •1,420 psf OK fb1FB+fa/Fa `` - .. 0X4 Soil Pressure a@Heel = 168,psf OK Total Force' Ibs= r 94.5 1,580.7 Allowable ,• = 1,500 psfe Sal Pressure Less Than Allowable Moment. 'Actual' fta 330,7 4,804.2 AC Factored @ Toe 1: = 1,704 psf Y; Moment:....Allowable fta= ,0.0 9,077.8 e ACI Factored @ Heel = 202 Shear.....Actual ' psi'- •, 0.0 25.1 Footing Shear Toe .`12.7:psi OK Shear.....Allowable. • psi= 0.0 69.7 t Footing Shear @ Heel = 10.9 psi OK Wall Weight ` psf= •0.0 84.0 - ' Allowable ,_ _~ 75.0 psi Rebar Depth 'd' in= 0.00, 5.25 E - Sliding Calcs -(Vertical Component Used) r Lap splice if above in= 0.00 45.00 'Lapsplice if below . . m •0.00 7.00 ' Lateral Sliding Force 1,2708lbs. i less 100%Passive Force '_ - 281.3 Ibs f Hook embed into footing in= 0.00 '7.00 ; less 100%Frictiori Force = - 1,660 0 Ibs Masonry Data fm hs1 . 1,500 .1,500 ' Added Force Req'd , _ 0 0 ibs OK �.! Fy psi 60,000 60,000 :. for 1.5:1 Stability = . 0.0 Ibs OK Solid Grouting x = =Yes Yes Load Factors'•, ,- ? *. '. Yes Dead Load ' `-1200 .Modular•Rati6 W 0.00 21.48 Live Load 1.600 Short Term Factor 11.000 ' 1.000 Earth,H, - 1.600 , e Equiv Solid Thick.` " . in 0.00 .7.60 I' Masonry Block Type 3 _ Wind,W 1667• Masonry Design Method _. LRFD• Seismic,E 1.000 r, . , M •. ' 1 Caruso Turley Scott,Inc. Project Title: Proto II 1215 W.Rio Salado Pkwy#200 Engineer: TH Project ID: Tempe,AZ 85301 Project Descr: < 480-774-1700 M t t! } b www.clsaz.com r i3 _.:. '--................... File•. FF�S 11PROTtf1:�3150A8Cr1SCRl6UL 3154?ecfi _._tt.levered.._Re#ainin Wal,l...,._•._._.__r......:....:........._ _.• Eta,ERCALC,INC•,19832015,_Bw1d61539V.er6�539- Description. 6'-8`Retaining with T-0°Fence Move-100 mph Exp C Footing Dimensions&Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 4.25 Factored Pressure = 1,704 , 202 psf Total Footing Width = 5.25 Mu':Upward = 1,084 3,933 ft4b Footing Thickness = 12.00 in Mu':Downward 167 7,455 ft4b Mu: Design = . 916 3,522 ft-lb Key Width = 0.00 in Actual 1-Way Shear 12.68, 10.87 psi 4. Key Depth = 0.00 in Allow 1-Way Shear 75.00 . 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing None Speed fc = 2,500 psi Fy = .60,000 psi Heel Reinforcing = #5 @ 18.25 in: • ,r Footing Concrete Density, = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings i f' i Cover @ Top 2.00 @ Btm,= 3,00 in Toe: Not req'd,Mu<S`Fr Heel: #4@ 11.75 in,#5@ 18.25 in,#60 25.75 in,#7@ 35.25 in,#8@ 46.25 in,#9@ 4 Key: No key defined Summary of Overturning&Resisting Forces&Moments ,f• i _.OVERTURNING..... . �_ ....'RESISTING..... Force Distance Moment Force .-Distance Moment Item Ibs' ' ft ft4b Ibs ft ft-lb Heel Active Pressure = 1,176.3 2:56 .3,006.9 _ Soil Over Heel = 2,628.7 P 3.46' 9,090.9 - Surcharge over Heel _ Sloped Soil Over Heel = Toe Active Pressure 0.50 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load Adjacent Footing Load = Axial Dead Load on Stem = 192.0 iL17 224.0`'- Added Lateral Load = Axial Live Load on Stem = ; t Load,@ Stem Above Soil = 94.5 '11.17 1,055.5 Soil Over Toe < = 0.50'a Surcharge Over Toe Stem Weights) _ . 560.3 1.33 747.0 Earth @ Stem Transitions Total' = 1,270.8 O.T.M. = 4,062.4 Footing Weight = 7875 2.63 2,067.2 ResistinglOvertuming Ratio = 2.99_ •, Key Weight Vertical Loads used for Soil Pressure= 4,168.5 Ibs Vert.Component = 'i 5.25,,= Total= 4,168.5.ibs R.M.= ,•12,129.1 Axial live load NOT included in total displayed,or used for overturning resistance,but is inducted for soil sure calcu pres lation; ' W (3'-4' TO &M RETAINING WITH 6% 6'-(r PROTO Il FENCE ON TOP - EXPOSURE C - SPREAD FOOTING LEVEL ®ACKFILL (TOE TYPE) • CAP AND BLOCK PER SHEET•`C HORIZONTALJOINT REINF. TOP TWO . COURSES BELOW PLATE AND AT 24"'O.C. BELOW PROTO II FENCE,WALL POST TENSION (PT) ROD SEE STEEL PLATE TO.BEAR I' SHEET B FOR ROD SPECS - FULLY ON"CENTER WEB OR II CENTER`IN WALL" ENO FACE SHELL•=SIZE II ANISHED.'GRADE 4:1,MAX SLOPE. - c, PER SHEET C NO SURCHARGE-SEE SHEET B - `� 8" SOLID GROUTED FOR MORE INFO_ RETAINING WALL 12" 1/47x1"x2" EMBED PLATE WITH 1/2 (2) #4 IN"BONG 'I NUT ABOVE PLATE -AND 1/2" COUPLER BELOW.PLATE (OR-(2) 1/2" NUTS) BEAM, #4 VERT. AT 48" D.C. AT oo c-y 3/4' OPEN GRADED GRAVEL BACKFILL .,NON-SOIL FACE. DOWEL INTO FOUNDATION SDR 35 4" DIA. PERFORATED PIPE, 2"o WEEP HOLES AT,, PIPE WITH'1% MIN GRADIENT TO 6'-0 O.C. AS ALTERNATE APPROVED OUTLET TO PERFORATED PIPE N GEOFABRIC WRAP 2"} CLR TYP" • C:, . VERTICAL REINF_ 'X'.BARS U 6" STD.-HOOK EMBED 6" INTO FOOTING 0" KEY (4) #4 CONT. IN FOOTING AS SHOWN CONTINUOUS CONCRETE SPREAD FOOTING NOTES: COMPANY -FENCE MAY BE CENTERED ON RETAINING TRACT# Q of ESS WALL AT CONTRACTOR'S OPTION. TOWN, CA ON DRAINAGE SHOWN ARE MINIMUM. pTKtNs q� REQUIREMENTS:-SEE SOILS REPORT IF JOB NUMBER oy 14-115-8964 G) AVAILABLE,FOR FURTHER INFO. u� Z TRACKING ¢- DRAWN w, S4055 m . n0 sc01e 14-115-89 DB d m 's� PROTO-II,TM wALL snlms DATE ENGR CAERUSO ����x WWW.PROT02.COM 11.05.2014 JAD SlRUCTl1�P���* - t.S OTTTTJIRLEY "n. a 4taoo cascAOAT GAAR OTO ca 92591.- PACKAGE SHEET I 9T \F0� INC. PH#(951)694-3793—garyotto@praloi;.mn , OF CA` www.ctsaz.com > "�AMNNN (VAY-DNLY BE aSTA1TJD`BY APPROVED MID=%=NSTAU3%] S4"3 . -. ' �" »>y f.T.,a B'Tmm Post-ll=Km MASONRY was ' Caruso Turley Scott,Inc. Project Title. Proto li 1215 W:No Salado Pkwy#200 Engineer: TH Project ID: F Tempe,AZ 85301 Project Descr. 480-774-1700 www.dsaz.com .. - ...,....._.. .....:_.....•-....•.... .. ..:......:.. ..:..:.......... ; :: .-:,.::,�;,:.:,._. ,mot. .. . ....... ..................... ... .... .__.............._. _.......::.z_...::..:. :::.::,::-.::::::::.:....::;::-::::::-::::..:.:,:.::.::.::..::::.:,::;,::::::::::Fil ntlie�.e.r:.e:d:;:Retalnin -• - ---- •.�:.;.;EN i2GAL :IN', 1 20 =Biii1 :6:1�3.H Ver6,,15::9: Description:" 3'A'Retaining with 6-0'Fence Above-100 mph Exp C r Criteria I 'Soil Data , I Calculations perAC1318-11, ACI530-11,IBC 2012, ' CBC 2013,ASCE 7.10 Retained Height = 3.33 ft Allow Soil Bearing 1,500.0 psf - Wall height above soil = 6.00 ft Equivalent Fluid Pressure Method _ �¢ Slope Behind Wall - 0.00:1 Heel Active Pressure _ 40.0 psf/ft Height of Soil over Toe = 6.00 in Toe,Active Pressure _ 0.0 psf/ft -Water height over heel = 0.0 it Passive Pressure = 250.0 psflft Vertical component of active Soil Density,Heel = - 110.00 pcf Lateral soil pressure options: Soil Density,Toe. ' _ 0.00 pcl USED for Soil Pressure. Friction Coeff btwn Ftg&Soil _ " 0.400 USED for Sliding Resistance. USED for Overturning Resistance. Soil height to ignore. _ F forpassive pressure 0.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load i, x Surcharge Over Heet 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load '_ 0.0 Ibs ,used To Resist Sliding&Overturning .. .:.Height to Top = 0.00 ft Footing Width = 0.00 it Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0,00 It Eccentricity , _ ' 0.00 in Used for Sliding&Overturning Wall to Fig CL Dist r= 0.00 ft - Axial Load Applied to Stem Footing Type Line Load - - • •'Base Above/Below Soil. 0.0 ft Axial Dead Load : 192.0 Ibs • at Back of Wall _ Axial Live Load 0.0 Ibs- Wind on Exposed Stem .13.5 psf Axial Load Eccentricity = 2.0 in Poisson's Ratio - = 0.300 �- To Stem 2nd Design Summary _ Stem Construction , 1 -p _ .. --" - Slem OK ' Wall Stability Ratios Design Height Above Ftg ft=, 3.33 0.00 Overturning OK Wall Material Above'Hi' 2.01 = Fence Masonry ' Sliding = OK Thickness in= 0.00 8.00 Rebar Size = •` # 5 # 4 Total Bearing Load 899 Ibs Rebar Spacing in=' 32.00 40.00 :r r ..resultant ecc. = 9.11 in Rebar Placed at = Edge Edge ' Design Data Soil Pressure @ Toe = 974 psf OK tb/FB+fa/Fa = 9-947 Soil Pressure @ Heel = 0 psf OK Allowable = 1,5W Total Force @ Section Ibs=: 81._0 490.5 psf i Soil Pressure Less Than Allowable Moment....Actual fta= 243.2 '' 1288.5 ACI Factored,@ Toe = 1,168 psf Moment.....Allowable fta= ' 0.0 1.385.7. ACI Factored @ Heel = 0 psf Shear.....Actual psi 0.0 7.8 . Footing Shear @ Toe 7.5 psi OK Shear.....Allowable psi= 0.0 69.7 Footing Shear @ Heel = 0.0 psi OK' Wall Weight psf= 0.0 84.0 1; Allowable = 75.0 psi Rebar Depth 'd' in= 6.00 : 5.25. F Sliding Calcs (Vertical Component Used) •Lap splice if above !n=' 0.00- 36.00. Lateral Sliding Force 428.2 Ibs Lap splice if below m= 0.00 6.00 less 100%Passive Force = - 500.0 Ibs Hook embed into footing to=" 0.00 6.00 less 100%Friction Force "_ - 359.01bs Masonry Data i;-...;_......_-- _ __..._..-_.....----- fm psi= 1,500 1,500 , Added Force Req'd = 0.0 Ibs OK Fy psi= 60,000 60,000- ' ....for 1.5:1 Stability = 0.0 Ibs•OK Solid Grouting = Yes Yes - Load Factors - ---- Yes. (, Dead Load 1.200 Modular Ratio'n' _ 0.00 21.46 Live Load 1.600 Short Term Factor = 1.000' 1.000 Earth,H 1.600 Equiv.Solid Thick: in= 0.00 7.60 Wind,W 1.667 Masonry Block Type = 3 Seismic,E 1.000 Masonry Design Method` _ LRFD ' Caruso Turley Scott,'Inc. Project Title. Prato II 1215 W.Rio Salado Pkvj#200 Engineer:• TH, Project ID: ;- Tempe,AZ 85301 Project Descr: ' 480474-1700 www.btsaz.com ' C,ailttleYel .... _........_....-....-........ 0•0 1 0•, - W., Description: TA'Retaining with 6-0'Fence'Above;,100 mph Exp G footing Djmensions&Strengths ; j Footing Design Results Toe Width - 2.081ft, Toe= Heel Heel Width _ 0.67 Factored Pressure •1 168 ' O.psf + Total Footing Width = 2 75 ='Mu':Upward 1,971 0 ft Ib: Footing Thickness = + 1.0.00 in Mu':Downward? • - :♦r 547 t _8 ft-lb i Mu:,Design 1,424 8ft-lb Key Width 10.00 in ' • - i KeyDepth = 8.00 in Actual 1-Way Shear - 7.4 7 0.00 psi p Allow 1-Way Shear'_ 75.00 `. 75.00 psi ; Key Distance from Toe = 0•�ft Toe Reinforcing #5 @ 44.00 in fc 2,500 psi Fy'= 60,OOO psi .Heel Reinforcing ' =a,None Spec'd f -.' FootingConcrete Density = 150.00 0 Key Reinforcing _ 'None Spec'd Y :1 Min.As _ 0.0009 Other Acceptable Sizes&Spacings Cover @ Top 2.00" . ,@ Btm.= 3.00 in ;. Toe:' Not req'd,Mu<S'Fr ' Heel: Not`req'd,Mu<S'Fr 3 ' . , • �- s Key:4i Not req'd,Mu<S'Fr j Summary of Overturning&Resisting-Forces&Moments Item' Fob Distance Mft lb nt F.r .....RESISTING..... , OVERTURNING ft ce Distance Moment. ,.. ft ft-lb ' Heel Active Pressure = 347.2. 1.391, - 482:1 Soil Over Heet _ 0.1 2.75 f. 0.3' - Surcharge'over Heel Sloped Soil Over Heel F Toe Active Pressure = 0.44"• 1 Surcharge Over Heel = •' ; Surcharge Over Toe 'Adjacent Footing Load - Adjacent Footing Load _ • 3 ' Axial Dead Load on Stem 2.25 431:9 t Added Lateral Load . 'Axial Live Load on Stem Load @Stem Above Soil = 81'0 7.17 58015 Soil Over Toe" = 1.04 Surcharge Over Toe = r -'Stem Weights) _ ~ 279.7 2.42 •- 675.9- • Earth @Stem Transitions = -. 0.2 2.42 0.5' j Total - 428.2 O.T.M. 1 062.6 `r. t Footing Weight _ 343.8 1.38 472.7 ' Resi'stinglOvertuming Ratio i 1.52 r • • Key Weight = 83.3 0.42 34.7 Vertical Loads used for.Soil Pressure • ;,, 899.1 Ibs ., Vert.Component = 275 •`- 1 •w • _ - Total=' 899.1 Ibs',R.M.= 1,616.1 Axial live load`NOT inclduded in total dis I ed,o used for overtumin . " resistance,but is included for soil press re lcination. 9 ♦ F. !' 4, r Y Caruso Turley Scott,Inc. w Project Title: Proto If se f 1215 W.Rio Salado Pkwy#200' Engineer: TH Project ID Tempe,AZ 85301 Project Descr. . 480-774-1700 www.Ctsaz.com - 4 ..,,..,.... .:-::_ :....:. .. Cant�leveredtetatni:n Walh: - :: -,1 ..,•- ._._:.....,...•........r._:-.: ._ ..::- .,: . NERCALC INC.19832015uiW&15 3 9,Ver 6 i5 3 9 Description: 4%0"Retaining with 6-0"Fence Above-100 mph Exp C - Criteria -� 1 Soil Data Calculations perAC1318.11, ACI 530-11;IBC,2012,. ---- -... .................. w CBC 2013 ASCE 7-10 Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 6.00 ft Eg6ivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure . _ 40.0 psf/ft `? Height of Soil over foe = 6.00 in Toe Active Pressure = 0.0 psflft Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft _ is Vertical component of active - Soil Density,Heel = 110.00 pcf ' Lateral soil pressure options: Soil Density,Toe = �0.00 pcf USED for Sal Pressure. Friction Coeff btwn Ftg&Soil = 0.250 - USED for Sliding Resistance. USED for Overturning Resistance. Soil height to ignore ' for passive pressure 0.00 in Surcharge Loads I Lateral Load Applied to Stem Adjacent Footing Load; -- - - t--------------- - , Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 pff Adjacent Footing Load i _ 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0:00 ft, Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity. = 0.00 in Used for Sliding&Overturning Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil 00 ft Axial Dead Load_ = 192.0 lbs at Back of Wall = . I Axial Live Load _ :0.0 lbs wind on Exposed Stem - - 13:5 psf Poisson's Ratio ' 0.300 ' Axial Load Eccentricity = 2.0 in lesign Summary L.Stern Construction ; Top stem 2nd Stem OK Wall Stability Ratios Design Height Above Ftg ft= '•4.00 0.00 Overturning = 1.55 OK Wall Material Above..'Hf = Fence Masonry Sliding =. 1.72 OK Thickness in `° 0.00 8.00 Rebar Size = # 5 # A Total Bearing Load.' ' 1,049 lbs Rebar Spacing . in= 32.00 32.00 ...resultant ecc. = 10.35 in Rebar Placed at Edge Edge , Design Data -.... _._..:_._ _ ..... ' Soil Pressure @ Toe = 970 psf OK fb1FB+fa/Fa i o�90 Soil Pressure @Heel . _ 0 psf OK Total force @ Section lbs=;. '81.0 "647.0` . iL Allowable = 1,500 psf Moment...Actual ft-I " 243.0 1,666:3- Soil Pressure Less Than Allowable ' ACI Factored @ Heel 0 si w - c ACI Factored Toe = 1,164 psf Moment....Allowable ft-I- 0.0 1,722.2 i @ _ - p Shear..:.Actual psi- 0:0 10,3 , Footing Shear @ Toe = 8.5 psi OK Shear.....klowable psi= 0.0 69.7, Footing Shear @ Heel 0.0 psi OK Wall Weight psf= 0.0�4 84.0 Allowable = 75.0 psi Rebar Depth 'd' In= 0.00 5.25 Sliding Calcs (Vertical Component Used) Lap splice if above in= 0.001 36.00 j Lap splice if below in= ' 0.00 6:00 ' Lateral Sliding Force; = 548.2 lbs *' t Y Hook embed into footing in= - 0.00 6.00 - less 100%Passive Force = - 680.6 lbs Masonry Data less 100%Friction Force = 269.0 lbs' , r ' i m psi= 1,500 .1",500• Added Force Req'd = 0.0 lbs OK Fy psi= 60,000 60,006 ....for 1.5:1 Stability = 0.0 Ibs•OK Solid Grouting = Yes Yes ation es ., toad Factors Modular R ' = 0.00 r 21.Yes Dead Load 1:200 t ` Live Load 1.600 Short Term Factor 1.000 1.000 ii Earth,H 1.6gp Equiv.Solid Thick. in 0.00 . 7.60 s. " Wind,W. 1.667 Masonry Block Type. = 3 Seismic,E 1.000 Masonry Design Method = LRFD s :J. Caruso Turley Scott,Inc. r, Project Title:.. Proto I I e•F i' 1215 W.Rio Salado Pkwy#200 t - Engineer: TH - Project ID:, .: Tempe,AZ 85301 Project De.scr: l ' 480-774-1700. www.ctsaz.com ' ¢' .11CAECU€ 1ls Description: 4'-0"Retaining vrith 6'-0"Fence Acmve-100 mph Exp C - `.: i ' Footing Dimensions&Strengths. ; ' � Footing Design Results `. :� .; - Toe Width _ 2 50:ft Toe Heel Heel Width = P 0.67 Factored Pressure _ 1,1641* 0 psf ` Total Footing Width' = 3.17 Mu':Upward ` " -' • ' 2,760 0 ft4b N:Footing Thickness. _ 10.00 in Mu':Downward 768 '` 9 ft-lb Mu: Design .1,992 9.ft46 Key Width: = 10:00 in -" Actual 1-Way Shear 8,51 ' 0.00 psi KeyDepth = 12.00 in - p . Allow 1-Way Shear " _�' ' .75.00 75.00 psi Key Distance from Toe = 0.00 ft"' Toe Reinforcing None Spec'd fc = 2,500 psi Fy = . .60,000 psi Heel Reinforcing _` None Spec 'Footing Concrete Density, = 150.00 pcf . Key Reinforcing _' None.Spec'd', v Min.As% = 0,0009 Other Acceptable Size§'&Spacings - ' Cover @Top 2 00.1 @ Btm.= 3.00 in Toe 94@ 26.25 in,#5@ 40.75 In,#6@.48.25 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 + 5 Heel ,Not req d Mu<S'Fr 1k Key: :Not req'd,Mu<'S`Fr A ;y Summary of tArerturning&Resisting Forces R Moments ` ,. • OVERTURNING..:.` `' ` ....RESISTING.... Force +Distance Moment Force Distance Moment ' Item _^lbs ft ft-lb Ibs ft ft4b Heel Active Pressure 467:2 161 752.7 Soil Over Heel "0.1, 3.17 0.5 Surcharge over Heel i;'y Sloped Soil Over Heel ti4 Toe Active Pressure = 0.44' Surcharge Over Heel _ u Surcharge Over Toe = i AdjacenGFooting Load = Adjacent Footing Load _ " Axial Dead Load on Stem 192.0 2.67 , 512k ",Added Lateral Load- ;', • 'Axial Live Load on Stem Load @ Stem Above Soil . -81.0 7.83 = 13M 5 'Soil Over Toe, = 1.25: - Surcharge Over Toe. :.. -Stem Weight(s) ; = 336.0 . 2.83 952.0;. r Earth @ Stem Transibgns y Total`., _ •.548.2,V O.T.M. -_ K '1,387.2 . Footing Weight = t 395.9 1.58+ _ 626.9 Resisbn Overturning Ratio ;: - ' 1.55" y ' ` Key Weight 125 0; 0,42 521 U • Loads used for Soil Pressure 1,049,0 Ibs Vert.Component _ _ _3.17 1, „ .Total= r »1049 0 los R.M._ 2143.4 'Axial live load NOT included in total displayed,or used for overturning +r ` resistance,l but is included for soil pressure calculation. ,. ,' " ♦ yr: �' . � a• _� r � � ,' .. i s^ Caruso Turley Scott,Inc. Project Title: Proto II , 1215 W.Rio Salado Pkwy#200 Engineer: TH „ Project ID: - Tempe,AZ 85301 Project Descr. 480-774-1700 www.ctsaz.com _.,:...::_:::•_:..-::::.::.:.:::. ::.-:--:::-:::.:::.:..::_::--:.::;._:::,_.�i[e.�:G�.COF16-�1RROTOh i7 OABC-4 L L-als43eib>`=: :-: ............._ ;.C:antlaeve.r..ed Re . wn_i :.YUatl:.-:,::,, •: :::.:.::.:,-._•,-:-_:.::: ..:, :_ .:- == :_....•.._:. :..:. :._._ ...:.. � ...................._...,._........,_ ..-,.....,;.... N 3 ! ild6: _ _ G:1�§.20 6-@u.:-, MEN Description: 4'-8'Retaining with 6'-0'Fence Above-100 mph Exp C ' J i Criteria _ SOiI Data Calculations perACl318-11,ACI530-11,IBC 2012, - w Soil Bearing = 1,500.0 psf �} CBC 2013,ASCE 7-10 Retained Height = 4.67 ft Allow Wall height above soil = 6.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = • . 0.00:1 Heel Active Pressure = 40.0 psf/ft $ Height of Soil over Toe = 6.00 in Toe Active Pressure = 0.0 psf/ft t Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral sail pressure options: Soil Density,Toe 0.00 pcf USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.250 ' USED for Sliding Resistance. USED for Overturning Resistance. Sal height to ignore =- for passive pressure 0.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load ; J ' Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning " ...Height to Top = 0.00 it Footing Width = 0.00 it (: Surcharge Over Toe = 0.0 psf ...Heightto Bottom = 0.00 it. Eccentricity _ 0.00 in Used for Sliding&Overturning Wall to Fig CL Dist it 0.00 it _Axial Load Applied to Stem Footing Type Line Load 'Axial Dead Load- = 192.0 Ibs Base AboveBelovi Soil s= 0.0 H Axial Live Load = 0.0,lbs Wind on Exposed Stem 13.5 psf• - -is on'sBac R Wall - Axial Load Eccentricity = 2.0 in Poisson's Ratio - 0.300 Design Summary Stem Construction 1 Top Stem 2nd _ I Stem OK <' Wall Stability Ratios Design Height Above Ftg 'ff= •4.67 - 0.00 Overturning = 1.52 OK'* Wall Material Above'Ht = Fence Masonry , Sliding 1.57 OK Thickness in= ' 0.00 8.00 Rebar Size ' ' _ #, 5 #' 4 . Total Bearing Load. _ 1,179 Ibs , Rebar Spacing in=- 32.00 24.00 resultant ecc. 12.01 in Rebar Placed at . - Edge Edge Soil Pressure = 991 f OK Design Data - -' @ Toe psi fbIFB-fa/Fa = F' 0.979 , Soil Pressure @ Heel = 0 psf OK .Total Force @ Section ibs= 81.0 832.9- AllowaSloil Pressure Less Than Allowable psf Moment....Actual ft-I=, 243.0 2,160.4 ACI Factored @ Toe . = 1,189 psf Moment Allowable ft-I= 0.0 2,274.3 ' ACI Factored @ Heel = :0 psf ' Shear.....Actual psi 0.0 13.2 ' Fooling Shear @ Toe = - 9.2 psi OK Shear.....Allowable psi'= 0.0 69.7' Footing Shear @Heel = . 0.0.psi OK , Wall Weight psf 0.011. 84.0 .Allowable 75.0 psi Rebar Depth 'd': in= 0.00 5.25. Sliding Calcs .(Vertical Component Used) Lap splice if above in= 0.00 36.00 Lateral Sliding Force _ 686.7 Ibs Lap splice if below in=� 0.00 6.00 Hook embed into footing. in= 0.00 6.00 less 100%Passive Force = 781.3 Ibs t less 100%Friction Force = 290.0 Ibs Masonry Data - - ----- --- --- -- Added Force Req'd = 0:0 Ibs OK Pm psi= 1,500 1,500Fy psf 60,000 60,000 ....for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting = Yes Yes Load Factors ....... Yes Dead Load 1.200 Modular.Ratio'n' = 0.00 21.48 Live Load 1.600 Short Term Factor = 1.000 1.000 Earth,H 1.600 Equiv.Solid Thick. in 0.00 7.60 667 Masonry Block Type Seismic,E 1.000 Masonry Design Method = LRFD � s . • 1, J t s Caruso Turley Soot,Inc. Project Title: Proto II 1215 W.Rio Salado Pkwy#200 Engineer; TH Project ID: Tempe,AZ 85301' s Project Descr. k ; 480-774-1700 eE _ «'.I N S www.ctsaz.com Eantt.levered:.Retatnr RG ' aLGO Q-tAG tCAlCUE=a....n IG uid .1_ '3`:Yc�eb_15r3.9= Description: 4'-8"Retaining with G-0°Fence Above-100 mph Exp C • , 1.Footing Dimensions 8�Strengths Footing Design Results Toe Width _. 2.92 ft Toe Heel i . Heel Width = a 6Z 'Factored Pressure - 1,189 ;0 psf ' Total Footing Width = 3.59 , Mu':Opwiard 3;777 Oft-lb • ' �.� Footing Thickness = 10.00 in Mu Downward - , 1,029 11 ftab 4 y Mu:`Design 2,748 11 ft4b_, Key Width =. 10.00 in. Actual 1 Way Shear' = 9.22 0.00 psi - Key Depth = 14.00 in Allow 1-Way Shear = 15.00 •75.00 psi KeyDjstan fro Toe 0.00 ' Toe Reinforcing #4 @ 15.00 in Pc = 2,500.ppssi Fy 60,000 psi Heel Reinforcing` • ° _.,None Speed- Footing Concrete Density 150.00 pcf Key Reinforcing • 'None Speed Min.As% 0.0009 Other Acceptable Sizes&Spacings `Cover @Top 2.00 @ Btm.= 3.00 in Toe: #4@ 19.00 in,#5@ 29.50 in,#6@ 4135 in,#7@ 48.25 in;#8@ 48.25 in,#9@ 4 Heel Not req'd,Mu<S'Fr Key 'Not req'd,,Mu<S*Fr Summary.of Overturning 8 Resisti fig'Forces&Moments } _..OVERTURNING.... ` ` ....RESISTING.... Forcer Distance Moment , force Distance Moment flem Ibs ;.,.if".. ft-lb Ibs ft_ ft-lb Heel Active Pressure 6057 1.836 ry' 1,1112 Soil Over Heel' '' _ `0.2, 3,59, 0.6 Surcharge over Heel Sloped Soil Over Neel ' r Toe Active Pressure 0.44 Surcharge Over Heel" _ Surcharge Over Toe = Adjacent Footing Load = ` Adjacent Footing Load Axial Dead Load on Stem = 192.0 3.09 592.6 i Added Lateral Load ,._ *Axial Live Load on Stem Load @ Stem Above Soil 81.0 8,50 688.8 Sod Over Toe . `'. ,. = A 1.46 j r Surcharge Over Toe fit• _ is Stem Weight(s) = 392.3 3.25 1276.2 r _-- - - Earth @Stem Transitions = Total - 686.7 O.T.M. 1,860.0 Footing Weight = 448.4 , 1.79 804.2 Resistingf0verturning Ratio # = 1.52 - -Key Weight _ . 145.8 0.42 60.8 ' Vertical Loads used for Soil Pressure*-:' 1,178.7 Ibs Vert•Component, Total= 1,178.7 Ibs 'R.M== 4734.4 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. , t ' • ,. . '�• - ., ! .. 'fir+ ' ; ft " I �I,., ` ! -- ------------------ -------- Caruso Turley Scott,Inc. Project Title: Proto II 1215 W.Rio Salado Pkwy#200 Engineer: TH . Proied ID: Tempe,AZ 85301 Protect Descr. 480-774-1700 www.ctsaz.com ...:...::::.:....:.._..:....:::;:,,.,.._.:_::::::: -:-:r;. _;:ii:i.:::°i::'r.':iai.:'; `i:::.. ....:" ".j1PR. ..11 "... _.Cantilevered= e t :1Nall F1e GEC 16- .O Ohl. 50ABC ACALCU4 11sd 3 ec6 : , R_.tai.n n: ..... ...,,,._.....g....._........:::.:.....:.._::, s':: ,::r::.;:::`: i`=::::.;r ::.::::..,:-: *;ENEft 1 t1 20 5' oflBi6,15:3.9 Ver6:15:3.9:;': UP--Y s Description: S A'Retaining with 6'-O'Fenoe Above-100 mph Exp C it .Criteria if Data: Calculations per ACI 318.11, ACI530-11,IBC 2012, r-- - ...........---- ji CBC 2013,ASCE 7.10 Retained Height = 5.33 ft I Allow Soil Bearing 1,500,0 psf Wall height above soil = 6.00 ft Equivalent Fluid Pressure Method k Slope Behind Wall = 0.00 A Heel;Active Pressure = 40.0psflft Height of Soil over Toe = 6.00 in Toe Active Pressure = 0.0 psflft Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Vertical component of active Soil Density,Heel 110.00 pcf Lateral soil pressure options: SoiLDensity,Toe _- 0.00 pcf r , USED for Soil Pressure. Friction Coeff btwn Ftg&Soil 0.250 USED for Sliding Resistance. Soil height to ignore USED for Overturning Resistance. for passive pressure = 0.00 in P Surcharge Loads j Lateral Load Applied to Stem Adjacent Footing Load Surchargge Over Heel = 0.0 psf Lateral Load ..0.0 pff Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ..Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf .:Height,to Bottom = 0.00 ft Eccentricity 0.00 in Used for Sliding&Overturning Wall to Fig CL Dist ;r= 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil '• 0.0 ft Axial Dead Load = 192.0 Ibs at Bade of Wall = Axial Live Load _ 0.0 Ibs 0 d'on Exposed Stem 13.5 psf -pas Bac Ratio = 0.300 Axial Load Eccentricity = 2.0 in _ ' Desi n Summa Stem Construction i To Stem 2na - Stem OK Wall Stability Ratios Design Height Above Ftg ft= 5.33 0.00 Overturning = 1.51 OK Wall Material Above'Ht' = Fence Masonry ' Sliding = 1.52 OK Thickness in= 0.00 8.00 ` .Rebar Size = # 5, #; 5 t Total Bearing Load = 1,328 Ibs i Rebar Spacing in'= 32.00. 24.00 ...resultant ecc. = 13.82 in Rebar Placed at = Edge Edge Design Data ----=- Soil Pressure @ Toe = 992 psf OK fbfFB+falFa 0.8" Soil Pressure @ Heel = 0 psf OK Total Force @Section Ibs= 81.0 1,044.1 Allowable = 1,500 psf Moment-Actual ft-I= 243.0 2,778.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,191 psf !Moment Actual ' fN= 0.0 3,449.9 ACI Factored @ Heel = -0 psf Sheac.:..Actual psi= 0.0 16.6 Footing Shear @Toe = 10.0 psi OK Shear.....Allowable' psi= 0.0 69.7 Footing Shear @ Heel = 0.0 psi OK Wall Weight "psf= 0.0 84:0 Allowable = 75.0 psi r Rebar Depth 'd' in= 0.00 5.25 Sliding Calcs (Vertical Component Used) Lap splice if above in= 0.00 45.00 Lateral Sliding Force = 840.7 Ibs Lap splice if below in= 0.00 7.00 less 100%Passive Force = - 945.3 Ibs Hook embed into footing in= .0.00 7.00 less 100%Friction Force = - 330.0 Ibs 'Masonry Data --- f m _ psi= 1,500 1,500 Added Force Req'd = 0.0 Ibs OK ' Fy psi=- 60,000 60,000 , ....for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting = Yes Yes • • ,1. Load factors: ---._......__ - Yes Dead Load 1.200 Modular Ratio'n' - 0.00 .21.48 Live Load 1.600 Short Term Factor = �1.000 1,000 Earth,H 1.600 Equiv.Solid Thick. in= 0.00 7.60 Wind,W '1.667. Masonry Block Type = 3 Seismic,E , 1.000 Masonry Design Method lRFD - , 1 . . ... . Caruso Turley Scott,Inc Project Title Proto II Engineer: + TH j Project ID: 1215 W.Rio Saladopkwy#200 Project Des Tempe,AZ 85301 ' 480-7741700 1. T LA1 . r www.ctsaz.com. Canfrleve.red:Re#atni.n. , l�Cai.l..:.. .....:. _ :...._._.. ....- _ _ .. ...... ..... ...... ...._.._..._:....._...._g. .... . ,.. . ......:....:..--..: .::::_::.::..,_:. ENfiREALG�ltdG>1983=' :15�Build'6i153.9"Ver i1';_.... 20 6 539 ••-fit � ,. ... . . - Description: 54'Retaining with F-V Fence Above' 100 mph Exp C, Footing Dimensions&Strengths ' i Footing Design Results: +; �•'Toe Width = 3.42 ft : Toe Heel Heel Width ;` _ '� 0.67.' Factored Pressure . 1,191. 0` sf. Total Footing Width = 4.09 °Mu Upward 5,106 0 ftab Footing Thickness j = 10.00 in Mu :;Downward 1,389 -.` s .12 ft lb V' ; Mu. Design; 12 ft lb Key Width = •10:00 in - _ 3,717 > Key Depth,, _ 17:00 in 'Actual 1°Way Shear 9.99 r 0.00 psi J+ ", Allow 1 Way Shear - 75.00 ;'75.00 psi Key Distance from Toe _. O.00 ft " Toe Reinforcing ` _ #5 @ 21.50 in '". fc = • 2,500 psi "Fy 60,000 psi Heel Reinforcing t= None Spec'd Footing'ConcreteDensity . _ 150.00pcf Key'Reinforcing, = NoneS*'d != Min.As% - 0.0009' i ■ Other Acceptable Sizes&Spacings` r ' Cover @ Top 2 00 @ Btm.= 3.00 in ;' Toe #4@ 14 00 in;#5@ 2150 m #6@ 30.75 in #7@ 41.75 In;#8@ 48.25 in,#9@ 4 L Heel Not req d,Mu<S Fr s � , Key:•_Not req'd,,Mu<S,"Fr 'r_ . _ . . :� may, _ , ,: •■ Summary{of Oiii urning&.Resis'ting Forces&Moments - ; ■x :.OVERTURNING...:•. .RESISTING....,.. ' Force. '' Distance Moment f s Force i Distance Moment Item Ibs_ ft. flab. Ibs _ it It-lb Heel Active Pressure 759 7 '2A5 1,560,8 Soil Over-Heel •" _ '-0 2 4.09 0.8 Surcharrge over Heel 3• h Sloped Soil Over Heel Toe Active Pressure = ;=0.44. Surcharge Over Heek _ Surcharge Over Toe Adjacent Footing Load = - Adjacent Footing Load = ;' „ -Axial Dead Load on Stem = 192.0 3.59 688.6 Added Lateral Load = " Axial Live Load on Stem = Load @Stem Above Soil = 81.0 9.16 • 742.2 ' Soil Over Toe = 1:71 ', S x "• Surcharge Over Toe a = `.Stem Weights} ' • = 447.7 .3.75 ry 1,680.4- r . :Earth @ Stem Transitions a= Total 840 7 O.T:M ,2;303.1 Footing Weight = 510.9 2,04 k. 1,044.0 Resisting/Overturning Ratio 1.51• Key Weight '''y• 1771, 0.42 73.8 . Vertical Loads used for Soil Pressure 1,327.9' Ibs r , Vert.Component, = 4.09 Total=:` 1,327.9 Ibs R.M._ 3,487.6 'Axial live load NOT.inclIuded in t tatdisplayed,o used for overturning t - resistance,but is,induded for soi pressure calculation. A. � a a • 'Caruso Turley Scott,Inc. r • Project Title:' Proto II 1215 W.Rio Salado Pkwy#200 Engineer: TH Project ID: • Tempe,AZ 85301 Project Descr•. :.,, �}rY'•t s 480-774-1700 www.ctsaz.com ;<....,.:.; -,:::.-::.; .....,.. a r.... ::r::... ..::.:.. :.::._..:::.: .:...,......::..: 16Y".tRROT "1 $OABC 11CALCUL:1:fs43i :. ::... :..._._. e._._..._.._.: -- nt 1.�..... ..:.... n Itti YUa.1l._<.:......::..:..:.:::::.::.:.:::::.:.......:::...:.:......._.:......._.::...::.:..::.::.:.::--..:.:_:....:::.::..::::.::.:..:: , g...;. ,. _..-.. -:...-:- :... ENEJ2CQLC,JNG.1983-2015:BuJd.61539.Ver:61539._.:., Description: 6'-0'Retaining with 6'-0'Fence Above-100 mph Exp C r , ,i Cntena_ _ I Soil Data . Calculations`perACl 318:11,C CI530.11t;IBC 2012,, Retained Height - -^6.00 ft Allow Soil Bearing 1,500.0 psf 8C 2013,ASCE 7.10 . Wall height above soil = 6.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 40.0 psf/ft - Height of Soil over Toe = 6.00 in Toe Active Pressure = 0.0 psf/ft •- { J Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft _ - Vertical component of active Soil Density,Heel = 110.00 pcf - Lateral soil pressure options: Soil Density,Toe = 0.00 pcf + USED for Soil Pressure:USED for Sliding Resistance. Friction Coeff btwn Fig&Soil = 0.250 USED for Overturning Resistance. Soil height to ignore for passive:pressure - 0.00 in Surcharge Loads FLateral Load Applied to Stem j Adjacent Footing Load r v = Lateral Load = 0.0 plf Adjacent Footing Load 0. I Surcha gge Over Heel 0.0 psf A lacer g 0 bs Used I o Resist Sliding'&Overturning Height to Top, = 0.00 ft Footing Width ' = 0.00 ft' Surcharge Over Toe. = 0.0 psf Height to Bottom = 0.00 ft Eccentricity ., 0.00 in ` Used for Sliding&Overturning Wall to Fig CL Dist 0:00 It Axial Load Applied to Stem Footing Type ; • Line Load .._._.... .. Base Above/Below Soil. . ;- Axial Dead Load = 192.0 Ibs at Back of Wall" 0.0 ft ' Axial Live Load = - 0.0 N - Wind on Exposed Stem = 13.5 psf Poisson's Ratio 0:300 Axial Load Eccentricity = 2.0 in. m 2nd To Design Summary Stem Construction p Stem _. f -..._. - - Stem or< Wall Stability Ratios Design Height Above Ftg ft= 6.00 0.00 Overturning = 1.59 OK Wall Material•Above'Hr = Fence Masonry Sliding = 1.55 OK Thickness in= 0.00 8.00 - Rebar Size _ # 5 # 5 Total Bearing Load = 1,520 Ibs Rebar Spacing in.= 32.00 16.00 ...resultant ecc. = 15.34 in Rebar Placed at = Edge Edge Design Data -- ..__...-...-. Soil Pressure @Toe = 888 psf OK fblFB+fa/Fa - 0.765 a. Soil Pressure @ Heel = 0-psf OK Total Force @Section Ibs= 81.0 1,287.0 Allowable = 1,500 p 'Soil Pressure Less Than Allowable Moment....Actual ft 1= -243.0 3;557:6 ACI Factored @ Toe = 1,066 psf Moment.....Allowable 0.0 5.015.8 x ACI Factored @Heel = 0 psf Shear.....Actual psi= 0.0 20.4 Footing Shear @Toe = 10.7 psi OK Shear.....Allowable psi= 0.0 69.7 Footing Shear @ Heel 0.0 psi OK • Wall Weight psf= -0.0 84.0 Allowable = 75.0 psi Rebar Depth 'd' in= 0.00 5.25 Sliding Cates (Vertical Component Used) Lap splice if above in= 0.00 45.00 Lateral Sliding Force 1,014.9 Ibs Lap splice if below in= 0.00 7.00 . less 100%Passive Force = 1,188.4 lbs -Hook embed into footing in= 0.00 7.00 r less 100%Friction Force = 370.9 Ibs Mfm my Data - psi= 1,500 1,500 Added Force Req'd = 0.0 Ibs OK ,Fy psi= 60,000 60,000- ....for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting = Yes Yes Load Factors - _ Yes- Dead Load 1.200 Modular Ration' = 0.00 . 21.48 Live Load 1.600 Short Term Factor 1.000 1.000 ' Earth,H 1.600 Equiv.Solid Thick. • in 0.00 7.60 x Wind,W 1.667- Masonry Block Type = 3 Seismic,E v 1.0001 Masonry Design Method = LRFD t t - f r Caruso Turley Scott,Inc. t i * Protect Title Proto II i 1215 W.No Salado Pkwy#200 'Engineer. - ;TH �}^ F Project ID: 'Tempe,AZ'8530T ,' _ Project Descr. �` ' 480=774-1700 �- -•. + � r ,.,., t , � : • ` t-ti- '. ,� �� y!- www.clsaz.com .. ;.- 1 1PROT9I;11950ABC':1GCA<:CUE=i\s43:ecG�'_ ' R to UUaIL:-._.-:._::_::.::::::,::.,.::.:::::_..:,::=.:::..:: :.:. ::.:::.:: :.:._ ..:..:..: •:...:.:.:... .... ....... .... . .... . . _._ ..........:.::::... ....E LC 4 C:°t9B3 Qt115'=.Bulld:S::1&9 :Vec6ab >i REM Description: 6-0'Retaining with 6'-0'Fence'Above-100 mph Exp C' Footing Dimensions 8 Strengths i Footing Design Results Toe Width _ 4.17 ft t s Toe Heel i HeeLWidth - _ 0:67_... Factored Pressure- 1,066A O'psf TotaLFooting Width: _ 4.84 `Mu :Upward; +•6,682 O'ft-Ib Footing Thickness = 10 00 in; Mu':Downward ,"2,031 _'' 13 ft-lb = '10 00 in' . Mu Design .r 4,651 13 ft-lb Key Width -Key De lh, _ ' 2i.00 in . . Actual)=Way Shear; 10.65 0.00'psi t i; -Key Distance from Toe - = 1.00 i Allow 1-W4y Shear.: •,75:00 75.00 psi _ Y Toe Reinfofcing .#5 @ 17.25 in fc. 2,500 psi Fy = 60,000 psi '•• Heel Reinforcing = 'None Spec'd _Footing Concrete Density' 150.00 pcf,: Key'Reinforcing =.#4 @ 31.75 in r Min.As% '• = 010009 `,' Other Acceptable Sizes 8 Spacings Cover @Top 2.00-r' @ Btm.= 3.00 in *' Toe: #4@ 11.25 in #5@ 17 25 m,#6@ 24 25 In,#7@ 33.25 in,#8@ 43.50 in,#9@ 4 Heel:?Not req'd,Mu<S'Fr iKey: #4@ 31.75 in,#5@ 48.25 in,#6@ 48.25in,#7@ 48.25 in,, Summary of Overturning&Resisting Forces&Moments OVERTURNING..`. ~, RESISTING...... Force' Distance-;, Moment > Force Distance Moment Item Ibs. t ..ft; ft=Ib l -. Ibs _ ;t ftab Heel ActivePre§'sure _ `933.9 �,'' -2.28 Y2,127.2 • Soil Over,Heel _ 0.2 4.84 1.1 Surcharge over Heel ;Sloped Soil Over Heel ,' + Toe Active Pressure 0.44 x' ; •Surcharge Over Reef; Surcharge_Over Toe _ '� F ` Adjacent Footing Load - Adjacent Footing Load _ Axial Dead Load on Stem = 192.0 4:34 832.6° Added Lateral Load 'Axial Live Load on Stem = { € Load @Stem Above Soil = 81.0 " 9:83 : .. 796.b Soil,Oyer Toed = 2.09.; Surchar9eOverToe = . ' z• -.Stem Weigh - 504.0` . 4.50t, 2,269.7 ' 1 Earth @ Stem Transitions `r ' Total * = 5,014.9 O.T.M. - F2,923.7 Footing Weight = 604.6 2.42 1,462.3 - Resisfingl0vertuming Ratio a z1:59 °' Key Weight %' 218ai3 0:42 91.1 M Vertical.Loads used for Soil Pressure=r' 1,519.E Ibs :Vert.Component '' = 4.84, Total= 1,519.6 Ibs R.M.= 4,656.8 + Axial live load NOT included in total'displayed or used for overturning .- ► "'t. '" > r, resistance,but is included for soil pressure calculation: A. ix - .. . lit• to 1t - ,'_'f f�ti . ; ., • e +� <. _2 'k a .Y'•' y t Y,J f ! }r••�. t M .. r .•4 i .I . .-..:---+-tr-- 7 8" 9�4y'TO Si`��') HIGH RETAINING - NO FENCE ON TOP 1EVEL.BACvK`•FILL t FINISHED GRADE 4:1 MAX - SLOPE NO ADDITIONAL CAP AND BLOCK (OPTIONAL) SURCHARGE ALLOWED,- SEE SHEET B FOR MORE INFO. .� 1 j4 CONTINUOUS IN 8".:DEEP' SOLID GROUTED BOND BEAM.' ' N 12" ` HORIZONTAL-JOINT REINF. w 2" AT 16" O.C. ,• _ 3/4- OPEN GRADED CLR x - N GRAVEL BACKFILL VERTICAL REINF. 'X' + j BARS LAP PER SHEET B- a GEOFABRIC WRAP 8" SOLID GROUTED ` X SOR 35 4" DIA. RETAINING WALL t PERFORATED PIPE PIPE T WITH 1% MIN. GRADIENT 2"0 WEEP HOLES AT TO APPROVED OUTLET V-0," O.C. AS ALTERNATE TO PERFORATED PIPE o `V NOTE: 'DRAINAGE SHOWN ARE MINIMUM 3" 3" REQUIREMENTS. SEE SOILS REPORT IF CLR CLR AVAILABLE FOR FURTHER INFO. TYP #4 AT EACH HOOK AT 12" O.C. MAX. MIN. 2 BARS IN FOOTING 3" ` #4 AT 48" O.C. R AS SHOWN K' •T" . «` COMPANY TRACT# Q�OFESS/pN TOWN, CA " PT K Igrs q� JOB,NUMBER Q 14-115-8964 p F2 TRACKING $ DRAW ! S 4055 m no scale 14-115-8964 DB a e PROTO-II n wAll sYsTEms DATE ENGR cARiJso s Rig WWW.PROT02.COM , 11.05.2014 JAD TURLEV� aa� 3' luc-T �P SCOTT ' gill 41600 CASCADES COURT IENECUTA•CA 92591 PACKAGE SHEET I C1 ATIN: GARY OrtO FOF C 9j Off. INC. g dda� PH/(951)694-3793-gwptt."tol. A��F www.ctsoz.can € NNNN 11 (WY oaT BE P15fNlf➢Br MPROvm me CQtIIF®NSgLLFRs) • S4 4 A »> 'r r.h"v VrA3(Posy-imam Ummm Wuus , . ... ....... ._ ..n.. Caruso Tudey'Scoft,Inc. Project Title Proto ll ' 1215 W.No Salado 01 wy#200 �� _ " ' Engineer:. , TH/JAD ^ 'Project-ID: Tempe,AZ 85301 `' Project Descr. ' 480-774-1700LA � www.ctsaz.com • • ....................:._.......__.__..._.-........ rrc -''... .-...:..-....._...._...-......:.,._.: __ -.............. .......... .... ........._... ...._.....!._._...._..._......_._.__...._......_...._..._......__.._.....— _ 6��pE1&11PIu}T<31 1j1 i0A8C 1CAtGdL . d A Cantuever d::Retainlln Wall ::: ..::.::.:._:::--:-!::= :. " - - - _e_ - .._.......g:.........:....:..... ERCALC7p7Ci9�i-x015 Bu(fdC>.133.9 Ver.6.15;3;- 11, Description 4 Retaining 8'CMU-No Wall Above L1 . Criteria r SOII Data Calculations per ACI 318-11,ACI M11,IBC 2012, �. Retained Height _ 4.33 ft w Allow Sal Bearing,;, 1,500.0 psf CBC 2013,ASCE 740 Wall height above soil = 0.00 ft' :E4uivalentFluid Pressure Method Slope Behind Walk' �'0.00 1 ,'" Heel Active Pressure,a. 40 0 psffft Height of Soil over Toe = 6.00 in Toe Active Pressure. 0.0'psflft Water height over heel - . 0.0 ft t Passive Pressure _ - '250.0 psfM Vertical component of active " . Soil Density,Heel - 110.00 pcf - Lateral soil pressure options:_ �� _ • .• ., Sal Density,?oe • 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil ''a 0.250 I` NOT USED for Sliding Resistance. Soil height to.ignore, „r NOT USED for,Overturning Resistance. ; c: _ - g •,� for passive pressure "�, __ 0:00 in r_:• . .. - Design Summary Stem Construction Top Stem ' _- Stem oR a Wall Stability Ratios Design Height Above ft= 0.00 Overturning - 183 OK Wall Material Above'°Ht`r _, Masonry Sliding 1:54 OK + Thickness in 18.00 1 ' Rebar Size = # 4' Total Bearing Load' f`=' '1,282 Ibs.' Reber Spacing a in= s 48.00 f• resultant ecc. = 6.90 in, Rebar Placed at' _ Edge 77 _Design Data Soil Pressure @ Toe = 1,435 psf.OK fb/F6+falFa j - 0747,a Sal Pressure @Heel = 0 psf OK '' Total Force @Sedion ' Ibs= 600.0 r, ' ~ Allowable. _ ' 1 500 psf �° z. t Soo Pressure Less Than Allowable Moment...Actual _.fta= 865.9 '• ACI Factored @ Toe •'err„ 1,722 psf: Moment...Allowable It-I= 1,159.2 ° •; ACLFactored @Heel 1 t 0 psf' Shear ..Actual `Psi= 9.5 ' Footing Shear @Toe S.O psi'Ot( ? Shear .Allowable psi= 69.7 1 'c Footing Shear @Heel , _ $:5 psi OK Wall Weight psf= ' 84.0 Allowable . = 75.0.psi Reber Depth 'd' In= Sliding Calcs (Vertical-Component NOT Used). �P splice if above. In 36.00- - Lateral Sliding Force 533.2 lbs', Lap splice if below in 36.00" Iess:100%Passive Force = 500.0 Ibs Hook embed into footing •In= 36.00 . ✓ less 100%Friction.Force ` 320.0 lbs '' ` Masonry Data Pm: psi= 1,500 ? Added Force Req'd = 0.0 Ibs OK F' r psi-"• ,60,000 ~ .J :.for1.5:1 Stability ,_ *0.0�Ibs OK Solid Grouting - Yes Load Factors .21 Dead Load y 1.200' Modular Ratio'n' 21.48 *. Live Load 1.600 Short Term Factor 1.000 ; Earth H ° 1:600 , Equiv.Solid Thick. rn 7.60 Wind,W 1.Ooo Masonry Block Type - 3 . Seismic,E 1:00p Masonry Design Method = LRFD - - i l:. Caruso Turley Scott,Inc. • Project Title: Proto II + 1215 W.Rio Salado Pkwy#200 Engineer: THIJAD Project ID: i r Tempe,AZ 85301 Project Descr 480-774-1700 _ 1 www.ctsaz-com .rt/•1 4 `s,: ! a �.. -..,__•...:....:...:.:.:......••....-.-....._-............._.,....,....,....;.. file C•�CDftfr3lPRflTDI;;1S150ABCri1CALCUI f ; '.�=�=: _.Ean �leve.red.._Retaill>tin _1NaiL_.....,,..-....:........:.:..... •_- - - . ............. ........-....-..... .. ......,.........:....._.-._....----•--------..------ „_ .,,:, � ENEACAEC�IN�.19832o7 �Ti15�-�.$r:�e!iFi13:3��;��, R•ai". , Description: 4'-4"Retaining-8'CMU-No Wall Above t Footing Dimensions&Strengths Footing Design Results. Toe Width = 0.50 ft Toe Heel Heel Width , = 1..8.4_ '-Factored Pressure = 1,722 0 psf r l Total Footing Width = 2.34 Mu':Upward = 335 78 flab Footing Thickness = 10.00 in Mu':Downward 48 648 flab Mu: Design. ." - 287 570 ft-Ib Key Width = 8.00 in Actual 1-Way Shear = 7.9Z, 8.48 psi Key Depth = 8.00 in Allow 1-Way Shear _ 75.00 75,00 psi Key Distance from Toe = 0.50 ft Toe Reinforcing None Spec'd - fc = 2,500psi Fy = 60,000psi Heel Reinforcing = NoneSpec'd_ Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd . Min.As°k = 0.0018 -:-Other Acceptable Sizes&Spacings Cover @ Top 3.00. •@.Btm.= 3.00 in Toe: Not req'd,Mu<S'Fr F Heel:,Not req'd,Mu<S'Fr Key: Not req'd,Mu<S'Fr Summary of Overturning&Resisting Forces&Moments ...-OVERTURNING..... RESISTING..... Force. Distance ' Moment Force Distance Moment Rem Ibs It flab Ibs -ft ft-lb _ a Heel Active Pressure = 633.2 1.72 917.7 Soil Over Heel - 558.9- 1.75 • 979.9 Surcharge over Heel = Sloped Soil Over Heel = t Toe Active Pressure = 0.4k Surcharge Over Heel Surcharge Over Toe = - Adjacent Footing Load Adjacent Footing Load = Axial Dead Load on Stem = a k Added Lateral Load = 'Axial Live Load on Stem = ` Load @ Stem Above Soil - Soil Over Toe = b.25 Surcharge Over Toe = w Stem Weight(s) _ 363.7 0.83 303.1 Earth @ Stem Transitions - " Total 533.2 O.T.M., _. 917.7 Footing Weight = 292.5 '1,17 342.2 Resisting/Overturning Ratio = 1.83 Key Weight 66.7 ' 0.83 55.6 ' Vertical Loads used for Soil Pressure. 1,281.7 Ibs Vert.Component = Total= 1,2811 Ibs R.M. 1,680.7 'Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. r�, • Caruso Turley Scott,Inc. "•Project Title: Proto 11 1215 W:Rio Salado Pkwy#200 Engineer: TH/JAD Project ID: Tempe,AZ 85301 Project Desscr: 4 480-774-1700 Y. t .. vrww.ctsazcom i=m GCpFt6-1tPRdT1N 1115Q/SSC�ISCALCUL-saa ; . G t eyer:.ed Retamm ;=Walt-, ----- -- - - ----- - -- ------ - - --_:ENERCA. NG=1983-20 5.build.C-15:9i9'Ver.6:15E3:9at:: Lill• •....- 0 • 1T; V Description: ,6 4'.Retaining-8'CMU,-No Wall Above a , Criteria j SOII Data ,; ` _• Calculations per ACI 318-11,ACI 530.11,19C2012, r Retained Height = 5.33 ft 'Allow Soil Bearing 1,500.0 psi CBC 2013,ASCE 7-10 Wall height above soil _. 0.00 it Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 •' •�' :Heel Active Pressure = 40.0 psf/ft Height of Soil over Toe 6.00 in `Toe Active Pressure _ 0.0 psf/ft - Water height over heel - 0.0 it Passive Pressure _ .-250;0 psfift Vertical component of active' Sal Density,Heel = `110.60 pcf " Lateral soil pressure options: Soil'Denslty Toe' _ 0.00 pcf • r ' NOT USED for Soil Pressure. Friction Coeff btwn FIg&Soil = 0.250 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore . =- for passive pressure 0.00 in _ j Design Summary' Stem Constnlction Top stem Stem OK Wall Stability Ratios ' Design Height Above Fig ft= 0.00 Overturning = 1.80 OK. . Wall Material Above"Ht' Masonry Sliding = 1.56 OK Thickness in.= 8.00` - - Rebar Size' - # 5 r Total Bearing Load 1,607 Ibs Rebar Spacing ;in= 48.00 , • ...resultant ecc. = 7.74 in Rebar Placed at = Edge. +r Design Data Sal Pressure @ Toe ' =7 1,382 psf OK fb1FB+falFa - K 0.9085. Soil Pressure @ Heel 0 psi OK Total.Force @ Section 'Ibs 909.1 • Allowable - 1,500 psf Moment...Actual ft 1=; 1,615.1'- Soil Pressure Less Than Allowable ACI Factored @Toe = 1,659 psf • Moment.....Allowable ft-a= 1,777.9 ACI Factored @ Heel 0 psf Shear.....Actual psi 14.4 i s Footing Shear @ Toe 13.6 psi OK Shear.-.Allowable psi 69.7 I; Footing Shea_r @ Heel' = 10.9 psi OK Wall Weight psf 64.0 Allowable = 75.0 psi RebarDepth 'd' in 5.25 ". Sliding Calcs (Vertical Component NOT Used) 1ap`splice f above m � 45.00 - Lateral Sliding Force 759.7 Ibs Lap splice If below in 45.00 less.100%Passive Force 781.3 Ibs' Hook embed into footing m= 45.00- less 100%Friction Force = - 400.8 lbs Masonry Data Added Force Req'd = 0.0 Ibs OK F PSi= 60,000 - r for 1.5:1 Stability = ao Ibs OK Y. _ . Solid Grouting` Yes ` Load Factors Dead Load 1.200 Modular Ratio n' = 21.48 1 �' Live Load 1.600 - Short Term Factor : ' 1.000 1 t, Earth,H 1.600 Equiv.Solid Thick. in 7.60 Wind,W 1.000 Masonry Block Type - 3 " Masonry Design Method = LRFD Seismic,E 1.000 , - e 1 { - Caruso Tudey.Smtt,Inc. Y Project Title., Proto II f 1215 W.No Salado Pkwy#200 Engineer: THIJAD T '+ Project ID:. { Tempe,AZ 85301 .r Project Descr. 4 480-7741700 - 'j f.' ww.ctsaz.com va �# st j•, �. ' i 1 -- --. •.,,.•.•..::•.:,:•:..,_"" ,.........,, S%;'='_+: "_:•............ :• ....,: .• , .. �..G 15::.tIP_ROI01._�.1SDABG:a1 u r. ::Retest tn -WaIL.._.,::.....•:..:.,....::...:...:.:...:...............::.•..._:.....:.:-_:.._._._.::_,•_::::::,--:.,-- _> :: . :..-• - - - .... .:_.,,......__,_.�_•:__�• !:_::- ..........:.•..........,....., .EtdE1.20A4C.INGa19,8�3n 5-6uihli6i1�3i9' 75€3:9_ Description: 5'-4'Retaining-8'CMU-No Wall Above Footing Dimensions&Strengths T) Footing Design Results k Toe Width - 1.00,ft Toe Heel Heel Width _ 1.84 Factored Pressure = 1,659 0 psf Total Footing Width = 2.84 Mu':Upward = 940 67,ft-lb Footing Thickness = 10.00 in Mu':Downward = 147 766 ft-lb .f Mu: Design = 793 699 ft4b " Key Width = 8.00 in "Actual 1-Way Shear 13.64 10.86 psi ,= Key Depth = 14.00 in "Allow 1-Way Shear _ 75.00 75.00 psi + j Key Distance from Toe = 1.00 ft Toe Reinforcing = None Spec'd ' fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd p Footing Concrete Density = 150.00 pcf Key Reinforcing = #A @ 18.00 in Min.As% _ . 0.0018 Other Acceptable Sizes&Spacings• Cover @ Top 3.00 •@ Btm.= 3.00 in Toe: Not req'd,Mu<S'Fr , Heel: Not req'd,Mu<S'Fr . A Key: #4@ 22.25 in,#5@34.50 in,#6@ 48.25In,47@48.25 in, • r Summary of Overtuming&Resisting Forces&Moments .....RESISTING..... .. OVERTURNING.. Force Distance Moment Force Distance Moment Item _ Ibs ft ft-Ib Ibs ft ft4b Heel Active Pressure = 759.7 2.05 -1,560.8 Soil Over Heel- 687.9 52.25 1,550.1 Surcharge over Heel = Sloped Soil Over Heel Toe Active Pressure = 0.414 Surcharge Over Heel = Surcharge Over Too = Adjacent Footing Load = + r Adjacent Footing Load ' _ Axial Dead Load on Stem Added Lateral Load _ p 'Axial Live Load on Stem• Load @ Stem Above Sal = Soil Over Toe - 0.50 Surcharge Over Toe = t Stem Weights) = 447.7 1.33' 597.0 - Earth @ Stem Transitions = Total 759.7 O.T.M. = 1,560.8 Footing Weight = 355.0 1.42 504.1 Resisting/Overturning Ratio = 1.80 Key Weight = 116.7 '1.33 155.6 Vertical Loads used for Soil Pressure 1,607.3 ibs` Vert Component = Total= 1,607.3 Ibs R.M._ .2,806.7 Axial live load NOT included in total displayed,o,used for overturning . resistance,but is included for sal press re calcu ation. 8' t7-117 TO VA' HIGH RETAINING NO FENCE ON'TOP 2 TO 1.6LOPE ON HIGH SIDE FINISHED GRADE 2:1 MAX SLOPE NO'ADDITIONAL SURCHARGE I ; ALLOWED - SEE SHEET B FOR MORE INFO. CAP AND BLOCK (OPTIONAL) 1 �4 CONTINUOUS IN 8" DEEP- SOLID:GROUTED BOND BEAM. HORIZONTAL JOINT REINF: AT 16" D.C. iv 12g 8" SOLID GROUTED RETAINING WALL VERTICAL REINFORCING 'X' t 3/4" OPEN GRADED C s BARS: LAP PER SHEET B i N GRAVEL BACKFILL a GEOFABRIC WRAP• 2 0 WEEP HOLES AT x SDR 35 4" DIA, 6'-O" O.C. AS ALTERNATE !; PERFORATED PIPE PIPE TO'PERFORATED PIPE NTH 1% MIN. GRADIENT TO APPROVED OUTLET, #4 AT EACH HOOK AT 12" 3" O.C. MAX. MIN. 2 BARS IN c11 ,.6LR FOOTING v 4 AT 12" O:C.'MAX (V o 0 KEY REINFORCING PER ± SCHEDULE 6" STD. HOOK AT #4 BAR, •NOTES:- I 8" STD HOOK AT #5 BAR DRAINAGE SHOWN ARE 2 _TYP MINIMUM REQUIREMENTS. SEE [± TRANSVERSE REINFORCING. 3" SOILS REPORT IF AVAILABLE �< PER SCHEDULE FOR FURTHER`INFO. cy 6" STD. HOOK EMBED 6" 12" INTO FOOTING Ar COMPANY f TRACT# QROFESS/pN TOWN, CA JOB NUMBER PS K rNsp ��2� 14-115-8964 TRACKING # DRAWN !; S4Q55 m no scale 14-115-8964 1 D8 Lu is °C CRLTSO 94s PROTO111MWA1iSYSnUS DATE ENGR �. s i ou. WWW.PROT02.COM 11.05.2014 JAD T URLEY sec^ '41Bo0 CASCADES COURT TEMECULA,CA 92%1 UJ STRUC7�(iP �Q +1wivw.ctsaz.r_om SCOTT � Arica: cAAltr.orro PACKAGE SHEET 9j \FO(�� INC. e«< PH/(951)fi94=3793-garyotto®protai.com g MAY a4Y BE WSfN1E6 6Y APPROVED AMD CMOM NSr FOF CAt € u{NN�NN t �� S4.5 6'.AHD 6 7M Past-01510MED MASONRY MALLS - Caruso Turley Scott,Inc. Project Title Proto II ' 1215 W.Rio Salado Pkwy#200 Engineer. THIJAD Project ID: Tempe,AZ 85301 Project Descr: � A 480-774-1700 www.ctsaz.com -... :rk - -- _.sa_s!_:_-.. ::• !a... -- - - - EIe=.G:1:a�F1611PR0T01_-14t56ABC;IICAIC{JC11S�5ecS :. I>a :Cast#11eve..red:Retalntrt. Wail _. - _.._, . - - €RG±LC,,,..C,. Description: 7-0'Retaining-8'CMU wl 2:1 Slope-No Wall Above r Criteria Soil Data Calculations per ACI 318-11,ACI 530-11,IBC 2012, Retained Height _ = 2.00 ft Allow Soil Bearing = 1,500.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.00 ft - Equivalent Fluid•Pressure Method Slope Behind Wall. = 2.00:1 Heel Active Pressure = 61.0 psffft Height of Soil over Toe = -6.00 in Toe Active Pressure = 0.0 psflft Water height over heel = 0.0 It Passive Pressure = 250.0 psflit Vertical component of active Soil.Density,Heel = 110.00 pcf, Lateral soil pressure options: Soil Density,Toe = . 0.00 pcf USED for Soil Pressure. USED for Sliding Resistance. Friction Coeff btwn Ftg&Soil = 0.400. USED for Overturning Resistance. Soil height to ignore - for passive pressure = 0.00 in - ,3 F-Design Summary Stem Construction Top Stem - Stem OK Wall Stability Ratios Design Height Above Ftg ft " 0.00 Overturning = 2.55.OK Wall Material Above'Hr = Masonry Sliding = 2.31 OK Thickness- in= 8.00 y �' Rebar Size -' ;'# 4 Total Bearing Load = 632 Ibs Rebar Spacing in=` 48.00` ...resultant ecc. = 1.94 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 599 psf OK' :fblFB+fafFa '0.112 . Soil Pressure @ Heel _ 159 psf OK Total Force @Section Ibs= 195.2 Allowable 1,500 Psf Moment Actual ftI= 130 y omen.... cua - .1 . Soil Pressure Less Than an Allowable - ACI Factored @Toe = 563 psf Moment....Allowable ftA= 1,159.2 ' ACI Factored @ Heel = 149 psf Shear....Actual psi= 3.1 :r r _ Footing Shear @ Toe c = 2.1 psi OK Shear....Allowable ' ' Psi= 69.7 Footing Shear @ Heel _ 3.8 psi OK Wall-Weight psf- 84.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.25 �. ` Sliding talcs (Vertical Component Used) Lap splice if above in'-- 36.00 -Lateral Sliding Force = 274.5 Ibs ` Lap splice if below- in.= 36.00 less 100°k Passive Force = 382.8 Ibs Hook embed into footing in- 36.00 less 100%Friction Force = - 259.6 Ibs Masonry Data � Pm psi='- -1,500 ;r Added Force Req'd = _ 0.0 Ibs OK Fy - psi= 60,000 { •, ....for 1.5:1 Stability = 0.0 Ibs OK Solid grouting ` `- ' - = Yes •. Load Factors Dead Load 1.200 r Modular Ratio'n' 21.48 Live Load .1.600 Short Term Factor .' = 1.000 <'s' Earth,H 1.600 ' t Equiv.Solid Thick. in= 7.60 Wind,W 1.000 • . Masonry Block Type = 3 Seismic,E 1•p00 Masonry Design Method = LRFD ' . n ...... :: ...' ........ .......... ... .. Caruso Turley Scott'Inc: Project idle- Proto II 1215 W.Rio Salado Pkwy#200, { Engineer': TH/JAD Project ID: ' Tempe,AZ 85301 + Project Desa:- 480-774-1700 www.ctsaz,com : a _,.............:..........L.__.....:::!_:_ ale Gl Ct?k1fr11PR4TOIr1#15PA>3t�CACCUC3IS¢Sacfi :, -:,,_:_ __ :::_:-: !Nm - - - -- fi Gant>I�eu+er:.ed_..Re:4a�ni Wa1L_.!,-,._......__.....:........_... , E .LC 3NGr`1 �3r1'�'=8'ul 1 -NFRCf1 9(i:!- i5 .,.-,g 6 5 3 8 U@r:615�'9 - Description: 2'-0'Retaining-8"CMU-wl 2:1 Slope-No Wall Above i y Footing Dimensions&Strengths` -_ Footing Design Results Toe width - 0.67 It 'k Toe j + Heel Heel Width = 109_.' Factored Pressure• " 563 149 psf Total Footing Width = 167 Mu' Upward 172 24 ft-lb t footing Thickness _ 10.00 in, Mu".Downward r 75 ,126 ft-lb i Mu Design 96 102 ft-lb • Key Width - 8.00 in _ Actual 1 Way Shear . 2.07- `3.82,psi Key Depth _ 5.00 in ' Ke Distance from Toe = 0.00 ft _ Allow 1-Way Shear. _ 75 00 75.00psi y Toe Reinforcing None Spec d fc = 2,500 psi : Fy_ 60,000 psi Heel Reinforcing. . None Spec'd" j Footing.Concrete Density - 150.00 pcf •Key Reinforcing =.None Spec'd Min.As°k = 0.0009 ' Other Acceptable Sizes is Spacings Cover @ Top 3.00 t @ Btm.= 3.00 in Toe:'Not req'd Mu<S'Fr, Heel: Not req'd,Mu<S*Fr '. Key: "Not req'd,Mu<S'Fr F. j Summary of Overtuming&Resisting Forces 81 Moments _ f ..:..OVERTURNING.,_ Force Distance -.•.Moment j ForceRESIpistance..• Moment 'item _ Ibs r fl flab Ibs ft ft4b Heel Active Pressure - 274.5 ..1, 1.00 274.5 Soil Over Heel. = 73.3 1.50• 110.0 Surcha a . _ ,• Sloped,rg over Heel _ .- - Soil Over Heel 3.1 1.56 4.8 ! , Toe Active Pressure - 0.44 Surcharge,Over Heel - Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Abal Dead Load on Stem = Added Lateral Load 'Axial Live.Load on Stem Load@.Stem Above Soil = ,. Soil Over Toe 1 - 0.33 l Surcharge Over Toe = Stem Weight(s)', - 168.0'i.'. 1.00 168.1 - Earth @ Stem Transitions Total. 274.5 O.T.M.- _' 274.5 Footing Weight 208.4•' 0.83• 173.7- ResistinglOverturning Ratio 255 'Key Weight• ° •• .41.7 :0.33 - ; •13.9 Vertical Loads used for Soil Pressure 631.6 Ibis Vert.Com Vertical component of active ressure'used for ponent 131.6 1.= 228.1 . P P soil pressure -. � Total= 631.6 Ibs R.NI._ '- 699.1 Anal live Toad NOT included in total displayed,or used for overturning r resistance,but is included for soil pressure calculation. 4 J ......::...:....... Caruso Turley Scoff,Inc. Project Title: Proto II 1215 W.No Salado Pkwy#200" Engineer: THlJAD r,e Project ID: Descr: Tempe,AZ 85301 Project .^ 480-774-1700 www.ctsaz.com r> ... ...... _�;-.-; i_ .�G 4_CDF;1b=1;IPROT-01;731SQAeG: Carafe.l_e..velred...R.e.;tawnin alUa:............ .............._.._:..._..._:._......_.. _.. ... t 9-........ ........._...._...... I:...- . ....:- - ENERCA!C INC..,1. 20i _Bu_M:6.15,39sV.u_.G.._5_39. Description: 2'•8"Retaining-8"CMU wl 2:1 Slope-No Wall Above SOiI' __J. 11,AC1530-11,IBC 2012, JJ,, Criteria Data Calculations per ACI 31& CBC 2013,ASCE 7.10 Retained Height = 2.67 ft Allow Soil Bearing _ 1,500.0 psf s r Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall no:1 Heel Active Pressure,, _ 61.0 psflft Height of Soil over Toe = 6.00 in Toe Active Pressure = 0.0 psf/ft Water height over heel = 0.0 ft Passive pressure =e 250.0 psf/ft Vertical component of active Soil-Density,Heel 110.00 pcf Lateral soil pressure options:NOT USED for Soil Pressure. Soil Density,Toe = 0:00 pcf f. NOT USED for Sliding Resistance. Friction Coeff btwn Ftg&Soil 0.250 NOT USED for Overturning Resistance. Soil height to ignore + - for passive pressure 0.00 in . Design Summary _� Stem Construction _Top Stem__ ` ---- Bar laplEmb Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = . 1.52„OK Wall Material Above"Ht" _ •.Masonry Sliding = 1.83 OK Thickness in= 8.00 y Rebar Size _ # 4 Total Bearing Load = 658 Ibs" Rebar Spacing in= 48.00 .. , resultant ecc. = 7.26 in Rebar Placed at _ Edge ' Design Data ----- I: -Soil Pressure @ Toe = -1,110 psf OK' fb1FB+falFa = ones Soil Pressure @ Heel = -0 psf OK `, Total Force @ Section Ibs= 347.1 Allowable = 1,500 psf `Moment...Actual fN= 306.6 Soil Pressure Less Than Allowable ` ACI Factored @ Toe = 1,332 psf Moment....Allowable ft-I= 1,159.2 + Shear.....Actual psi= , 5.5 ACI Factored @Heel _ 0 psf Footing Shear @ Toe = 6.8 psi OK Shear.....Allowable psi= 69.7 , footing Shear @ Heel = 2.2 psi OK Wall Weight psf= 84.0 . Allowable • = 75.0 psi Rebar Depth 'd' in= 5.25 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 36.00 Lateral Sliding Force = 410.1 Ibs tap splice if below in= Moo less 100%Passive Force = - 586.8 Ibs Hook embed into footing in= 36.00 ` less100%Friction Force = - 166.6lbs Masonry Data ----- ----- fm psi= 1,500 Added Force Req'd = 0.0 Ibs OK Fy psi= 60,000 ....for 1.5:1 Stability 0.0 Ibs OK Solid Grouting = Yes Load Factors - Dead Load 1.200 Modular Ratio'n' 21.48 r . Live Load 1.600 Short Term Factor = . 1.000 Earth,H 1 600 Equiv.Solid Thick. in= 7.60 Wind,H 1.600 Masonry Block Type = 3 .f: - Wind,Seismic,E 1.000 Masonry Design Method = LRFD a • • 'Y: .. .. .. ".I I I;. Caruso Turley Scott,Inc. Project Title. • Proto II 1215 W.Rio.Salado Pkwy#200 Engineer; THIJAD Project ID: Tempe,AZ 85301`. Project Descr. _ t 480 7741700 " 6.s; t > ' www.ctsaz:com h _........................_.._.._............:�....:_.._.:::..-.:...::._- - : . . .. .. . .... :.. .... - INC19t33i20.. Buid.6.53:.9, B 3.. . i; Descnption: 2'-8'Retaining-8"CMU w12a Slope-No WaILAbove - Footing Dimensions&Sthengths" '' ' # Footing Design Results.•— ^ �' Toe Wdth' :_ 1 00 ft. 4 Toe Heel Heel Width = _ . 1 00 •.Factored Pressure`' = 1,332` 0 psi Total Footing'Wdtti = 2 00 `, Mu"Upward 609 ,i 0 ft Ib; ; - Footing Thickness _ 10.00 in' WY:Downward - 147 f"" 64 ft Ib ' Mu Design 462 64 ft4b Key Width ,�" = 8.00 in """Actuzl 1-way Shear ,: . 6.83 r'.. 2.19,psi s ` *e " Key Depth = M 10 00 in� Allow;1-Way Shear. _ 75 00'" ' 75.00 psi Key Difrom Toe 0 ft.,- Toe Reinforcing = None Speed' Pc = 2500 psi Fy = 60,000 psi Heel Reinforcing s= None Spec'd + Footing Concrete,Density •'_ '150.00W ti, ,Key Reinforcing , :._' None Spec'd MiNs,% - 0.0009 Other Acceptable Sizes&.Spacings Cover @Tap 3.00 @ Btm: 3 OD in 1 Toe: Not re#,Mu<S'Fr Heel: Not reg'd,Mu<S'Fr u * • K '• ey:, Not req'd;M <S Fr Summary of Overturning&Resisting Forces&Moments :. .OVERTURNING.:... ,;` .....RESISTING... a Force Distance Moment. Force Distance Moment ' Item - Ibs ft ft 1b +• -'r _Ibs ft -- ft 1ti Heel Active Pressure - 4101 `' 1 22 501.3 Soil Over Heel' _ ✓v 97.8 1.83 ~{` 179.3 - �» �Suicharge-over Heel Sloped Soil Over Heel- _ 3.1 1.89 5.8 Toe Actve Pressure 0.44 , - `. ^Surcharge Over Heel = 'Surcharge Over Toe '° Adjacent Footing Load Adjacent Footing Load _ ` " ; Axial:Dead Load on Stem 'Added Lateral Load s r; .»Axlal'Live Load on Stem ' Load @ Stem Above Soil =• Soil Over Toe _' 0.50 Y Surcharge Over Toe Stem Weight(s) _ 224,0 1.33 298.7 Earth@ Stem Transitions Total = . ' •410.1. O.T.M 501.3 Footing Weight _ } :•+. :' 250.0 1.00•<; 250.0 ResistinglOvertuming Ratio =` h 1.52 Key Weight __ , - ` 83.3 •0.33 27.8- Vertical Loads used for Soil Pressure ' 658.2 Ibs Vert Component Vertical component of active pressure NOT used for soil pressure Total r 658.2'Ibs -R M._ 761.5 ^ . "Axial live.load NOT included in total displayed,or used for overturning j • +r r resistance,but.is included for soil pressure calculation Caruso Turley Scott,Inc.215 W.Rio Salado Pkwy#200 Project Title: Prato It r En ineev, THIJAD ; . Project ID: • 1 Tempe,AZ 85301 Project Descr: 4 � ' 480-774-1700 '� www.ctsaz.com .....-.;,..-..r.,.,.:--.--.,:.�r^-'.>--......................_:..___.:.. --_ - - - _.: .........:..:.::.:.:. .... .:e;a;::_;;.... -- 4FI'e: GDF 6 :ipROT h: 15DABC�1: ..GUL _. ._ ::r. :..........._... :: =:_:::: r::.: ::;::. c:.:::::::::.:r_,-:..::.;_::_ ,;: :::-...-- .:. ::1:-a: 4_.LI__..:.._:-:.1CL±4,,.: 1154 GanttJe .e.r:.e.d.Re#ai t : Ih. ::._::::..:::::::'.::..:.::'_::::: .-.:P:.:::,..,... , ... :.. ........_,... ._..__: :....:...... ............:.....Q h9 wa,::..- _.- _ :.:. :...:;.::..: _::....__:.,,::::...::.._:.:_.,.:::::::.:.:;:,_::.:•:::.::.ENER dN-1983209E Budd 8:15:3:9 V r:6;15:3.9 Description: YA"Retaining-'B'CMU w/2:1 Slope-No Wall Above y Criteria 15011 Data "Calculations per ACI 316.11, ACI530-11,IBC 2012, Height = 3.33 ft Allow Soil Bearin 9 1'500.0 P= , sf CBC 2013;ASCE 7.10 Retained Hei 9 r � , Wall height above soil = 0.00 ft Equivalent Fluid Pressure,Method Slope Behind Wall 2.00:1 Heel Active Pressure _ F 61.0 psflft Height of Soil over Toe " 6.00 in - Toe Active Pressure = 0.0 psflft Water height over heel 0.0 ft Passive Pressure =' 150.0 psf/ft - Vertical component of active Soil Density,Heel 110.00 jicf ' Lateral soil pressure options: Soil'Density,Toe = 0.00 pcf t USED for Soil:Pressure. Friction Coeff btwn Ftg Soil = 0.400 ` USED for Sliding Resistance. USED for Overturning Resistance:, Soil height to ignore - for passive pressure -`• 0 00 in De sign Summary j Stem Construction Top l Stem _. i _ Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.36 OK Wall Material Above"Ht" Masonry Sliding = 1.66 OK Thickness in_ 8.00 Rebar Size . . # 4 Total Bearing Load ° 1,129 Ibs Rebar Spacing in= 48.00 a ...resultant ecc. = 3:03 in Rebar Placed at = Edge 'f , Fr Design Data .......--------- Soil Pressure @ Toe = 725 psf OK fb/FB+fa1Fa - M20at Soil Pressure @ Heel = 178 psf OK Total Force @ Section Ibs= 542.1 Allowable " _ " 1,500 psf., Moment....Actual ft-I= -602.3 Soil Pressure Less Than Allowable ACI Factored @ Toe '= 649 psf• Moment...:.Allowable fta= 1,159,2 , ACI Factored @Heel = 160 psfi Shear.....Actual 'psi= 8.6 Footing Shear @ Toe = 5.1 psi OK Shear....Allowable psi= 69.7 Footing Shear @ Heel = 7.6 psi OK Wall,Weight psf= 84.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.25 i) Sliding Calcs (Vertical Component Used) Lap splice if above in= ` 36.00 Lateral Sliding Force' = 572.6 Ibs Lap splice if below in= 36.00 less 100%Passive Force = - 500.5 Ibs ' Hook embed into footing in=. 36.00 , less ON Friction Force = - -450.8 Ibs `Masonry Data --500 -- - -- I'm psi= 1 � Added Force Req'd = 0.0 Ibs 01 Fy < psi= . 60,000 ....for'1.5:1Stability = 0.0lbs`"OK Solid Grouting - = Yes Load Factors " Dead Load 1.200 Modular Ration' = 21.48 Live Load 1.600 Short Tenn Factor _ 1.000 Earth,H 1.600 Equiv.Solid Thick. in= 7.60' Wind,W 1.000 Masonry Block Type 3 Seismic,E 1.000 Masonry Design Method LRFD is M• Caruso Turley Scott,Inc. f,' Project Title: Proto.11' 1 1215 W.Rio Salado Pkwy#200 }'; Engineer: THIJAD �' Project ID: { Tempe,AZ 85301' Project Descr° 41 ,S��jQYf< ,a. 480-7741700 i. INA - * z wavw:ctsaz.com r File 6LCDf36 tIPR0f01 71150ABC t1CAICUI 11S45ec6 an1(alevered 01. inin Wail 9_-_.. ENERCALCiNC..198320151;uilti;¢1539 Vef61539 __ a _. . .- Description. " 3'-0"Retaining 8 CMU wl 21 Slope No Wall Above,` i y+ I f Foohng`Dimensions&Strengths 1 �° Fo.oting Design Results ! s Toe Width = Toe Heel: Heel Width = 1,00 ft Factored Pressure ' 649 1 60"psf F Total Footirig Width _' 2.50' -' Mu':Opward 751 ",''24.ftab _ a Footing-Thickness _ 1D.00 in- Mu':Downward 300",: ,`:`227 ft4b - Key Width`" _.< 8.00 in {. Actual 1SWay Shear t'` 5.09 _7.62 ign" 451 psb Key Depth, = 15.00 in - Allow 1=Way Shear - 75 00 w -` 75.00'psi Key Distance from Toe 0 00 ft`- Toe Reinforcing' = None Spec d' '�r fir. f tax t•1 Pc 2,500 psi Fy - L40;000 psi- Heel Reinforcing None Spec'd' K Footing Concrete Density = -� 150.00 pcf Key Reinforcing None Spec'd:, r ;Min.As%. �. , Cover @Top 3.00 '@ Btm: 3.00 in, �f?.Other Acceptable Sizes&Spacings .. Toer"Not req d,Mu<�S'.Fr s y r r ' -* Heel: Not req'd,Mu<S'Fr a�°, ,: •,'x Key;< Not req'd;Mu<S':Fr Summary of Overturning&Resisting Forces&Moments �� .....OVERTURNING , .:.RESISTING '.. , `= Force Distance Moment.,•' '. " ` _ . Force•. Distance Moment ` Item =1bs �: -ft. ".'.': ft Iti.x._ Ibs: • ,.. ft• Nib Heel Active Pressure •;572 6 - 1.44 ' 827.1 :Soil Over Heel - yx 122.2 4' 2.33 - 285.2 ; - Surcharge over Heel • Sloped Soil Over Heel =f 3.1 - 2,39 - 7.3 Toe Active Pressure = ° 0.44 Surcharge Over-Heel = F ra ; Surcharge Over Toe' _ + '°, rl Adjacent Footing Load 'w:_ Adjacent Footing Load ' x,> y, - AxlahDead Load on Stem �• Added Lateral Load Axial Live Load_ on Stem s Load @Stem Soil Over Toe = 0.75 4 1 - Surcharge Over Toe.. f k Stem Might(s)'=r, _ 280.0 , 1.83 513.3 -`- -- -- ' Earth @ Stem Transitions = j Total- = 572 6 O.T.M 821.1 Footing Weight. _ '7312.5 f 1.25 x, 390.6 „3 ' ResistinglOverturning Ratio ,. fl" c 236 +.1r , Ke, Weight = 125.0 0.33 41.7 Vertical Loads used for Soil Pressure 1 12$.9. Ibs r" ` Vert.Component _ 286.1 2.50 . •715.3. , Vertical component of active pressure used for soil pressure n Total 1,128.9 Ibs R.M.= 1,953.4 u t ' ' ' "Axial live load'NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation:. •? .".. - '. fir, . S , •y. ,. i �. _. ° t .. ..t� - - f` `S ''d.fir �� •.1 .r .. , - ' S' I :.. 1' i Caruso Turley Scott,Inc. Project Title. Proto II 1215 W.Rio Salado Pkwy#200 Engineer: TH/JAD Project ID: Tempe,AZ 85301 Project Descr: pp 480-774-1700 www.ctsaz.com r -:. ::._:_....... ..:_..._:.;..:::.:.......:....... 11PROT01=1V.5QABE-116RLCUL�.t1S4 ::::..:::: :::::--,_,:._..,_,,.. ......-...:::..,..:: :,;,::_.-:,:...:_.,-;...:.:::.:: :::: Lam_.::..:::_:. :::.::_:::::............... ._:_.:_::_:.:.:<:: n....._.:...V,er ,C+::Reta-ll.l;l7g:;:.::: : ..., ENERCALG 1 G.:19B32015 bild.6.:15.3.9_Ver:6.953.9::: Description: 4'-0'Retaining-8"CMU wl 2:1 Slope-No Wall Above r Criteria Soi ,: ACI 530.11,IBC 2012, C BC 2013 � �. Calculations perACl318.11,' ,ASCE 7-10 Retained Height = 4.00 ft Allow Soil Bearing 1,500.0 psf - �p . Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 2.00:1. Heel Active Pressure = 61-.0 psf/ft Height of Soil over Toe = 6.00 in Toe Active Pressure = 0.0 psflft r .Water height over heel = 0.0 ft Passive Pressure = 250,0 psi/ft t Vertical component of active Soil Density,Heel = 1,10.00 pcf *- Lateral soil pressure options: ' Soil Density,Toe = 0.00 pcf NOT USED.for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 I NOT USED for Sliding Resistance. , NOT USED for Overturning Resistance. Soil-height to ignore for passive pressure - 0 00 in -- Desi n Sum I Stem Construction r Top Stem "-9 _-.ma ry I stem OK Wall Stability Ratios Design.Height Above Ftg ft= 0.00 Overturning = 1.52 OK Wall Material Above'Ht' = Masonry Sliding = 2.04 OK Thickness in= 8.00- Rebar Size = # `4 Total Bearing Load = 1,079'lbs t Rebar Spacing in= 48.00 ...resultant ecc. = 11.17 in Rebar Placed at _ Edge ' Design Data - Soil Pressure @ Toe = = 11179 psf OK fb1FB+falFa _ 0.e98, Soil Pressure @ Heel = •0 psf OK Total Force @Section Ibs= 780.8 Allowable = 1,500 psf Moment...Actual ft-I= 1 04111 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,415 psf Moment.....Allowable ft-1= " 1,159.2 ACI Factored @ Heel = 0,psf Shear...:Actual psi= 12.4 Footing Shear @ Toe 10.3 psi OK Shear.....Allowable psi= 69.7t Footing Shear @ Heel = 2.9 psi OK. Wall Weight psf= 84.0 I; Allowable = 75.0 psi Rebar Depth 'd' in= . 5.25 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 36.00 , Lap splice if belowbelowin= 36.00 , Lateral Sliding Force 762.5 lbs Hook embed into footingin 36.00 ` less 100%Passive Force = - 1,125.0 Ibs ? less 100%Friction Force = - 430.8 Ibs Masonry Data Pm psi= 1,500 Added Force Req'd = 0.0 Ibs OK ._Fy psi= 60,000 for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting = Yes Load Factors Dead Load 1.200 Modular Ratio'n' 21.48 i Live Load 1.600 Short Term Factor = 1.000 Earth,H. 1.600 Equiv.Solid Thick. in= 7.60 a Wind,W -1.000 Masonry Block Type, .. 3 ` Seismic,'E 1.000, Masonry Design Method LRFD - .. Caruso Turley Scoff,Inc.M Project Title: Proto it 1215.W.Rio Salado Pkwy#200 Engineer: THIJAD Proiect ID: ,Tempe;AZ 85301 Project Descr. 480-774-1700 4 4 s' '� o< , w wvAv.ctsaz.com 7 -4 C r _ ....... __ _ �N _ F.1 11Pf20T01'.�115bABC�11'CR0006>t 1S4•Si8c6:'�: Canti�eve.red:Retamin. .:1Nall :,::; :•.::..:= _::::.:-...:.:; ::::;::':;.:.:; ::..;._:._:__>..:. EAERCAIG,iNC:798320S5:BinId:6:15.3:9;Ver6;15.3:9.., Description: 4'-0 Retaining-8<CMU w/21 Slope,No Wall Above �=e Footing Dimensions&Strengths F0 tmg_Design Results �.. Toe Width = 2.08 ftA ' Toe Heel_ Heel Width __- 1:00 Factored Pressure _ 11415'- 0 PSI, jTotal Footing Width = 3 08- Mu':Upward 0 ?. .- 0 ft-1b ,.Footing Thickness = 10 00 in <Mu :Downward 0:' 86.ft-lb_ r Mu.,Desigh , 1,666 - 86 ftati r ,: -t ,,Key Width 10.00 in. 'Achial 1-Way Shear _ 10.25 2:94 psi ti` Key Depth „r = 20.00 in t Allowl-Way Shear . = 75.00 75.00 psi Key Distance from Toe w' = 0.00 ItToe.Reinforcing = #4 @ 31.50 in " 1'6 2,500 psi Fy 60,000�psi Heel Reinforcing = None Speed Footing Concrete Density = 150.00'pcf+ Key Reinforcing #4,@ 31.75 in Min.As% = 0.0009,- Other Acceptable Sizes&Spacings Cover @'Top 3.00 ":@ Btm: 3.00 in Toe 44@ 31.50 in,#5@ 48 25 in,#6@ 4&25.in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 r ' •.Heel Not req'd,Mu<S'Fr F r Key:, #4@`31.75 In,#5@ 48 25'in;#6@ 48.25 in,#7@ 48.25 in, Summary of OVerturnirig&Resisting Forces 8�Moments '"' ` ' _r - - - - t r :... OVERTURNING .r. , ...RESISTING.....- + Force• . Distance- Moment ,y Force Distance Moment . Item Ibs It, -ft-lb` s Ibs ft ftab Heel Active Pressure4 = h:' 762.5 "'1 67 1,270.8 Soil Over Heel = 146.7 2.92 427 7,: Surcharge over Heel -, * ',. Sloped Soil Over Heel 3A 2.97. ' Toe Active Pressure = 0.44 - +' Surcharge Over Heel s le Surcharge,Over Toe _ t:' _ y Adjacent Footing Load Adjacent Footing Load _ Axial Dead Load on Stem _ i Added Lateral Load ' ,,, `Axial Live Load on Stem = �., Load @ Stem Above Soil . _ ° { F Soil Over Toe' = 1.04 _ _ �' Surcharge Oyet Toe Stem Weight(t) ` _336.0 2.42: 811.9 . `Earth:@ Stem Transitions _ Total , , = 762.5';O.T.M = 1,270.8 Footing Weight - '`385.4 1.54 594.1 Resistingl0verturning Ratio 152 _; Key Weight ' _ i •208:3 0.42 86.8 Vertical Loads used for Soil Pressure= 1,079.4'Ibs Vert.Component Vertical component of active pressure NOT used for soilpressureti Total- 1,079.4 Ibs•R.M.= 1,929.6 I *Axial live load NOT included in t1tal displayed,of used for overturning k , resistance,but is included for soi pressure-calculation. ; ,, t r • Ij V; - I I' Caruso Turley Scott,Inc. Project Title. Proto ll 1215 W.Rio Salado Pkwy#200 Engineer: THI.IAD <l Proiect ID: Tempe,AZ 85301 ProjectDescr, 480-774-1700 www.ctsaz.com _.::::. .:: :............. ... . . .... .... : ::e.. .::; .;:.:::::: :c:: :: i ,.. .,. .._. ... .:.:::'.....;._... ;_„ ..,.._..,.,:-::.,._:, :.:..:::.._:...::::.:::.::..:..::..:....:......:'...::......._,_:......:........:_:.:::.:....::_:�:.::::.:!le_GLCp.::t6;J.-..R�I9.__....;;_OAS. c-6..... :. ::.,. Cantilevexed.RetatLr�tn Wal:�: ;:__::::.: =::;=: . ..._.... ...........-.-. .-......_..-...-. .-.-.-.::...,.:......;:...;;:::-':-..:.--...............:; EN�RCAL1 1NC 19.832015:BuddC$1533:V 6rf5:3:9 Description: 4'-8'Retaining-8 CMU wl 2:1 Slope-No Wall Above �Criteria Soil Data � Cakulatlons per ACI 31811, ACI 530.11,IBC 2012„ Retained Height 4.67 ft Allow Soil Bearing = 1,500.0 psf I;BC 2013,ASCE 7•10 ' Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 2.00:1 Heel Active Pressure = 61.0 psfift. Height of Soil over Toe = 6.00 in Toe Active Pressure = 0.0 psflft Wat Vertical height of heel 0.0 0 0 ft Soil Density,Heel = 110.00 m { i - P pressure o fions: y _ 1� Lateral soil p p - Soil Density,Toe - .. �0,00 pcf USED for Soil Pressure. 'Friction Coeff btwn Ftg&Soil = 0.406 USED for Sliding Resistance. USED for Overturning Resistance. Soil height to ignore - for passive pressure '0.00 in - r Desi n SummaryStem Construction Top Stem ' ---• g_ StemOK Wall Stability Ratios Design Height Above Ftg, ft= 00 Overturning = 2.45 OK Wall Material Above'HV Masonry Sliding = 2.14 OK Thickness in 8.00 Rebar Size # 4 Total Bearing Load = 1,764 Ibs Rebar Spacing in= 32.00 ...resultant ecc. = 3.80 in Rebar Placed at = Edge y Design Data Soil Pressure @ Toe = 731 psf OK fbIFB+fa/Fa - - 0•960 - Soil Pressure @ Heel = 232 psf OK Total Force@ Section Ibs . 1,062.9 Allowable = 1,500 psf 4 .5 • ,. Soil Pressure Less Than Allowable Moment...Actual ft = 1,653 i, ACI Factored @ Toe = 633 psf Moment.....Allowable ft-1= 1,722.2 ACI Factored @ Heel = 201 psf Shear....:Actual psi= 16.9 . Footing Shear @Toe = 8.1 psi OK Shear.....Allowable psi- 69.7 Footing Shear @ Heel = 12.4 psi OK Wall,Weight psf= 84.0 +� Allowable = 75.0 psi Rebar Depth 'd' in= 5.25 Sliding Calcs (Vertical Component Used) ' .Lap splice if above in= 36.00 Lateral Sliding Force 979.5 Ibs ' Lap splice if below in 36.00 less 100%Passive Force = 1,388.9 Ibs Hook embed into footing in= 36.00 less 100%Friction Force = - 708.E Ibs r Mason Data ------- -- -- -- - ....•.. fm Masonry psi 1,500 M ,. Added Force Req'd = 0.0 Ibs OK • Fy psi '.'60,000 ....for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting Yes Load Factors Dead Load 1.200 Modular Ratio'n' = 21.48 Live Load 1.600 Short Term Factor , 1.000 Earth,H 1.600 Equiv.Solid Thick. in_= 7.60. Wind,W 1.000 Masonry Block Type = 3 Seismic,E 1:000 Masonry Design Method = LRFD .. , ~• Y 1. ' •r Caruso Turley Scott,'Inc:. "',: Protect Title. Prato ll > 1215 W.Rio Salado Pkwy#200 * m d =, Engineer TH/JAD +. ' 'Project ID:' .s Tempe,"AZ85301 ProjectDescr. 480-774-1700 .Www.ctsaz.com Cantilevered Retaintn Wall ale �t._-coF s-t+�Rorot�1...... �cr+�cuL yts¢$e6 g.,.., ENERCALC,.ING.19832013 BuilA 615.3.9.V�r£1539..,. ry a 4, h.t i .MEN'S,'. -r .. ii:; :+.—. _.z. {+1 ,.....:z . ONE Description 4'8°Retaining 8.CMUw12.1Slope No Wall Above'. i. ' Footing Dimensions'&Strengths ,' `'� Footing Design Results - ± \ R Toe Width = 2.67 ftn .;: Toe Heel' Heel Width = 1 00 Factored Pressure A633 201' r. .psf ,. Total Footing Width = 3.67 Mu Upward 2,096-- 28 ftab + Footing Thickness = 10 00 in Mu :Downward r 867c •r'368`ftab Mu,;Desi n - . 1228 .° 330ftlb Key Width. = 10.06-in ' ."'Actual 1-Way Shear _ 814`.' '. 12.42 psi { Key Depth 24.00 in _ KeyDistance from Toe = 0.00 ft. Allow 1-Way Shear. ; 75 00 t 75.00-psi,,.', F, " Toe Reinforcing = None Spedd r ` fc = 2,500 psi Fy 60,000 psi',- Heel Reinforcing . 'y" -, None Spec'd ' r Footing Concrete Density =, 150.00 pcf, Key Reinforcing =-#,4 @ 18,00 int Min.As% = 0.0009 +.Other Acceptable Sizes&Spacings Cover @ Top 3.00 @ litm.=�. 3.00 in.' Toe'•Not regd Mu<S*Fr e ,t' ` p`,.• Heel'.Not req d:Mu<"S*Fr s Key::,#4@ 31:75 in,#5@ 48.25 in,#6@ 48.25 in,#7@ 48.25 in, ' Summary of-Overturning&Resisting Forces&Moments ..— .._--_ ... • • _J •V... Y .....O Distance GF,:•• Moment .....RESISTING.. Force ... * nt Force Distance Moment x ".Item "- —._.. lbs- -= -ft ---flab--- Ibs ft. f_t_-_Ib _ Heel Active Pressure = 979.5 ,i.89 1850A3 .Soil Over Heel = " ; ,173 1 v x3.50 599.0 ' Surcharge over Heel. _ i Sloped Soil Over Heel _" 3.1 3.56 10.9 Toe Active Pressure ' `0.44 Surchar a OverHeel Surcharge Over To = .r r 3. Adjacent FooUng Load = r. ' Adjacent Footing Load ,;f. Axial D6ad Load_ on Stem^.' ' Added Lateral Load.. ¢• '' *Axial Live Load on`Stem ' , Load @Stem Above Soil _ _' ,! t Soil Over Toe = - 1.33 Surcharge Over Toe ' StemWeight(s). 392.0 3,00- 1;176:2 i. Earth @ Stem Transitions _ ' Total 979.5� O.T.M '" 1,850.3 t, FootingWaght = 458.4� 1,83, . 840.4 ' Resisting/Overturning Ratio 2 45 , • _ Key UVeight'", " �` '" 250:0 0:42 104.2, *, Vertical Loads used for Soil Pressure -*1,764.0 Ibs - $a Vert Component = ' 489.4 3.67 1,794.8 Vertical component of active pressure used for soil.pressure Total- . 1,764.0 Ibs R.M. 4,525.5 " * `Axial live load NOT in juded in total displayed,or used for overturning t, resistance,but is inclu ed for soil pressure calculation. ,. ., ' .ate s+. w' F f e .• .. ��>' ; - x: ' '. , �_ A .¢ r'.. I ' tea• ,. . 0 � i ;. .., t 4• Caruso Tudey Scott,Inc. Project Title Proto II , 1215 W.Rio Salado Pkwy#200 Engineer: THMAD I'Project ID: Tempe,AZ 85301 Project Descr. 480-774-1700 www.ctsaz.com CID, 4• t " +t f, 4 .I eALCIiL Cantiaever..ed::. :: :::. .::::' .:: ::;•:,::,._: :=:._,12:.:.... ............:.-: :•.::..:...:.: ....:::.:..:..::Reta�n - ........'_:.:.':._:.:::..::_-::_:_.:..._...::. :.,,:.:....:..:_.:..:..,-:.........ENERCJ+W.ANC-1983. 5.p dd.6:15.3.3:Ver6:15.3.9_.. • Description' 64°Retaining-8"CMU w/2:1 Slope-No Wall Above Y i I '= Criteria i SoiI Data I Calculations per ACI 318.11,ACI 530-11,IBC 2012, ri Retained Height = 5.33 ft Allow Soil Bearing _�•1,500.0 psf 'j CBC 2013,ASCE 7-10 Wall height above soil = 0.06 ft Equivalent Fluid Pressure Method ; Slope Behind Wall = 2.00:1 Heel Active'Pressure = ,. 61.0 psflft Height of Soil over Toe = 6.00 in Toe Active Pressure _ = 0.0 psflft Water height over heel = 0,0 ft Passive Pressure = 250.0 psftft Vertical component of active 'Soil.Ddn§ity,Heel 110.00 pcF Lateral soil pressure options: Soil,Density,.Toe = 0.00 pcf USED for Soil Pressure. Friction Coeff btwn Ftg&Soil _ ' 0.250 USED for Sliding Resistance: USED for Overturning Resistance. Soil,height to ignore for passive pressure 0.00 in j besi n Summa -� ern Construction Top stem • _ _�_.........._..._ro _. ... Stem OK - Wall Stability Ratios Design Height'Above Ftg ft= . 0.00 Overturning = 2.37 OK 'Wall Matedal;Above"HP = ' Masonry �. Sliding = 1.93 OK Thickness in= 8.00 _ Rebar Size _ # 5 ' Total Bearing Load = 2,092 Ibs Rebar Spacing in 24.00 i resultant ecc. _ 4.66 in Rebar Placed at = Edge ;f Design Data -- - Soil Pressure @ Toe _ 782 psf OK fb1FB+fa/Fa 0.715 t Soil Pressure @ Heel = 221 psf OK • Total Force @ Section '° Ibs= , 1,387.9 Allowable = 13500 psf Moment....Actual ft-I 2,467,3 ' Sal Pressure Less Than Allowable ' ACI Factored @ Toe = 664'psf Moment....:Allowable ft-1= 3,449.9 ,y ACI Factored @ Heel = 188 Of ,.. Shear....Actual psi= 22.0 Shear.:.:.Allowable psi 69.7 Footing Shear @ Toe = 10.0 psi OK t, Wall Weight psf 84.0 Footing Shear @.Heel = 15.4 psi OK = Allowable = 75.0 psi Rebar Depth 'd' in - 5.25 i Sliding Cates (Vertical Component Used) Lap splice if above in= 45.00 Lap splice if below in= 45.00 Lateral Sliding Force = 1,223.3 Ibs ' Hook embed into footing in, 45.00 less 100%Passive Force = 1,836.8 Ibs less 100%Friction Force = - ;529.9 lbs MPm nry`Data. r_ 1,500 Added Force Req'd = 0.0 Ibs OK` Fy `psi= . 60,000 ....for 1.5:1 Stability: = 0.0 Ibs OK Solid Grouting _ ; Yes vy Load Factors Dead Load 1,200 Modular Ratio'n' = 21.48 Live Load 1.600 Short Term Factor = i 1.000 Earth,H 1.600 ' Equiv.Solid Thick. in= 7.60 Wind,W 1.000 Masonry Block Type.. 3 Seismic,E 1.000 Masonry Design Method LRFD F Caruso•Tudey Scott,Inc. Protect Title. Proto II • 1215 W.No Salado Pkwy#200 ` Engineer: TH/JAD Project II): - Tempe,AZ 85301 Project Descr; 480-774-1700 www.ctsez.00m ` -.. .'-`;i :;..,':::. . ... . ..... F1e G_�GDF1fra1PR4TQ1=]\1b0ABC tiCALCUL=i1S45ec6 .� •� . Caritileveretl RetainmglNal:I:__.:; _......-,_.. ,.LCiNC 1°83201�Bwtd.6'15.3.9,U�r!61539.; Description: 5-4'Retaining-8"CMU wl 2:1 Slope-No Wall Above j Footing Dimensions&Strengths t� Footing Deslgn Results,'_ r Toe Width = 3.17 ft r' c. ,} Toe ,f•Heel` Heel Width = _._10� Factored Pressure - 664 "" 188 psf Total Footing Width _ 4.17 Mu:Upward 2 990 26 ft-lb ` Footing Thickness , r = 1000 in Mu :Downward f1202:-' *434 ft-lb Mu: Design 1,787 408 ftab , 1 Key Width 1 = 10.00 in Actual 1;Way Shear ' _ -+9 96 15.35 psi Key Depth -' _ 30.00 in •. :, AlloWl-Way Shear 75 00 75 OO.psir Key Distance from Toe _ 0.00 ft Toe Reinforcing" -'#:4 @ 29 25 in "� Pc = 2,500 ppssi •Fy`_". 60,000 psi �`. Heel Reinforcing - None Spec'd Footing Concrete Density 150,00 pcf. Key Reinforcing #4 @ 31.75 in Min.As°h = •` 0.0009 Other Acceptable Sizes&Spacings r Cover @Top 300: @ Btm.= 3.00 in Toe #4@ 29.25 in #56 45.50 in;#6@ 48.25 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4. "• t +• " Heel Not req'd,Mu<S*Fr " Key: #4@ 31.75 in;#5@ 48.25 in;#6@ 48.25 in,#7@ 0.25 in, Summary of Overturning&ResistingForces&'Moments' + + 4 --- .,,..OVERTURNING...' S. s ...RESISTING..... Y Force Distance Moment Force Distance Moment Rem Ibs ft ffab " Ibs -ft ft-lb Heel Active Pressure = `"1,223.3 211 2,582.3 Soil Over Heel - 195.5 4.00'. 782.8" Surcharge over Heel Sloped So'if Over Hee! 3.1 4.06 . ' 12.4 Toe Active Pressure 0.44 .; 'Surcharge Over Heel Surcharge Over Toe Adjacent Footing Load = ' Adjacent Footing Load p: Axial Dead Load on Stem Added lateral Load Axial Live Load on Stem ' Load @ Stem Above Soil Soil Over Toe = 1.59 Surcharge Over Toe = " r + Stem Weight(s) 448.0 3.50 ,,•1,569.4 ' `; -- _''• : Earth @ Stem Transitions = Total = 1,223.3 O.T.M. 2,Ek.3 Footing Weights , 521.3 2.09 ;1,086.8 ResistinglOvertuming Ratio = 2.37 Key Weight ,t''" _ '312.5 . 0.42 ' 1- 130.2- Vertical Loads used for Soil Pressure i,09il.6_Ibs ", Vert Component 611.2`• 417 2,548:9 `'• Vertical component of active pressure used for.soil pressure a• Total 2,091.6 Ibs P.M. 6,130.5 *Axial live load NOT:included in total displayed,or used for overturning l: i' resistance,but is.included for soil pressure calculation. r i • i' I - �. '' • e h ' -it • .. ` .. :.1 Caruso Turley Scott,Inc. Project Title: Proto II 1215 W.No Salado Pkvvy#200 -Engineer: TH/JAD Project ID: - Project Descr. k, Tempe,AZ 85301' Pro 1 }�� 480-774-1700 .. ` d '-N www.etsaz.com ......... . -- - . ..... .. ... ..: : ...:. ;. . ..: ....:..,:...._,..,..,,.:...:.::'.,;::.-::•;:.;-:::.;¢.::er::�.;:::-.:-:':::. _; fle �.LCPFtE;11PR0T01--1115�ABCaiCALCUL�11S4;5ec6.':`.: r..............:.....,,.<,.,..;.......:-::::.;.,...;..._:--�-:-..:_,,,:.,...,.:..................,.........._...._........_.:._.._.....................__.............._......_........._........_...._....EN�FtCA6Yi,.IPlG.196:i2U15:9u0d:6:15a3.ff:;Vet675;39:_�; Description: 6'-0"Retaining-8"CMU wl 2:1 Slope-No Wall Above. r, Criteria -- - - _• i Soil Data , Calculations per ACI 318.11,ACI 530-11,IBC 2012, Retained Height = 6.00 ft: -Allow Soil Bearing 1;500.0 psf R" CBC 2013,ASCE 7-10 Wall height above soil = 0.00 ft -,Equivalent fluid Pressure Method 1. Slope Behind Wall = 12.00:1 Heel Active Pressure = .61.0psf/ft Height of Soil over Toe = 6.00 in Toe Active Pressure _ 0.0 psf/ft !h; Water height over heel = 0.0 ft Passive Pressure = 250.0 psftft Ii _ Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe 0.00 pcf USED for Soil Pressure. Friction Coeff btwn Ftg&Soil 0.250 ' USED for Sliding Resistance. USED for Overturning Resistance. Soil height to ignore - - for passive pressure - 0.00 in Desi n Summa _ Stem Construction Top Stem --- - Stem OK Wall Stability Ratios' Design Height Above Ftg: _ ft= 0.00 t Overturning = 2.45 OK 4 Wall Material Above"Ht' Masonry Sliding = 1.92 OK Thickness in= 8.00 Rebar Size _ # 5 Total Bearing Load = 2,453 Ibs Rebar Spacing in= 16.00 , r.resultant ecc. = 4.80 in' Rebar Placed at =. Edge Design Data ---- , Soil Pressure @ Toe = 742 psf OK fblFB+fa/Fa - = oaot ' Soil Pressure @ Heel = 255 psf OK t, a '1 500 p Total Force @Section Ibs= 1,756.8 AllowaSoil Pressure Less Than Allowable Ps Moment....Actual ft-I= 3,513.E ACI Factored @ Toe = 620 psf Moment.....Allowable fta= 5,615.8 ACI Factored @ Heel = 213 psf Shear.....Actual psi= 27.9 Footing Shear @ Toe = 11.0 psi OK Shear.....Allowable psi= 69.7 Footing Shear @ Heel = 18.4 psi OK Wall Weight psf- 84.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.25 Sliding Cales (Vertical Component Used) Lap splice if above in= 45.00 r Lateral Sliding Force 1,494.5 ibs Lap splice if below in= 45.00 less 100%Passive Force = - 2,257.8 Ibs Hook embed into footing in= 45.00 less 100%Friction Force = - 610.0 Ibs Masonry Data - - - _.._'...-.__..-____.._..___......- fm psi= 1,500 Added Force Req'd = 0.0 lbs OK Fy psi 60,000 3 for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting = Yes Load Factors - Dead Load 1.200 Modular Ration' 21.48 Live Load 1.600 Short Term Factor _ 1.000 , Earth,H 1.600 Equiv.Solid Thick. in= 7.60 a ' Wind,W 1.000 ` Masonry Block Type = 3 Seismic,E 1.000 Masonry Design Method = LRFD is - , A. { .. .. .. f !:v 27 Caruso Turley Scott,Inc. Project Title: Proto II 1215 W.Rio Salado'Pkwy#200`. 1 Engineer: THIJAD Project ID: w ' Tempe AZ 85301 Project Descr i ' 480:774-1700 t• � �� t �,����� � i F www.ctsaz:wm ' t _ - Car�>kilevered:.Retatx�tn. _�.............. . :_ _:.:.:::.::.:::::.::.::.:Ftl�._GLCD.E1.6 1.FNR0LQl3F150ABC'atCALCIlC_1.1S4 5'.ec6€:.; .................:.._............._:......_:......:.g._::::::.::.:;::,:-:,':':: :>:::_.:.:!,s,.:::::r:::::::'.:::.:...::.:.:'.::__...........:::'::.:._...:.:.:.:.:.:......:._..:...:::'.::::t.:ENERGAEC7Nt:;59932015 Eiild;6:tS:3:9�et,615:J9 Description: 6'-0"Retaining-8'CMU w/2:1,Slope-No Wall Above -- - _...... ----- Footing Dimensions&Strengths _ Footing Design Results:` ,l Toe Width 3.92 ft • .Toe Heel > Heel Width _ -_-1.90_ Factored Pressure = 620 213 ppsf Total Footing Width:' _ 4.92 Mu',Upward = 4,229,::, 28 ftab• - Footing Thickness = 10.00 in Mu':Downward = 1,801 517 ft4b: l _ Mu: Design =. 2,427 488ft4b Key Width 10.00in Actual'1-WayShear = 11.04 18.42psi., Key Depth, = 35.00 in Allow 1-Way Shear = 75.00 75.00 psi ' Key Distance from Toe 0.00 ft The Reinforcing = #.5 @ 26.50 in Pc = 2,500 psi IFy 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density '= 150.00 pcd Key Reinforcing = #4 @ 16.00 in Min.As% - 0.0018 Other Acceptable Sizes&Spacings Cover @Top 3.00 @ Btm.= ..3.00 in Toe: #4@ 17.25'in,#5@ 26.50 in,#6@ 37.75 in,#7@ 48.25 in;#8@48.25 in,#9@ 4 Heel: Not req'd,Mu<S'Fr Key: #4@ 16.00 in,#5@ 24.75 in,'#6@ 35.Od in,#7@ 47.75 in, I: :Summary of Overturning&Resisting Forces&Moments OVERTURNING. .. ' .....RESISTING..... Force Distance r Moment Force " Distance Moment Item Ibs ft ft- ft-_Ib' - ----- -=lb• Ibs ft • Heel Active Pressure _ 1,494 5 _ 2.33 3,487.2 Soil Over Heel _ 2200 4.75 1,045.1 " Surcharge over Heel •Sloped Soil'Over Heel `3.1" 4.81 14.7 Toe Active Pressure _ 0.44 Surcharge Over.Heel Surcharge,Over Toe K = Adjacent Footing Load' j = Adjacent Footing Load Axial Dead Load on Stem = Added Lateral Load r: 'Axial Live Load on Stem - Load @ Stem Above Soil Soil-Over Toe = 1.96. t > Surcharge Over Toe Stem Weight(s) .504.0 4.25 *`.,2,142.2 ' Earth @`Stem Transitions :Total = 1,494:5 - 0•T•M,�= 3,487.2 E� Footing:Weight _ 614.6 2.46 1,511.1 Resisting10vertuming Ratio -2.45 Key Weight = 364.6 .0.42 ;" 151.9 Vertical.Loads used for Soil Pressure: 2,453.0 Ibs Vert:Component _ _F746.8_. 4.92 3,671.9 Vertical component of active pressure used for soil pressure Total= 2,453.0 Ibs R.M.= 8,536.8 'Axial live load NOT included•in total displayed,or used for overturning, ' I+ resistance,but is included for soil pressure calculation. SAS , i . i fi-80 TO 8'-8' HIGH 24, SQUARE-MASONRY PILASTER LEVEL CONDITION . n. (1) #4 EACH CORNER #2 TIES AT 8" O.C. SOLID GROUTED CELLS'-' 1 VPROTO I 24" CMU PILASTERHEIGHT PER SCHEDULE I I II FENCE L————— -——J WALL AS OCCURS ' PILASTER CAP AS OCCURS�1— 1 L J. 24`,CMU PILASTER_. . is i #2 TIES AT,8- O.C. (1) #4 EACH CORNER , U SOLID GROUTED CELLS w j`• ,r DOWELS TO MATCH AND x ,' LAP VERTICAL REINFORCING ' fi' SEE SHEET B i 'FINISHED GRADE 7 6" STD. HOOK Itz CLR FOOTING WIDTH AND REINFORCING PER,SCHEDULE ' COMPANY TRACT# Q9,0FESS/041, TOWN, CA i PT K!/ys� !FZ , JOB NUMBER 14-115-8964 z TRACKING, DRAWN w S4055 m n0 scale 14-115=8964 DB' r:3g3� PROT041 -w wALL SYSTEMS DATE ENGR CARUSO g �.qaW y WW.PROT02.COM 11.05.2014 JAD * * TURLEY �m ��� J'p srRUCj�1RP a\Q N' _ SCOTT@@@ 41600 CASCADES COURT 7QdEg1LA,CA 92591 PACKAGE SHEET '9 I a 6�`� ATTN: CARY OTTO INC. co d a PH#(951)694-3793-garyotto@prolal.com E rr.2 n F OF CAL\E www.ctsaz.com c NAY ONLY aE HSTAIM BY APPROYM am MR emwflsl JV J �`•� ' »�y� e.6%Nm Er➢m POST-1FRS m Y sm"wL I C . , ......... ....... .. .. :. ..,.. 's CARUSO TUMEFY SCOTT, Job-Name Ali' _ structural engineers 125 W,7aa Salado Parkway,Suite 200 - D Job iVo, ''.1..-'? ►�. Sheet No.1,0017+1700 �f 490 77+1701 By. 4' = Date-;s%l 1] L ,I t K f` / S ✓�Jo 1 .� s�1 ' "{ . .fj Proto P PILASTER DESIGN ARMY SPREADSHES UPDATED 9-12 r 06/'3/15 15-1159932 - , Detail S6.3 • Pilaster Analysis[With Retaining as Occurs)-See Previous Sheet for More information,Pilaster Centered on Foot'aig: "r '' �° S ` t f t Pier Weight per vertical Foot(see hand Calculation Pt for Weight) 1b h of height '� 1 Cep Weight(See Hartd Cakulatlon Shear Pl for Weight)= ! Lfi _DSn ,., ir-:P_vdStT:lh Caps p Block Thickness- _ ... ft.... . Seltn*Factor(see sheet 5l)C. 1r-Fo"c"ia36iW + Up weight For Pilaster(see sheet PI)_ •_•....._:::::<:lc �_ • w AsTMe Pressure for Soll 'Pcf Y' t Friction Factor= `•'L'''t;ii^'i{fL`• PassNv Pressure: K it:35P pd Allowable Beariesg Pressure�-_ = c�ii50,0'_i psf• I Pier Width= ft yy Soll Neglect for Passive: _-_"Y-`: pcf •--- Fgtlndatlm Armht,sls_ [ Pier/Forting Geometry Gravity Loads - Laftml Load. Chest) Max S.H-, Fooling Width of F.eti g Total Weight Weight Weighh of Tom] Seismic Sal serric Total Pilaster Retabsed teeof Thkkness,t Foundatim,w Length,L Weightof of Footing .1Reteited Soil over, Gmwfty lap Loading pier Sliding Height Heightr(ft) Faot]ng,o(ft] (ft) (h) (Nl Pier(fb.)12] (lb,)13) Soil(Ihs)(4) -tu,(M)IS] toed,P(no) Farce Obs)161 (lateral) Force Obs)[7] Load i5m6 af(i i==i ir. 'sirurh'�3i:::r.:-s_:c:r: -''-u"•ii- j• p°i C6 - 8g7 1069335 32 325. 2021.4 0.0 -4.4 -,f 319.4 323.7 �_-._....._,.__.-. .n •�.._.n..1u=:8.^:hsa:.....c_fiitii i........c� ^13!2053.. 975 1350 54 545 2433.8 0.0 6.4, 3510 3553 _- i ' .-..-._.. -p' 9s 9S.3s1mz3 1g37s 0.D•a-i _j 06a 1584.37 74 73.7 • #` 383.D 387.4: : .c3r c� ,.h6.csv 3„a;v-;_ca cct 4.4 .! 415.1 4195 ;p 1)Soil form m foeting/p8aster=1/2 x R"2 x Pe 7 [2] Pier Weight x Height of Pier [3)=150 pcf x footing tMclon-f-fing width [4)=210 pd x[max retained height x looting width x(focrUrm length-pler v4dthl/2 sides I (5]=Soil over Toe/Max Retained height x Weight of Retained Sol] - 161=Cs x Weight of Cap (71=Cs.Total Weight of Pier T From Table above,check Sgdng using IBC 18072.3,Safely factor for retaining walls shag be 15 for sliding and Overturning: - - Frkd-e) PassHe ._ Overall Resistance Resistance Net Sliding Safety a ' f • ' piaster To Sill to SHdlog Reslstnnm Form Fodor + - "eight 111.1Bjib.)9 ib. bs 101 (121 Check - S67 9MM2829 590.370375 139892320.3 323.7- _'432. .'Okay s i' 733 973516 6633375 2636.9535 3553 4.61 Okay 8 1119337S 718.615625 1836.953125 387.4 4.74 Okay' 8.67 _1272.474 773.89375 204636775 419.5 4.88 `Okay , [8]=Fletlonal Resxm-m Sliding=Friction Factor x total Gravity toad- [9)-(Pad.Pfessm./2)x I1SoB wei to4!looting Thickness)a2-(5o11 Neglw)a2)x Footing Width a •. .. [101 Sli Force=161+[/] - a Ill)=Net Resistance/[211 (should he greater then at equal to l5 War OverturnkrR Analvds: • ' Net Net - ' Mernvnlrq Ovemmning Res).tkig 0-1 Sell Moment Selamlc toaendheel. Seismic Safety- .t , PRaster (gobs) Moment%OTM Length ltlomenf,RM Facer. Height 1131 f 4bs[3 ft bs 11SI. [161 Check Y •. - i;� - 6.67 `3050 1739 0335 2699 •155 Okay `• - . '� 733 3050 2066 OS 3653 L77 r Otay 8 3050 2426a26 0.625 4543 ]87 OIaY 8.67 3050 2815 0.75 S567 L98 Okay - - 1131=316 x(m4t retained height+sod over too+footing thklmess)"3 x active pr>K1�re - - d , 1141=(6l x Itaot g thkinm+WallHeight+2/3 a Cap Rdo tiler►ess)+171:you ng thickness r So0 ova Tae+Wall Heght x 2/3) [15]-Weight of qer x footing length/2+weight of footing x footing length/2+waght of mt.imd will x(featbtg length-heel length/2)+wiecht of it over toe x Doe length/2) 1161=OTM/RM Foundation Bearing Analysis= • • -. } • ° ,f , • .. tic • Find Resultant Lunation Run Bearing Pressure For Bearing Check Ovanll - Case 1 and 2 - piletter =R"TM Case l Ca+e 2 Gweming tkight a Iftdhs) In.ft 171 1181 PCesv,re Check 6.67 0.674 0.890 100,73 0.07 1064 Okay v .. 733 O.f51 L000 830.63 0.D9 831 Okay `t• ' 8 0.757 - 1.083 757.29 0.10 ,757 Okay' , - 8.67.. '0.865 1.167 70030 0.12 70D Okay - (17)Cate L Resultant Is outside middle third la 10)tmaa=2(total gravity,load)/(3 x Footing widths a) _ ' 1181 Case 2,Resultant is Linde Middle third(. L/3)gmax=(ax L-6a)(P/(L^2 x fuotingvndth) , , Chock 6-ding stwises In Pier and Destgn Fooring Steel ' i 6-$0 TO 6-W HIGH 240 S RE QIDA MASONRY PILASTER LEVEL CONDITION (1) #4 EACH CORNER ' #2 TIES AT 8" D.C. SOLID GROUTED CELLS -------- { 7 1-------- {_ e Win I �•' 24" CMU PILASTER HEIGHT PER SCHEDULE I I PROTOAl FENCE. L—-— — —J WALL AS OCCURS is PILASTER CAP AS OCCURS 24" CMU PILASTER #2.TIES AT 8" O.C. o /f (1) 4.EACH CORNER SOLID GROUTED CELLS DOWELS TO MATCH AND a � �, LAP VERTICAL REINFORCING a ;' /; SEE SHEET B ., = FINISHED GRADE ; ' // ! /. 6 STD. HOOK I e RA •�f- ' �`/' '�i r� - is N 3" CLR 10 FOOTING WIDTH AND REINFORCING PER SCHEDULE COMPANY TRACT# i OFESS TOWN, CA QF, �0/,q P T K liy � - .JOB NUMBER � 14-115-8964 Yn �= TRACKING DRAWN !: S 4055 m no scale 14-1.15-8964 D8 a . a3R9 PROTO-11.T�waLL sYSnmS DATE ENGR CARUSO g Fgg7- TURLEY m� www.PR0T02.coM 11.05.20T4 JAD sjRUCl P���P •ESCOTT -" 41800 CASCADES COURT TEMECULA,CA 92591 PACKAGE _ SHEET ATTN: GARY OTTO qjF \FOCL INC'O d s PH#(951)694-3793—goryolto®pmtou.com /♦, OF CA`- www.Gt502.Cof K✓,-.iNui' (MAY WLLY HC Na&LO rx APPROMM RM QR7WM wST=Alm S6.3 ' '» -C.G.M9 E'TACK POSE—T t"=YA90KRY WA , i ? CARUSO TURLEY 5COTT. Job Nose 4, structural engineers 1215 W.Rio Salado hrbay,Suite 2M Tempo,Arhano 85281 jI,:; Sheei No '-' : . �' 1:480774-1700 •f:4810774.1701 fob No. , / uww.ctsozcom 8y. !� N2:— Doier a } ra • i j -r: : is' > Proto II+ t S63a PILASTER DESIGN ARRAY SPREADSHEET 06/25/LS• I' r 15.115.9932 • . _ t a y Deana 56.3a - `r > Pilaster Anglysis*(With•Retdining as Occurs)-See Previous Sheet for More information.Hasler Centered on Footing: r �'���'• •� t ' -Pier Weight Der vertical Foot(see hand Calculation PS fotW fight)• Ib/ft of height ]" r fop Weight(See Hand Caku6tiaii Sheer Pl for Weight)= G� Ibs- Cap Block Thickness= ¢$iR , Seismic Factor(see sheet S3)Ca= Cap weight For Pilaster(see sheet P11= _ •.F�.:a=cn._ Active Pr-re for S.11I cuti�4Q pd - :._:::_...,,r,.:. . Friction Factor- .".............".41 Passive Preswre: 3 • §?neb•ic pN Nbwalie Bearin Preawre= :-- •"3:13i7fE sf , s - :; H 3 - B } :_.-...._D Piet Width. - 2'�7 fl ; Sap Neglect for Passive: • .4¢?psf Foundation Analvsis: ` Pier/Footing Geometry GravHy Loads Lateral Loads - ! Overall Max sea war Footing Width of Footing : `Total Weight •`Weight Weight of Total, Seismic ? Soo. 5dm1c Total i p0aster Retained tang of Thbd m t Fourd lion• Length,L Weight of of Footing of Retained Sall wer Gravity .Cap" Loading Pier Sliding- - Height Heightr(tt) Footing. (ft) (h) (tt) 4 fit) Pier[lbsl[21 (r.)[31 Soil(lb,)(41 'teepbx)[S). Load,P(lb,) Force fib,)[61 (late Force(ms)171 Load L ,23 Ei s M.Si67 rini '387. IOS9335 0 0.0 1956.4 0.0 - 5.8 319.4 3252 ' i_�:fi..a-; =c r•3' �=p_ 3•= - 975 1350 18 38.0 2360.8 0.0 5.8 35L0 356.8 ,. :c$ic_'i iai'3---' - '.y0:g _ c'i£I��''-T-' s;i3 ry_- ! F3]S SU64 .3584.375, 34 34.2 2716.8 0A i-Ss 383.0 388.9 I: ikn: :_ ._.. _e•sac-_.-sin.:.:.-rr.°--..e-non..._•i. o ,�a.�r .: r r ,. 66A, .:.-:033,.:n:.: >=nO'.33"cu5 3:r�e� O -`i -,3�'sa 1753 1B37s Si s2.7 3096-1 0.0 59 4151 42a9 1)So0 form on footingJpilaat s=1/2 x R•2 x Pa - [2)`Pier Weight x Height of Pier - • > , t , F - [31.150 pcf x footing thickness x tooting widN... ' - [41-110 pcf ( x retalried height xfooting width x(footing length-pier Wdih)/2 sldes] ` +•w` 15)•So0 we Toe/Max Retained height x Weight of Retained$oil'• [6]=a.Weight of Cap :. 171-Cs x Total Weight of Pier t, From Table above;check Sliding using IBC 3807.L3,Safety factor fw retatning walk shag be Ls fir-lading and Overtumkig: - - 3 -Frictional Passve Resistance Resistance _ Not Sliding Safety•- - Pilaster To Slid-pig tosFrdmg Resbtaece Form Forcer Weight (Ibs)[a) (Ibs)(9) pbz) pbs)1101 [1]] + check , t • • ` _ _ 6.67 '782578 590370375 1372948375 3252 t 6.22 'osay. _ •S t l 733 9443308• 6633375 1607.6683 356.8 4S3 r Okay 8 '1086.7202 718.615625 180335825 388.9 '4.64 8.67 12384246 773.89375 "2O1231M .42a9 4.78 ' (a)•Frictional Resistance to Sliding'Friction Farcto a total Gravity Lead [9)-(Passive Pt-e/2)x 1[Sa9 war toe+Footing Thitknessl-2-(sea Negloola21 x Footing Width [10]56d-pig Form-(11+[71 [111•Net Resimnm/[lll(should be greater than or equal to L 9 Pier Overtimtinp Anahfsk: - ice - • .. + �" _ Net + 'Net +". I. OverturningOvvtumla RexLtine Overall Soft Moment Sekmk toe and beat salsmk Saf ty y POazter (f4b,l Moment OTM length Memoot AM Factor y Height 1131 (^-lbs)[m] (^) (H-ins 1151 1161 Cheh . 3050 Oa, 2612 150 733 ' 305 20660 2066 ' 1" 0165 3541 4 L71 okay B 3050 r 2426 Q29 4415 1212 Okay 8.67 3050 2815 0.435 - 5419 193 -tNay - 1f31-116x(erax retained height+=I]over toe+feaWBthxlmessi•3■satirepressure a - (141•[6l a lfooth"thidrass+Wen Heigh+2/3 x Cap 8bdc thickness)+[71 x(footing thiduiers+SRO werTao+WaO Height x 2/3) ' ' - + [151=Weight of pier x fom'uig length/2+welglit of footing x footing length/Z+vre!gMorre Wned wit x(footing lenglli-heel length(2)+wieghl of=11 over me:fine length/2) _ [16]=OTM/AM }t� ' -•. v -s r - • Foundation Beating Andysic a f Find�.) ocation. Rim Bearing Pressaire For Bearing Check f- , ' Ovemg z - Case l and2Pilaster . Case 1 Case2 Governnga .Neigh I t/3,fc^ ��11 18 PrersurvOierk-. ' "•t . i ` 6.67 o.a4s o 1390 1095.50 0.03 1096 L3key 7330.625 L000 83955 OA9 84D .Okay t - 8 0.732 L083 76126 �' 0.11 761 Okay >} �y •( 8.67 0.941 1.267 .70127 012 703 Okay [17]Case L Resuitant a ouWde middle thud(a c 0)rmex-2(total grayly bad 1/13 z Footin¢width x a), , r(181 Ca.2,Resuham k inside Middle third(,>L/3)gmax=(4 x L-6 a)IP/.(L42 k tooting wihh) 1. '• y•- - ' - .. jw Check Bending atrests'vi Pier and Design Footing'Sleef ` � YOUR VISION IS OUR MISSIONi;i .... c:c^icE Job Name Proto.1 Standard I.L CARUSO 1215 W.Rio Salado Pkwy. Job No 13 115 8600 B/C Sheet No F1 TURLEY Suite 200 r SCOTT Tempe,Az 85281 By JAD Date 1/14 ' c0nsuling T:(480)774-1700 structural F.(480)774-1701 engineers Footings—There are three main types of footings for the Proto II wall system: 1. Dip Footing: This footing is formed by using an 8" wide trencher. The trencher forms , the 8"wide by 7 '/2"thick(min) setting pad. At the required spacing, the trencher dips down causing the footing profile shown. 2. Circular Pier: A 13" diameter by 5'-0"pier may be substituted for the dip footing at the same spacing— see sheet F5. ' DIP FOOTING PROFILE. ' 3. Continuous Trench Footing: This footing is formed by using an 8"wide trencher maintaining a constant depth. The depth ' varies depending on the wind force and wall height. TRENCM�FOOTING'SECTIQN ' r Notes: A. All footings for fences 6'-0"and under are designed as unreinforced concrete with ' concrete strength of f,' =2500 psi. B. Allowable bearing soil pressure= 1000 psf. C. Allowable lateral soil bearing pressure=200 pcf. ' D. The allowable stress increase for walls 6'-0"and under is 2.0. The allowable stress increase for walls over 6'-0" is 1.33. E. All footings are designed per the CBC/IBC. ' , r 1. �• ♦ f - • YOUR VISION IS OUR MISSION.' ..• ..............._....�.....................�:...............................:.........._.......-_........ ..•......,..................... y. r t y - Job'Name P.coto:IFStaritlarii :::::::::::::::..zz ....: :::::::::::::;: ,.r .............::::::::::::::.... CARuso liis W.Rio Salado Fkwy.�1� Job::No 1:31;1.5.-,8600 BZC: Sfieef No € F2 `° :: :::::,,. ............. TURLEY. Suite 200 Tempe,AZ 85281.1 ,,,,,,, ,,,,;;;;;r,.;.......,.......,..,..,,,,,,.,,.,,,,,..,...,,..... SCOTT ,,,,,.. B:;,,,,;JAD:: ::: @ ? s €` i€ Date:::;:;1X143' € € :::::::; . T: 480 7741700 cons u I t i n' .............. ::::::,,.,,, F:(480)7741701i r- ,•. � •• structural ' eng ineers v . �5w r =." + Dip-Footing alysis per IBC/CBC(for walls<6'-0")'� Per Section]BC/CBC 1807.3.2:1 —non constrained .r t ., Use'soil class#3,r sandy gravel per Table 1806:2—passive pressure=200 pcf •; r LDF=.2.0 per Section 1806:3.1,therefore passive =200 pcf* 2.0 =400 pcf N. 33. 4, r, r .. , - art! - �. .•w i ,. .�'% F-S+_� N' Q � • " � CO :1:0.• �`1:6 :10 � } , f .j A :6:h: 2 A t. . y `• .• `tit � ,. s r ^� ,,Fs'w•' t • ' o , > Si b P wind force on pier wind force *;wall height`* pier�spacmi'9"% * 2,33ft 3 S1 =allowable lateral soil�pressure at;l/3`d depth,t Sl = 400pcf ='311 psf x. . T b= diagonal of rectangle'at 1/3 depth >> " =33.96"=2.83.3 ' h=distance'to force,P, from.finishedgrade=;half of wall height # d=depth of embedment—2.33'Y 11 s:f.ter r. tt•�... .' < • r + • _ - < r• . • _ _^ YOUR VISION IS OUR MISSION Job Name Proto II Standard ' CARUSO 1215 W.Rio Salado Pkwy. TURLEY Suite 200 SCOTT Tempe,AZ 85281 z z z z z t z t z z z ' consulting T.(480)774-1700 zztzzzByllIzzJAD Date 1/14 structural F.(480)774-1701 engineers Di Footing Ca acit� —cont for walls 6'-0"and under , p � p .�( ) Wind force= 17.6 psf Wall height= 6'-0" Pier Spacing= 3'-9" ' P = 17.6psf* 6' * 3.75' = 396lbs h = 6'/2 = 3' _ 2.34 * 396lbs ' A 311psf* 2.83' = 1.05' 1 d = 10—zs1 �1 + 1 + 41053' _ 2.46' 2.33' 5%over is acceptable due to over excavation that occurs ' Dip capacity=P*h*1.1 =396 lbs*3'*1.1-= 1307 ft-lbs 1.1 is 10% increase due to over- trenching ' Dip Footing Capacity(for 6'-8"wall) Passive=200 pcf*1.33 =267 pcf Sl = 267 pcf* 2,3 = 207 psf Wind force= 17.6 psf Wall height= 6'-8" Pier Spacing = 2-2" P = 17.6psf * 6.67'* 2.17' = 254lbs h = 6.67'/2 = 3.3 3' ' 2.34 * 2541bs r A 207psf* 2.83' — 1.0 ' d = 12 r I 1 + 1 + 4 3 1•Or33', — 2.47'z 2.33' 6%over is acceptable due to over L excavation that occurs ' Dip capacity=P*h*1.1 =254 lbs * 3.33' * 1.1 = 3 - bs YOUR VISION IS OUR MISSION ..,. t rZzz : "a= __ " :SandadJoiName = ... , Job`No 13 115 8600 B/C SleeYNo CARUSU 1215 W.Rio Salado Pkwy. - 0 BTURLEY Suite 200 " :t Tempe,az aszsl B:' ::>JAD:::::: zzz :: ::::::::::.:::::::a::::::::::;:;;;:::,Da zz1/•1' P .SCOTT X�,�•• consulting T;(480)7741700 struttural engineers . Check Reinforcing for Dip Footing-use unreinforced dip per ACI 318, Section 22.5.1 ' fb = 5¢ * S,,, =0.6 per section 9.3.5 Z S. = 66 b= 33"at.1/3`d depth t= 8"-2"= 6" I 33 S1. = "6 6"Z = 198in3 fb = 5 * 0.6 * 2500psi * 198in3 = 29700in- lbs.= 2475 ft - lbs i i Factored Dip Capacity= 13o7fr-lbs = 1676 f t - lbs < fb=2475 ft-lbs 1.3+0.6 ' Therefore, dip is ok unreinforced. (Note: 1#4 vertical provide at walls over 6'-0") Alternate 13 diameter pier'. I ' Use a 13" diameter pier at the same spacing as the dips as an alternate to the dips. Calculate the depth using the testing value of the pier-2926 ft-lbs-and calculate the depth of pier,necessary to achieve that moment capacity. Use the tested value of the pier ' per Appendix A as the largest moment and therefore the worst case depth. See talc next sheet for pier depth. ' Use 13"diameter by 5'-0"pier with 1#4 vertical as alternate to din ' It w t`°{ + FIe=HLCBFI6-11PRPROT01-1113EA44-11CALCUL-112013CB-312013CB-21DETAIL 1 EC6 ' Pole Footing Embedded'If1 .5011 a t', r• ENERCALC,INC.1983.2013,Build:6'13.8.31;Ver613.8.31' ' v i.ri Description: Pier Dip Replacement r ode References ' + ` Calculations per IBC 2009 1807.3, CBC 2010,ASCE 7-10 ' Load Combinations Used :ASCE 7-10 EGeneral Information wf { Pole Footing Shape Circular i _ • 1 ' Footing Diameter........... 13.0 in • - Calculate Min.Depth for Allowable Pressures i 'No Lateral Restraint at Ground Surface ' � x Allow Passive........... •400.0 Pcf Max Passive................... 3,000.0 psf ` ' ` Controlling Values ---------- --------- h ; t y• Sot Surface No iatemi mstraint ' Governing Load Combination: +D+W+H a " d Lateral Load 6.8780 k' Moment ' 2.926 k ft H c a NO Ground Surface Restraint Pressures at 1/3 Depth n. . • d��i � s3 ,` "" i Actual- 660.94 Psf' • I {. �,e �w`'t�s k i• Allowable 662.37 Psf` Minimum Required Depth ¢d ^'.' 4 ri�a.y;. .r .{-$:ti.x °';>ws.-;i ,.£... rt`r a a �. ." Q • • t - m Footng Dameter=1'-t' i Footing Base Area 0.9218 ft^2, Maximum Soil Pressure 0.0 ksf ,. Applied Loads Lateral Concentrated Load Lateral Distributed Load i Vertical Load D:Dead Load k r •k/ft k Lr:Roof Live k k/ft r, t c a' f 4` k L:Live kw „4 k/ft y�i II k •S:Snow k k/ft k W:Wind 0.8780 k ; _ kfft ` t' k E:Earthquake ' k y k/ft k H:Lateral Earth k ff .• k/ft k , Load distance above TOP of Load above ground surface ground surface 3.333 ft '. -ft E BOTTOM of Load above ground surface Load Combina-motion Results ` ' f forces @Ground Surface , _,Regwred + Pressure aL113 Depth . Soil Increase ,� Load Combination z, °" € �?Loads (k) �sY k Moments (ft=k) Depth (ft)E E,4 Actual>(psf) Allow-;(psn w Factoig� :. +D+W+H 0.878 2.926 5.00 660.9 ' 662.4 1.000 +D+0.750Lr+0.750L+0.750W+H 0.659 2.195 '4.50. 586.2 589.4 1.000 +D+0.750L+0.750S+0.750W+H - 0.659 2.195 - =4.50 ,•586.2 589.4 • . 1.000 +0.60D+W+0.60H _ 0;878 • 2.926 •5.00 •-- :660.9 662.4 1.000 y 13'CBC 100 mph exp C Dip,Footing Spacings F6 Per the 2012 IBC,sect. 104.11 Alternate materials,alternate design and methods,of construction, the dip footing.and setting pad were constructed and tested as an assembly at multiple site locations. Based on the test.site soil parameters 'and, test data new allowable dip spacing were generated. The tested assembly results have been attached at the end of this.document. The.ultimate load capacity of the dip footing system was determined to be 8,778 ft-lbs for a soil with a minimum allowable passive pressure of 200 psf/ft. ' Applying a safety factor of 3.the dip footing"provides an overturning capacity 2926 ft-lbs per dip. Using the alternate load combinations from CBC section 1605.3.2; increase the allowable moment capacity by 1/3rd. Footing Capacity(From Test Data-See Appendix A): 3901 ft- Ills.' Wind Speed: 100 MPH Exposure C - " Wind Speed: 100 MPH'Exoosure 6 ' Wind Load. 17.6. psf' Wind Load 13.7 psf Dip Arbitrary Dip Arbitrary Wall Wind Wind Footing Spacing Wall Wind Wind Footing Spacing ' Height Load Moment Spacing Limit on. Height Load Moment .Spacing Limit on [ft] [lb/ft] _ [ft-lb/ft] [ft] Dip [ft] [ft]' [Ib/ft], [ft-lb/ft],. [ft] Dip[ft] 3.33 59. 98 39.98 16.00 3.33 46: 76 51.36 16.00 ' 4.00 70 141 27.74 14.00 4.0 0, 55 109 35.63 14.00 4.67 82 192 20.36 .12.00 4.67 64 149 26.16 12.00 5.33 94. 250 16.59 12.00 „ 5.33 73 195 20.03 12:00 ' 6.00 106 317 12.31 12.00 76.00 82 247 15.82 . 12.00 6.67, 117 391'. 9.97 9.83 6.67 91' 304 12.81 9.83 7.33 129 473 8.24 8.00 7.33 100 ' 368 10.59. 8.00 8.00 141 563 6.93 6.83 8.00 110 439 8.90 6.83 ' 8.67 153 661 5.90 5.83 8.67 119 515 7.58 5.83 *See Attached Report(Appendix A)for test procedures/results. YOUR VISION IS OUR MISSION G .....+ - }� 4 Job Name • CARU50 1215 W.Rio Salado Pkwy. TURLEY Suite 200 • r Job No 13 1.15 860O:6/C Sheet No F7„ ..,,,,, SCOTT Tempe,AZ 85281 .• i ..., t?iii:iii:i?icic: ........,.. t' consultin" T:(480)774-1700,'t. ;;ii:i:E:;s:::s:::ars;;:,.:yznzz g :: IADs:::::: :::::: Date::::: % '4 ';:::::::::::::::. F:(480)7741701 f iiicc::_,y:i,,. ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, structural eng(nee`rs ic?ci,,, .....it fly Continuous Trench Footing Analysis--per IBC/CBC'(for walls<6'-0") • . � ''� �° "' • Use same equations and loads from dip footings.' is '�' ,c ► ,' IM• r`Sa '� b=diagonal of trench'footing on:r a per foot basis 14.42" Use,12" d=depth of trench—try 26 for 6'-0".wall.. " •A� *' ,'' 2.17' s; ~ 'Si = 400pcf* _ 3 =:289psf. t f t): �P.=:17.6psf,* 6' * 1' = 1061bs' =} 2.34'* 1061bs A 289psf* 1"::,= 0.86 t t• 0.86 4.36 * 3• - 2 0.86' j�• .. , . ,. - � a '•1-.e• � ; •.�i •' � ! - ' r..,, r iJ + For 6'-0"tall fence. use 8".wide by 26" deep continuous trench •' Continuous Trench Footing (for walls over 6 -0 ) , a - . Try:38"-deep trench for 8'.-0"wall 3.17 S1 = 267pcf* 3 = 282psf ., P = 17.6psf * 8''* 1' = 141lbs • 2:34.*.1411bs A = = 1.17 - , 282psf d = .,2 1 + 1• 1.17,` 36 Fo`r 8'-'0"tall fence, use "w 8ide by 38"deer continuous trench } ' YOUR VISION IS OUR MISSION 4 i. i ,,. .S' • ., as„aa.a„aa.•, .. Job:Name::::;::;P:.roto.:If:Standaidl ? _ :; :::::;:;;,; V ;:::;:;;;;;;::::;;;::::;;::::;;;_::;.,.aa,....,,....a.....,,,a,.a..a.............aa.aaaa..aa. •• -' e ',, ` 1 ..CARUSO .1215 W:'Rio Salado Pkw a . ;:; :;c:;;;:;::;••••^=a•,'a•,•ae,. zz...... ?...zz:,_z ia:i,zc,z r,z,E_c,`�alc,zz TURLEY o 15 8600BZC: " Sheet No F8t J SCOTT Tem e .4Z 8528 :;::;:;::r,::;::;:;;r,::,,,,,aaaaa,a..:a,..a.a..,.a,a,aaa.aaar,i,^ a ;; ' ,,,aa,•a,,,,,,a„aaa T6, 480 774-1700 ...... , 'zzztzzzzzzzz:14 structural; F.(480)774-1701 i. , } ,aaa „ a„aa,•.,aa,,,...,,,aa,,,a.,aaaaaa,,,, engineers' _ �, a• Check Reinforcing for.Tre'rich Footing`'use unreinforc`ed trench per ACI 3 i8; Section ' _..22.5.1 - _'.f, E � _• i N� r •y,-_f 3 �' a . • Check.'6 -0 tall'fence'wfeith 8 wide by 26 .deep footing: afb =j 5 _ 5 - S = — i b-'12» t'_ 8„ 2"_ 6» to .6 e � a Sin' =.12 •6'Z = 721n3 w c . ., n fb' 5 *0.6 * 250.Opsi * 72ift ='10800in— 1 b s' 900 f t — lbs.` •` ...'._ r w s _ - - Calc Max Moment of Footing=per Cze'miak(next page) _ ! i •. t � " , • r � BOOR_ ... _ - E=.disiarice,to force, P from finished grade=3.' *t 1 L=trench depth`=2'1 • ;`r t - f ; . r fr h •r factored wind load 22.Spsf* 6''*,1' = 135 lbs y z' • M. moment at surface= 135 lbs * 3' t405 ft-lbsf 1', s 4EL +`3L2 4*'3,.* 2.17' +°3 *.2+17'2 6E + 4L 6 *=3' + 4:*217' .L• i .• a•T ;. _ , C,t S '~ R.1t N;s r."�� .tif . ,` *- �, ' a . .� X s r;Y'. X 4 .•.:� ,: f' 0.75' a • 0 75r 4 ,,;_. _ r 's. • 'M — M 1 —'4(L.l + 3rL1 = 405' t— lbs 1 - 4.(2.171 r+ 3 (2171 x o 1-1• I'—I f 1 �J �1 i It's M,t= 355.fft-lbs '< fb= 900 ft4bs k• , : `` �; ., ,' ' ° r �_. ', Therefore,trench is ok uareinforeed �,(Note:Y 1#4.vertical`at 48 ao.c.-min. provide at walIs'over - 11887 8 ST a ASCE 1 ' March, 1957 ZEiINI}�K 1188-9 i. + eubsllluling 1n (1 01). X (1.0 ._• -- :� 0 �___. -Q - subslllutJng'.In (2 01)- n (2.02) u , The-two Independent statical equallorls for the equilibrium of a.• , rigid body are *F-O and 5M=p El to satisfy '`5�F o O + WI no tH. =C-Ta 4 t f(ax-x)dxLL - o �r 34 34L.2 (a.o1 ZF cl I Where C total pressure acting on the pile In front Q of o j T ..total pressure acting on the pile In back N o I 4 r Also, 2 a W ,. . C a f�,dX 3n4 (9.02) (' Z Z u and r>fn�C1�X a3na—�Pd(3a-Z1_) Q - N `au .5 and from M c Q Q , O. ¢ ¢ taking moments about the ground line 1p�xdY -4Q�(4x`-x')'dX•-Q/Y 4j�° _i o q t CL a o �P jn CLu Now, let E Ho multiplying(4,01).by E and equaUng lo,(C04) - 3 Pa F��a--Z L) J _._bL� 0 0 / • ul' � � •V from".which C. 1a) - In 4L cil c multlplying the numerator and denominator by Ho ai and subslltutIng Ma for No S 4M.Li 9H,L1' i.,.. 6Mo t9H.L (7) fir - IL88-L8' ST 2 March, 1957 ' ASCE C2ERNIAIC - - 11BB-i9 SUMMARY OF QUAT CtNS ' A:DETERMINATI��F aCTUA% c01L PRfscl R c - � Q O - ' DISTANCE TO PIVT ^ � ROUND Sf.CT1�N (Maa, of mlddlr tlemenf) C ; OT PON ` D, r_9.425 L I-(4-�+3j(�.) t 2(3 L+2�ov]--- ---- ---- - L a 4EL+3L —�`------------- -- 1�) "+ 6E t 4L - - - --- - p 1�LrM.t3H.L Z -- (21. D. SHEAR FORCE .+2H.L ---- `- -- x Vc H.[I-:3(4L+3)(t-+4('31 t2)(L)l7 -. .--(8) p -IailB M. 4E. t3 2 - I2a) 12 '(L-6�( �p - ----- - - =- Vt i L (3 E/t t zj N9 r M_O V.• H. I 9'(A)Z•►B( ) 1 . .. --...(10) 9 425 2M + }) - .. —�• ••_-• ...... E. G MOM T '� V—�-'1• - - ,• BENDIN ENr �'^1 E. - - ___----�- '�'"_ M,• -.L I( tj-(4Et3)( )+.(3F-+2)(�jJ (tl) -/ t I) - ff �( ,. H.•O M. M.I1-4(L)'+.3(f 4" -- - - ---- -.. (21 R CTANGULAR :SECTFON ,• ` _ 111 _ ( l M:•0 M,•' F1.Lt� 3(�j't 2(Lj�] 113).' 0, &Li'I )(Lj+2(]L+2kC)21..._.. (t.11` F. PILES RESTRAINED AGAINST TRANSLATION (1 _4)___.. . L ROUND Q.)S 4M,t 3H.L.2 ECTIO' R CTAN3 S N E GUL4R SECTION X'z P • l�. 3M:'F2H.L .__. ..._---•------•----•--..._..._I2.1) _ LSM. 9 Oa'S 4i:(4� t3)2 - (181- -s '. 6.28-i s • 4 J.• XzL L - _ ` ' •L _ G. PILES `RESTRAINED AGAINST ROTATIB'N--( • )., - r _ - f &H.(2 En +I). I3.la) ROUND SECTION HECTAN UL AR .SECTION IL __.. ____- __.____-____.______.. 17) L i 60 L 1.44 B.EQUATIONS fool REOl1LgE0 PILE fMaeDMENT ROUNDSEC rJO dL' '. - - RECT�INGULAR SECTION 71 M. 3-2 --- - -_I18. 1. - . .. IB 4. 3 • IJ - P, ■ H. M. 119) L3 14.a4)RL-10.85p•.•0 L3•-9RL-12A�• 0---..._la.l) L - - __ _... fi I.S 2.86 - R. _-`L�t=4_-__:L.• 2.29• _..------------ _15.1) j I Job Name: Proto 11 Standard UP-IL o.T Job No: 13-115-8600 B/C Sheet No: F11 URLEY nv By: JAD Date: 1/14 eo,.�wdng engineers 1215 W.Rio Salado Pkwy Suite 200 Tempe,Arizona 85281 480-774-1700 FAX 480-774-1701 Concrete Lap Lengths ' Concrete Lap Schedule(Contact Laps),no Stirrups: Per ACI 318-11 Section 12.2.3(no allowances made for excess reinforcment) la = f� K' de (Eq.12-1) 40 1JJ e , For#2 to#6 Bars de Specified Specified Reinforcment Epoxy Reinforcing Lightwt Yield Concrete Location Coating Size Concrete Strength Strength Factor Factor Factor Factor Clear Class A fy fc Xt Xe Xs X Ktr Cover Class B sgrtfc 2500..::c ._ 1 3 1 0_g....:::r. 1 0,. 1 5..:: x...A 3 :. 50 .. .,,.,,.. �. ...._ x_.�.... _ .,_.. ,,.,�A .. ..., Bar Size 3/40 OV(f�*5&)(xi Xe Xs) Cb (Cb+Ktr)/db Lap Length 3 62.4 1.69 2.5 1 16 j 4 62.4 1.75 2.5 17' ' S 62.4 1.81 2.5 21 ' f 6 62.4 1.88 2.5 25 For#7 and Above 3 fr `Y,` ,T, ld 40, r ce+K„1 d e (Eq.12-1). Specified Specified Yield Concrete d Il 11 e Strength Strength Class A fy fc Xe Xe Xs X Ktr Cb Class B sgrt fc 60000 2000 1 3 0` 45 Bar Size 3/40(Vf�5A)(7p Xe x� Cb (Cb+Ktr)/db Lap Length , 7 131 3.44 2.5 `60 131 3.50 2.5 68 Masory Lap Schedule(Contact Laps): ' Per 2013 CBC Eqn 21-1 Fs= {{ 40:,ksi fs= 16 ksi Bar Size #3 #4 #5 #6 #7 #8 Bar Diameter 0.375 0.5 0.625 0.75 0.875 1 Ca Len in 12 16 20 24 28 32 But not Less*:Than 40d 15 20 25 30 :. 35 40 Id=0.002'dy% ' fs= for 40-50 ksi steel= 20ksi x.8= 16 ksi for 60 ksi steel= 24 ksi x.8= 19.2 ksi , " •*' may,; ' _ - .�• .. 4 i. � 1 i ` .j ' • 'P �' .''^ [. YOUR VISION IS OUR MISSION J r .} r. - .. • ,,._ o J b. d' z �'� �. ' �� '": ='.ss ..... € ::t: ............... CARUSO 1215 W.Rio Salado Pkw . ::: ::::.:.:: ::: :iS ,;, Y , :Job No 13 115 8600 B/C ; heet No F12 Suite 200 - •TURLEY. ..,...., , Tempe,AZ 85281 SCOTT ,,,, , ,, ,,,,, .11,,,,, ,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,, ,,, ,,,,,;;i:::::,,,:::• ,,,,,,z zz�JAD:::.....:.....::::: Date:::::::1/14 : : : :: _ 1 [onslilting � T;(480)774.1700'. .�' ? ,;::r,:;By ::, ., i:ii>:cic:i:i::.::..:........... ............. _,.. :::,,,,.,.,... F:(480)774-1701 ' icc ;Fiiiii iiiz:iiciiiii:iiiiiiE a:iiciiiEe:::::iiiieiiaii: structural .s t. .............................................................. ..... ....... 77 � engl nee cs jk .Adjacent-Slope Detail'Detail 9 . t Y '` '"tH. ` '•' ,•. ar. �� _ . The 5 -0 to daylight detail ,is intended-to,provide.adequate,distance between the edge of a'. footing adjacent to a grade change.- The five 'feet-referred to'ifi the title of the detail is the i . minimum required horizontal distance between the bottom�of the footing and the adjacent slope `- grade. In addition to the minimum of five feet cover from the bottom of the,footing, minimum setback ' positions of 12" for walls 6' and under and 36" for walls over 6' have been arbitraril chosen to provide adequate coverage of footings for'developments of minimum soil design alues."For, footings which intrude upon the,minimum'setback,,:the footings*are' deepened to create 'an ; effective footing where the effective too,of footing meet's'the required`setback: The following 5. -calculation sheets address required minirrium'depths and extended,moment arms resulting from them. t Evaluate for C at 120 mph—wind pressure`=25.3"psf. ; t• l - 'r .,, G :,i r r*1 +•h :' t s t` '�, t ' 4` - F v .. ' _ NOTES: ,,... •_ T. :FENCE;INALL-'DETAIL NOT- $HOWN FOR CLARITY:,- FINISHED GRADE ' 3, NO,SLOPI.NG AQJACENT;GRAgE:� - .. ALLOWED: rV. _ FOOTING TO;TOP OF' SLOPE ,5 BOTTOM OF SETTING PAD , (2) �;F • � `6 1 SEE SCHEDULE FOR.INALLS''+-,''` UP TO 6 0 HIGH . Y a. 't j 7 SEE SCHEDULE;.FOR WALLS: , ;'• 2.. ABOVE 6,, HIGH:` z� t. NOTE• r.` , iB.ES THE. THIS DETAILDESCR MINIMUM DISTANCE REQUIREMEN, j :. ' ` ' FOR THE LOWEST FOOTING-EDGETS J x 5 0 MINIMUM t TO FINISHED GRADE:, • '.• ' TO DAYLIGHT .. _ l_ , � .• - . ._f tom,. t. � - � . # ,'.• ,i`t- L b r YOUR VISION IS OUR MISSION'` . "' zizi• .. . _ .... ............... ... .... ..,..,..... Job;Name Proto IF Standard r Job No t 13�115 8600 B/C Sheet No F13 ,t CARUSO 1215 W.Rio Salado Pkwy. i ' .. Suite 200 {; ,iis�:t.? ..t i Z - TURLEY _ ziz"�ic:: "i3iiii''i SCOTT Tempe;AZ 85281 :::: By _JAD Date 1/14 t T:(480)774-1700 ""' consult i:rig � .:r.; ....,., .,.,.t, .,.,._.. ......._ ..... ..., t .. .......,, structp_ral F.(480)774-1701 �' r y � engineers Adjacent Slope Detail—.trenches and dips-;for•walls 6'70" and under . ors% .r '� •t:. �_ +- . . .. 4,• .�� ->r., - � .��'„£,f `gyp• - ,. � r•. "� L_J ' +ter. _ - -, 'x -r .. . i if�f � , t' .� �'.. « + For walls 6 ;0 and under, the 'effective footing depth,•E,'is 32 min. T.must-be a,minimum of 12",•requiring d to increase as necessary to maintain that. The chart'below will check the total _depth D to ensure that T is at least`12" and B is at least-5'4'. , x,•The bench cannot be less than, , 3". The slope,'S`=2:1. x ­� . . t , B =�x +S'* D, T ,+x + S* d i vi :% �. t •" (in) tir "(in) (in) . (ft) (in) J`�r t 12 .0 • 30 6.00 6 3 33 6.00 `�f. 12`' 4: , 41 3 5' 35 6.08 13` {�' For all conditions 6 -0. and`under with the given trench and dip depths, B is at least 5 r 0 and-T is at least,12". a r . _ r .. _ • is f YOUR VISION IS OUR MISSION N„ „P....... ` 11'' ,arida `Job. ame€ row .St a =_ _ _ € :::::::::::::::::: a....,..._.:.::..............::...........................L... CARUSO 1215 W.Rio Salado Pkwy. Jo4 No 13..11 heetNo ,.F,15- S TURLEY soda zoo :4 a 2, 21 $COTT Tempe.AZ 85281 -zzzz c................ T: 480 774-1700 rz: ' JAD€:;::::,;; ::;: si:::s::::::::::: Date_.: 1/14 :::::::::::::: co`n"sultin` ..yip.... structural F:(480)774-1701 : ::,ti;i,;;,,,,;;;;; r.:::::::::::.............:... engineers Adjacent Slope Detail—trenches and dips for walls 6'-0" and under Review depths for extended moment arm Case Distance from Additional Effective Total Footing t, Slope Moment Arm Footing Depth Depth 1 12" 0" 2.5'. 25-6" . t2 6" 3" 2.625' 2'41" 3 3" 5" 2.625' 3'-l" The effective footing depth comes from the trench depth calcs on the following pages. To that depth is added the additional depth, d, in order to get the total footing depth, D. Piers for walls 6'-0" and under As an alternate to dip footings, a 13" diameter by 5'-0"deep pier can be used. Check T and B to ensure proper setbacks. The equations are the same for the trench and dips. x d D B T (in) (in) (in) (ft) (in) ' 12 0 60 11.00 12 6 3 63 11.00 12 3 5 65 11.08 13 Check the pier depths for the extended arm. Use 6' wall with pier spacing of 6'-5" for load on pier. Case Distance from Additional Effective Total Footing Slope Moment Arm Footing Depth Depth 1 12" 0'.' 5.125' 5'-2" 2 6" 3" 5.25' 5'-6" 3 3„ 5 5.25' 5 8 tSee the calcs on the following pages. F15 POIe Footln Embedded In Soil File=H:1_CBF16-11PR0T01-1113EA44-11CALCUL-112013C6 31DETAIL-I.ECE g ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.3' r.rrr. Description: Adjacent Slope-Trench Depth-Case 1 erode.References Calculations per IBC 2009 1807.3, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 F—deneral1n rmation Pole Footing Shape Circular Footing Diameter.............. 12.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive................. 400.0 pcf Max Passive.................. 3,000.0 psf ...--.................--.._._....-......---.........__.........-...----._.._............_...._...--------................---...._...................__...._: Controlling Values ' Governing Load Combination:+D+W+H Lateral Load 0.1518 k Moment 0.4554 k-ft NO Ground Surface Restraint uma�b�a s is�. Nowt mlrec im Pressures at 1/3 Depth t h- Actual 329.151 psf ,F ` Allowable 332.545 psf o i Fo Ong omewr=l-0 o' D' Minimum Required Depth;:" 2 50 ft Footing Base Area 0.7854 ft^2 Maximum Soil Pressure 0.0 ksf i Applied Loads Lateral Concentrated Load Lateral Distributed Load Vertical Load D:Dead Load k k/ft k Lr:Roof Live k k/ft k L:Live k k/ft k S:Snow k k/ft k W:Wind k 0.02530 k/ft k E:Earthquake k k/ft k H:Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface ft . 6.0 ft BOTTOM of Load above ground surface ft Load Combination Results For @ Ground Surface Required' Oressure aY:y/3 Depth ��,� SoiHngpase Load'Combination ;;::_ Loads-(k) Moments-{ft-k) ft) Actual.-(psf), Allow-:{psf) factor +D+H 0.000 0.000 O.0 O.0 1.000 +D+W+H 0.152 J 0.45E 2.5C 329.2 332.E 1.000 +D+0.750Lr+0.750L+0.750W+H 0.114 0.342 2.2E 295.7 296.7 1.000 +D+0.750L+0.750S+0.750W+H 0.114 0.342 2.2E 295.7 296.7 1.000 +0.60D+W+0.60H 0.152 0.45E 2.5C 329.2 332.E 1.000 F.16 0. ' n A" FileAli1CBF.Itin11PROWI-1113EA4411GALCUL�1120]3C831bET'AIL-tECE - 'POFO Ot111�gREt11bC�degC��lt1 $Q1� '� ENERGALCINC�1983 13;?B��'6138:31Va613a3 DeSCnption Adjaceiif Slope Trench Depth',Case 2' �' { K Code References ; Calculations,perlBC 2009 180Z:3 CBC 2010;ASCE 7 10' ' w � •- ',Load Gombinatlons.Used' ASCE7 10 - �. � - `Ge��hlnformafion� �- '�• Pole Footing Shape Circular �.. -r •�V '- , Footing Diameter_. ,12 0 m Calculate Min:Depth for Allowable Pressures No Lateral Restraint at Ground Surface 41 g Allow Passive 400:0 pcf Y Max:Passlve 3,000.0 psf Controlling Values �t Govemmg;load Combinahon.+O+W+H ► Lateral Load F 0..1518 k Moment. " 0:4934 k-ft NO Ground Surface Restraint , x `., > - o.se.m�., , Sail Surta HO ut , prginf �Pressuresf at 1l3 Depth i Actual. 337161 psf R Allowable 337.224 psf. Footing D O m SF n RequireMDep.- Minimi 2 625 ft f x Footing Base Area 0 7854ft Maximum Sod Pressure 0.0:ksf WAppl►edsL{oads i Lateral Concentrated toad Lateral Distributed Load, ' Vertical Load •. D Deatl Load k t' k/ft k -Lr:Roof We k k L Live k, k/ft . •k S Snow', k=,° 'kIft •" k W:W 0:02530 klft f k H E.Earthquake S k , klft + k H Lateral Earth k, ,' Load distance above- TOP of Load,above ground surface , ground Surface ft. 6,250 ft BOTTOM of Load above groundsurface a ,. 0;250 ft. Loatl Combinatlon Resalts �, ` Forces�EGround Surface Regwred �� Pressure attl3 Depth Soil Inrxease LoadyComtirna6in Loads Momts ft k th�ft Actual fk) r t ) I ) (Ip Allows Factor r +D+H' O:000 O:000 R 01 0 C 0 C 1:000 r 0:152 049112 6 ` 337.E 337 o- 1.000 +D+0:750Lr+0:750L+0 750W+H, �0:114 a 0.37C �. 2 3E 302° 1006 +DSO 7.50E+0.750Si0 750W+H " ; 4 0:114 ` 0;;37C'- 2 3E 300 1 000:' A �- t0.60D+W+0ai0H 0.15�,. 0.49° . : 2 6. : 337 e 337 1.000: l 4 �'ta 9 F17 POD@ FOOtll1 Embedded in SOi� Fde=HV-CB -11 FI6PR0T01-1113EA44-11CALCUL 112013CB-31DETAIL-I.ECE g ENERCALC,INC;,1983-2013 B6ikli6.13.8.31,Ver,6.13.8.3' 0.000. Description. Adjacent Slope-Trench Depth-Case 3 Code References Calculations per IBC 2009 1807.3 CBC 2010 ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Pole Footing Shape Circular Footing Diameter.............. 12.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive................. 400.0 pcf Max Passive.................. 3,000.0 psf —---__ —._ .......... ...-..... _. Controlling Values Governing Load Combination:+D+W+H Lateral Load 0.1518 k Moment 0.5187 k-ft NO Ground Surface Restraint sai Sdace No lateml mwnim Pressures at 1/3 Depth a Actual 339.638 psf = N Allowable 341.958 psfm 0 oonp D' ' Minimum Required DeO F2 62. ft E Footing Base Area 0.7854 ft"2 Maximum Soil Pressure 0.0 ksf EA-6 ied Loads' Lateral Concentrated Load Lateral Distributed Load Vertical Load D:Dead Load k k/ft k Lr:Roof Live k k/ft k L:Live k k/ft k S:Snow k k/ft k W:Wind k 0.02530 k/ft k E:Earthquake k k/ft k H:Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface ft 6.417 ft BOTTOM of Load above ground surface 0.4170 ft j Load Combination Results forces @ Ground Surface 12egmred Pressure of l3 Depth Soil Increase Load Combmatmn Loads (k) Moments (ft k) ; Depth (ft) Actual'=(psf) '- Aikenv-=(psf) ;Factor +D+H 0.000 0.000 0.1P 0.( 0.( 1.000 +D+W+H 0.152 0.515 2.61 339.E 342.0 1.000 +D+0.750Lr+0.750L+0.750W+H 0.114 0.3K 2.3E 303.3 306.7 1.000 +D+0.750L+0.750S+0.750W+H 0.114 0.38C 2.3E 303.2 306.7 1.000 A.60D+W+0.60H 0.152 0.51E 2.62 339.E 342.0 1.000 A r i e ? fi File 'FI I CBF16'tIPR0T01,11't3EA44-11CALCU 112o13C6 3tDETAIL t ECE." Pole Footing Ernbeddect mSoil � .': 4 � 4r� ;_. ENEQCALC„INC.'198 613 Bwid;613 8:31 Ver U 18:3; " Description: Adjacent Slope Pier'Depth--Case CoriesReferences 6 Calculations perlBC"20091807:3 CBC 2010 A$CE 7 10 Load,Combinations Used-,•ASCE 7.10 o b" W " r Genera1,"I ormaRAW Pole Footing Shape Circular - Footmg Diameter:. ; ..,.:"..... .. 13.O,in 6, r. Calculate Min,Depth for Allowable Pressures, -No Lateral Restraint at Ground Surface Allow Passive 400.0 pcf f Max Passive •3,000.Q psf- Controlling Values: Goveming Load'Combination'.+D+NI+H - Lateral Load x "'' 0.9720 k. Moment•` a .2.916 k-ft Sod Solace Noate el estrena i NO Ground.Surface Restraint ` r Pressuresat'W Depth : Actual 677.11 psf ;Allowable i .678.93 psf, -t _ M19mimum Required'Depth 9 IN5125 'ft " Footing base Area , { 0 9218 ft"2, j ` Maximum Soil Pressure 1` O.O ksf APPhedLoads, ;r Lateral Concentrated Load 'Lateral DisVibuted Load,.. Vertical Load 4 . D Dead Load k ��Y = k/ft Lr`Roof Live k k " ;. "k/ft L Live . k y k S.Show " k z W:Wind k, 0 1620,k/ft ` k f E:Earthquake _ k k/ft k H.Lateral Earth k` wr Load distance above a surface" `TOP of Load above ground surfs k groundsurfacE ft' 3"6.0 ft S s - s ' B070M of Load above ground surface "Load Combination Results ` a -Forces+@ GroundSiirface Required Pressure atal/3 Depth_ Soil Increase Load Comtimatiori =. Loatls (k)_ Moments {ft k"") :Qepth (ft) Actual^{psflA knv ?{psf) iFactor t` +p+H�' 0,00C=• 0.000 01 O C 0( 1.000 +p+W+H Oy972 2.91E 51 l,; 677.1 678 1 000 +M.750Lr+0:750L+0.750W+H 0.72c 2.18/ ;. 4 6 " 601.E ' `''601 t? �.° 1.000 +D+01750L+0 750S+0 750W+H 0.72c 2.18/ " 4.62 601E -" 601 Q 1.000 4.601)+W460H" 0.972 -2.91 E . 5"1 ,`677.1 678 C 1.000 i _ e h µ - 9 F19 Pole Footin ' Embedded`m Soil File HI CBF16—]1PROT01=.1113EA44-11CALCUL-112(113C8 31DETAIL 1 ECE g ENERCAMANC.1983-2013,Build:613.8.31,Ver.6.13.8.3' Description: Adjacent Slope-Pier Depth-Case 2 Code`References'. Calculations per IBC 2009 1807.3, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 { -& neral;lnformation s Pole Footing Shape Circular Footing Diameter.......:...... 13.0 in Calculate Min.Depth for Allowable Pressures . No Lateral Restraint at Ground Surface Allow Passive................. 400.0 pcf Max Passive.................. 3,000.0 psf .--....._......-...._._...--...................................-------- Controlling Values Governing Load Combination:+D+W+H , Lateral Load 0.9720 k ' Moment 3.159 k-ft Sol s d— F.",o mmni msoolm NO Ground Surface Restraint Pressures at 1/3 Depth { t Actual 686.65 psf Allowable 687.69 psf Minimum Required Depth 5 250 ft Footing Base Area 0.9218ft^2 i Maximum Soil Pressure 0.0 ksf i .APPIied Loads .:r ham_ k. .. Lateral Concentrated Load Lateral Distributed Load Vertical Load D:Dead Load k k/ft k Lr:Roof Live k k/ft k L:Live k k/ft k S:Snow k k/ft k W:Wind k 0.1620 k/ft k E:Earthquake k k/ft k H:Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface ft 6.250 ft BOTTOM of Load above ground surface 0.250 ft Load Combination Results $ x � Forces @ Ground'y Surface g Required + Pressure a[1/3 Depth Soil Inaease $Load Combation ."s1oaGs {k) ' k Moments {ft k) _ Depth (ft), .Actual in =E(Psf) Allow .(psf)+ Factor +D+H 0.000 0.000 0.12 0.( 0.( 1.000 +D+W+H 0.972 3.155 5.2! 686.7 687.7 1.000 +D+0.750Lr+0.750L+0.750W+H 0.729 2.365 4.612 609.E 610.E 1,000 +D+0.750L+0.750S+0.750W+H 0.725 2.36E 4.62 609.E 610.E 1.000 +0.60D+W+0.60H 0.972 3.15S 5.2E 686.7 6187.7 1.000 F20 a Mf 11% � * � ,, - � File"'HI` IPROT011U3EA44=1CALCULt12013C83\DETAILtECE zl,R Footing EmbeddedylnSOI n �� ENERCAL INE 19832013 6m1d:613.8r3 �613":8'3 CBF1 Description Adjacent Slope Pie'�;Deptli,=Case 3 ,Qc/e References Calculations.per-IBC 2009 1807:3 CBC 2010:.ASCE 7=10 Load Combrnations.Used :ASCE 7 10 ` -;Generailnfoririation* F'Pole Footing Shape Circular z t Footing Diameter.: 13 0 Calculate-Min.Depth for Allowable Pressures > No Lateral Restraintat Ground Surface -! ` 4 Allow Passive f 400 0 pticf Max°Passive w 3,600 0 Controlling Values Goveming Load Combination•:+D+W+f{> o Lateral Load 7 0.9720 k' Moment.. 3 321 k-ft,: I sod S�_ No bm 1 , t s s NO Ground Surface Restraint,4. Pressuresat 113 Depth t r m Actual' 692 38 psf t Allowable , t ;ti93 73 psf �cMI imRequ��edaDepth 5 25D ft , i F oere m ,, t - - A '•Foohng'Base Area 0 9218ft^2 ,— Maximum�Sod Pressure 0 0 ksf pbeclLoatls�a Lateral Concentrated'Load ° Lateral Distributed Load F Vertical Load D:Dead Load kµ 1 t ' r k/ft << F k , Lr Roof Live k. klft r:. r k L Live, i s k. k klft x s v R k. k W Wind. k 0.1620 klft k t . . E.Earthquake a k. ai :ty;_ k',.. -H Lateral Earth k, , 4 xk/ft - k - ' - Load distance above " �r } 'TOP of Load:above'ground surface ground surface ft' K 6.417.ft ` BOTTOM of Load'above ground surface . 0 4�t70 ft + :� Load�Combiriation�Results •" s - , gmmForces @Ground Surface Required Pressure a4<113rDeptft Soil In�ease ` —�) kmm ON (P� LTL , Combmabon Loads Moments (t K De th (ft) r. 'Actual- Allow=_ Factor 0.000 0.000 '01 0 C 0( 1.000 +" 0.97 3.kl r +D x 5 2° ;, 692 4 693 r 1.000 - a +D+0.750Lr+0 750E+0 750W+ti 0 72c ,�*' {2.491 ; 4 6 f': 615 r 616 C F <:x 1.000 +D+O 750E+0.750S+0 750W+H O':72c �,2 491 615 F * • 6.16 C 1 000 +0 60Da+W+0,60H 0:972 3321 °y 5 2°. 692 4 693 r 1.000. M ✓. ♦ Y "E 'K .a J t a { ` J i YOUR VISION IS OUR MISSION ..............................................................................:......................... Job Name <";Proto'Il Starida_�d'= ;€ .: zz caRuso 1215 W.Rio seiaao Pkwy. Job;;No .13.115„860,0„B/C Sheet;No ,,F21 TURLEY Suite 200 scoTT Tempe,az sszal g JAD Date : 1'f14 consulting T:(480)774-1700 y - z z z z z z z structuralF.(480)774-1701 ...... .........z z z z z z........z z z z z z.z,..,..,.z z z Z .......Z Z Z Z Z Z..,....,.Z Z Z Z Z Z...,.....Z Z Z....,.... engineers Adjacent Slope Detail—trenches and dips for walls over 6'-0" X; T o For walls over 6'-0", T must be a minimum of 36", requiring d to increase as necessary to maintain that.. The chart below will check that T is at least 36". The.bench, x, cannot be less than 3". The slope, S = 2:1. The minimum trench depth is 30", so the 5'-0" to daylight condition is met for all walls over 6'-0". B = x +S * D B = 36"+2*30" = 96" T = x + S * d 1 The worst case for the increased footing depth, d, is when x is 3". For this case, d = 17 To determine the additional depth needed in order to accommodate the increased moment arm, compare the trench depth for the 9'-4" wall with the regular fence with the wind load starting at 0' and going up to 9'-4" to the deepened 9'-4" wall with the wind load starting at,l'-5" and going up to 10'-9". The difference in depth will be the extra depth that will be needed to add to the increased footing depth, d, in order to compensate for the additional moment arm. Per the following calcs,the extra depth is 3"—see the calcs on the following sheets. YOUR VISION IS OUR MISSION ::::::::::;:;:::; :::::; r.::cn::::c:c::c:r.::c::r,;;;ccccac:;::r,::c::::;;:;�::::::::::::: :::::::::::;:;> ............i::iii;iii::i: ..., •.•,...,....•.. .... ........... Job:Name:' Proto.IL.Standard ` ' ::.,,::::::::::::::::::::::::: ::::::::izz, caRuso 1215 W.Rio Salado Pkwy. Job'No 13 19 5 8600 B/C _ Sheet No , F22 ii RLEY Suile 200 ...........:.................. . „ ,,,,,,,,,,,,,,, „z:.,..:::::r : Tempe,nz 8s281 B'`€= JAD:a:: :.......:: ::::::: Date: 171'.4 i ii::;:::::::; ........ score a � Yzzzz T:(480)774-1700 ••• S conslilti99 ••••'::::> r. structural F (480)774-1701 engineers Adjacent Slope Detail—trenches and dips for walls over 6'-0" Summary of additional depth required. Adjusted x d T d (in) (in) (in) (in) i36 0 36 3 30 3 36 6 24 6 36 9 12 12 36 15 6 15 36 18 3 17 37 20 Piers for walls over 6'-0" As an alternate to dip footings, a 13"diameter by 5'-0"deep pier can be used. Check T to ensure proper setbacks. Per the above calcs for the trenches and dips, B is adequate for all benches. The equations_are the same for the trench and dips. i� Similar to the trenches and dips above, compare the pier depth for the 6'-8"wall with the regular fence with the wind load starting at 0' and going up to 6'-8"to the deepened 6'-8" wall with the wind load starting at 1'-5" and going up to 8'-1". Only the 6'-8" wall is used as it's the only wall height over 6'-0" that has a pier. Use a pier spacing of 5'-2" for load on pier. Per the following calcs, the extra depth is 5"=see the cales on the following sheets. Summary of additional depth required. Adjusted x d T d (in) (in) (in) (in) 36 0 36 5 30 3 36 8 24 6 36 11 12 12 36 17 6 15 36 20 3 17 37 22 F23 Pole footing:ECilb@C11C�@C�, $ IL Fde;=N1'CBF16=10ROT01=1113EA44-11CALCUL-112013C8-31DETAIL tECE 9, , 111. O ENERCALC,INC.1983 13,Bulld.6.13.8:31,Ver 6.13.8.3' 0.r0r. scoag Description: Adjacent Slope-Trench Depth-Above 6'-Regular Code References. Calculations per IBC 2009 1807.3. CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 GenerallnforniaGon j Pole Footing Shape Circular Footing Diameter.............. 12.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive................. 267.0 pcf Max Passive.................. 3,000.0 psf --_...--...._._._...... _..._...............-...— ——._....._._.....-...---.............._.__..__- Controlling Values Governing Load Combination:+D+W+H ' Lateral Load 0.2361 k Moment 1.102 k-ft NO Ground Surface Restraint sous Pressures at 113 Depth "° �w N .` W �q Actual 338.499 psf P Allowable 339.174 psf !IN Mmrmum Requited Depth 3 875 'ft FwUngDi—ter=ro 7. Footing Base Area 0.785042 Maximum Soil Pressure 0.0 ksf i 'A Ipp e�dLoads.. j Lateral Concentrated Load Lateral Distributed Load Vertical Load D:Dead Load k k/ft k Lr:Roof Live k k/ft k L:Live k k/ft k S:Snow k k/ft k W:Wind k 0.02530 k/ft k E:Earthquake k k/ft k H:Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface ft 9.333 ft BOTTOM of Load above ground surface ft 'Load Combmatlon Results � ryzy Forces Ground Suiface Reqwred Pressure at 1/3 Depth Soil Incxease, n x� � Loatl Combmatwn LoaAs (k) Moments (ft k}. Depth (ft) jpsf) w Allow (psf) Factor_ +D+H 0.000 0.000 0.11 O.0 O.0 1.000 +D+W+H" 0.23E 1.102 3.8E 338.E 339.2 1.000 +D+0.750Lr+0.750L+0.750W+H 0.177 0.82E 3.5C 302.E 303.E 1.000 +0+0.750L+0.750S+0.750W+H 0.177 0.82E 3.5C 302.E 303.E 1.000 +0.60D+W+0.60H 0.23E 1.101 3.8E , 338.E 339.2 1.000 v , 1, F24 � r-fir � � 1Y } '• rt ry• :�, = HR—M LCBF1'6g111-KUI I`-1113EA44 11CALCUL 112013C6 31DETAll�1fECE �PoleFoottng�Embeddedm Soil �� � �� � � _n'r .,, ;,.,. -<,,,� �-� W ,., ENERGQLCINC19832013'�Bmkl:6 13 831,,Ver 613 8 3,,,. - Description-- Adiacenf;Slope-trench Depth-Above 6 Dee-penetl t Code References �� 9' �� '„ -Calculations per IBC 2009 1807•3 CBC;2010 rASCE 7=10 Load Combinations Used'.ASGE_7 � General`lnfoimat►on,� �- ', '� f( � $� ' ;Pole Footing Shape Circular Footing`Diameter.: ... 12 in ;. CalculateWiK Depth for Allowable Pressures No Lateral Restraint at Ground Surface ` Allow Passive ,2670pcfr, Max Passive 3,000 0 psf: t ' Controlling Values 'ems Governing Load Combination-+D+W+H' h Lateral Load 0.2361 k �: 436 , M 1oment , �, kft; ? t'• NO Ground Surface Restraint �,.. a 3 I Pressures at 1/3 Depth ' ' I s Is m N �t t swim' Actual' 348 651 psf + s` ` 1. Allowable ` 349.832 psf �him um,Reguir`ed.Depffi " �x�_ _ :nw..�.. .:tea ,s�3,§z s._, ''a 'sx• -i 3 Foot4V D mein, "Footing-Base Area' � �F � '09218fM2' Maximum Soil Pressure Appl►edLoads' �'� * .k Lateral Concentrated Load : Lateral Distributed Load . ,• Vertical Load F D Dead Load k a kfft } k t Lr:Roof Live, v k . d,'M'k/ft r ; k L Live N, ' k ° k/ft s a k = a S Snows, K $,,loft a. k W.Wind k �k'" i ` 0.02530:k/ft' a. �1 k `k/ft E:Earthquake k`; n a r k ;H Lateral Earth k . + k/ft . A + :.Load distance above 1i TOP of Load above ground'su"rface � "ground surface ft w 10.750 ft ` BOTTOM of Load atiove ground surface's f. . 1 417 ft . } Load C orn bmatioijtMsults WML§07� ='For Gd fce Regwred I Pressure afr113xDepth Soil Inaease Loatl:Combmetron (li) Depth (ft)- Actual (psf) Albw�.(p ,g,F ctor +D+H O. U.000 U 1 0 C '; 0 f° 1000 +D+W� { 0:23E 1 43E , 4 Of 348► 349 t? 1000 +D+0:7,50Lr+0.750L+0 750W+H .0:177 F y. 1:077 3 6 ,'- .„3121 314..1,' 1.000 ` +0+0.750L+0 750S+0.750W+H 0.177 w 1 07► 3 6 312.1 : 3141 1,000 •' -1+O.60DtW+0.60H 023E Y : i + 4 OC 349 P 1 000 .•i 1' �43E 348►aryl F25 Pole Footin Embedded in SOII File=H:1 CBF16.11PROTOI-1113EA44'-11CALCUL-1\2013CB-'31DETAIL-1.ECE g ' ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.3" 0.e0r. Description. Adjacent Slope-Pier Depth-Above 6'-Regular FdodeReferences�� i Calculations per IBC 2009 1807.3, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 i Generallnformation Pole Footing Shape Circular Footing Diameter.............. 13.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive................. 267.0 pcf Max Passive............:..... 3,000.0 psf ----— ----- -- ---- --... —...._.. --......... Controlling Values Governing Load Combination:+D+W+H Lateral Load 0.8734 k Moment 2.911 k-8 i soa s.d... No I.W.1 r.."im NO Ground Surface Restraint Pressures at 1/3 Depth Actual 521.43 psl Allowable 521.62 psf =' �y Minimum Required Depth 5875 ftr:.' I Footing D'¢meO ter=1'-1' Footing Base Area 0.9218ft^2 Maximum Soil Pressure 0.0 ksf i F-AA&- Hed Loads Lateral Concentrated Load Lateral Distributed Load Vertical Load D:Dead Load k k/ft k Lr:Roof Live k Wit k L:Live k Wit k S:Snow k k/ft k W:Wind k 0.1310 k/ft k E:Earthquake k k/ft k H:Lateral Earth k Wit k Load distance above TOP of Load above ground surface ground surfacE ft 6.667 it BOTTOM of Load above ground surface it Load Combination Results Forces@ Ground Surface Required„ Pressure atd/3!)epth Soil Increase ' Load_Combination Loads;(k) Moments-(ft k) Depth-:(ft) Actual-(psf) Allow-(psfl " .factor'- +D+H 0.000 0.000 0.13 0.( 0.( 1.000 +D+W+H 0.873 2.911 5.8E 521.4 521.E 1.000 +D+0.750Lr+0.750L+0.750W+H 0.W 2,184 5.2E 462.2 462.E 1.000 +D-0.750L+0.750S+0.750W+H 0.65E 2.184 5.2E 462.2 462.12 1.000 ' +0.60D+W+0.60H 0.873 2.911 5.8E 521.4 521.E 1.000 1 F26 y to if � e �; F' Fk`L�t CBF1fr]IPROTOIa1113EA44 11'GALCUI 112(113C8 31DETAll,1 K e Pole Footing MEW—demw oil . - F -ate �aZa r ENER6ALC;INC:19832013;BuiId:613 8 3�1,Ver 6513 8.3 aR - , ption Ad acen/ TSlope Pier Depth,-Above 6-Deepened q' Descn �t;Of{e�R@fefenCeS � - � 't' k � ` i , ��' �• ,calculations per.IBG2009 1807:3 CBG201.0;ASCE 7:10 Coacl Combinations Used 'ASCE7-10 k x + �General�InformaGon �� + Pole Footing Shape Circular "k , M j Footing'Diameter.. 4., 130'in` Calculate Min Depth for Allowable,Pressures . No Lateral Restraint at Ground Surface s Allow,Passive 267:O:pcf ,Max Passive. 3,000.0 psf i Controlling Values- " , 'Govemirig-Load Combinationh , Lateralload Moment ; • 74 148 k ft fx ��, Sou Surtace No Lateral restratlll f �)� t, NO,Ground Surface Restraint; r Pressures at 1/3 Depth " •' _ Actual 553.616 psf r ti ,N :. -Allowable ,,' 554.97 psf •_� �' ,� _ .�. x •, r s � ' � � p. Minimum Required Depth 6 250 ft s �. Feeling DwO to Footing Base Area ' 0 9218 ft^2 , Maximum Soil Pressure 0.0 ksf * "` g AppbedaLroads „f ~. Lateral Concentrated load 'Late Distributed Load w Vertical Load r. D Dead Load k ' k/ft ' r Lr Roof Live + : k k , L Live:'' k w fk/ft' £ k S.,Snow k r 'k/k` 'r r s, k W:Wind 'k 0 1310 k E Earthquake $ k/ft k r a H Lateral Earth 4 .4 k ` k^ , Load distance above TOP of Load above ground surface - ;y ground surface t8083 ft BOTTOM of'_Load above ground surface k t v:. 1417'8 jj gad.CombinationIResults. �. �f tf. SO r, Forces @ Ground£Surface Required Pressure at /3kDePth Sa b�bon; L Me =(ftk�)t ' (ft) Actuak (psf), Allowwtpcto ; ' ' O.000 r ;} O'000 ? 01 O C #- O C 1.000 , +D �. 0: ,t�q . 62r 553�1 555C+W+H T 414 1 000 • +D40.750U+0 750Lt0 750W+H � , 0.655i s 7 3111 " ' 5 6 492/,a 493.0 1.000 D+O:'750L+0 750S+0 750W+H t 0 65El 3:111 5 6 492 i 493 c 1.000' x ` +0 60D+Wa0 60H w r 0.8T 4:14A 6 2° 553 r 555.0 " 1.000 31, ,. Y ' - YOUR VISION IS OUR MISSION - - zir;t z z z z z z t z z z t z .. i i; :ici icz;c ci ?i ^i:i •JotiName': ::P�oto II'$tandard a € ' CARUSO 121s W.Rio Salado Plcwy.. Job;No; 13 115 8600 B/C Sheet No;;;; F27 < : a • . TURLEY Suite 200 14i _ SCOTT Tempe,AZ 85281 t ' By JAD t= z Date }: / consult T.(480)774-1700 „Y,}., structural ing F.(480)774-1701 K engineers - wr - �. • z. Adjacent Slope Detail—pilasters - 'For pilasters on a slope; place the.pilaster mon a' 12" thick pier' cap and calculate'the' depth necessary fora 13"diameter pier to take the seismic load..This pier:depth will be.used as a`basis . y and then have the depth adjusted per the above piercalcs for walls over 6'-0". y# x:,t "" P= 853 lbs Seismic load pei• sheet P3: H=(2/3)*8' = 5.33'- r r Pier depth= 6.625"' 1'•'5.625%' i Use 5'-8"deep pier from the bottom of 12" , thick settmkpad. Y.. , • 13"DIA:. It r1 ,., .. � �.'• 1?. r s -`a fig}. r,• r � - al .. `. -, ,. .�}^ 4' a� s rtl f� S, + • iy � "' }" y, . _ fit' lµt. ,.r I IL 41, 7. F. "( �. F28 . �' ° axn3� File="f LCnf16=`11PROT01=1113EA44"11C4LCUL.112013C&31DETAlI 1 ECE 4 PoleEgot ng Ellnbeddedm Soil �<ilr �, � s,,• ENERCALC�INC 1983 13 BUi :613 8.31�V�6.13.8.30 Description Adjacent Slope,.Pilaster PlerDeptlS Code,References, • .Calculations per IBC 2009.1807:3, CBC{2010,"ASCE 7 10 Load'Combinations Used':ASCE>7-10'" ri Pole Footing Shape r Circular 1t , a Footirig Diameter. ' 12.0 In ° Calculate.Mln.Depth'forAllowable Pressures No Lateral Restraint at Ground Surface r r ` ' Allow P6Sslve <267 0 pcf Max'Passive . -- -' 7I .r w•• R A S a a r ' 'Controlling Values Governing,Load t:Ombination.'+D+&H Soil Siaface No lateral restrairC - Lateral Load 0.8530 k Moment, 4.549 k-ft: T t NO Ground Surface Restraint { Pressures-at 1l3 Depth �• " Actual 57914 psf, z Allowable ,, �580 24 psf ��, �' P _ S } k 1 S � tdlrnrum Requ1 ed Depth 6 625IftME Footing Base Area. � i� 0.7854 ft^2 r I •Maximum'Soil Pressure t 0.0 ksf " ' ' t " '^ F°°°�a to '-0 =; k Appl►ed�Loads � - - - ' �` Lateral Concentrated Load r Lateral Distributid C'adl Vertical Load'' D Dead Load k -Wit k Lr RoofLive k klft }� k' L' Live S Snow a k , �1f k/ft ,� ti k W:Wind k " .Oftx t k E:Earthquake 0 8530 k Lateral Earth •' ° Rr,k/ft ' ° Y k H '{ Load distahce above TOP of Load`above ground surface -diound,surfacE 5,333ft'- , r: xft BOTTOM ofl oad above ground surface -oadzCombination Results "ft { �� " ssur e f Forces Groun d>Surface RegwredongPree at 1l3 Depth; Soil Inaeas_ ; v, woad Combmatwn " ._, Lo ds {k,) Montsft kj:^ �Oe �rt� = Ac ,aias� Albwta� " Facmr +D+HO.000 O:000$ 01 {` 0( :0 C 1 000, c 579 1 r 580 1 000.+D+E+H 0;85 454 6 6. +D+0.750L+0.750S+0.750E+H Wµ 0:"64C 3°41� 5.8E 5161 ` 516.E ., 1.000 e R +0 600 +0 60H 0.85' 4.54c 6 6 579 1 580' 1 000 R ; V1 #, : J. 1� ,• -. t , `1 *l �� F2:9 eBRIDGE DESIGN SPECIFICATIONS •A-uGUST 2003 �Ll/tJQ/LS - Earth Pressure,Water Pressure a 5.6.4 Structure Dimensions and External 5.6.3 a s P ssur and Surcharge Loadings Stability Lateral earth pressure loading on rigid gravity and semi-gravity retaining walls is a function of the type and Gravity and semi-gravity walls shall beproportioned j. condition of soil backfill,the slope of the ground surface to ensure stability,against possible failure modes by surface behind the wall,the friction between the wall and satisfying the following stability criteria: soil,and the ability ofthe wal Ito translate or rotate about �—� its base. For walls with footing keys of depth,Dk,which • Sliding-Factor of safety,FS,, >_1.5 is greater than the distance,Bk from the back face of the footing keytothebac ace or heel ofthe wall footing,the • Overturning-Maximum eccentricity of the result lateral earth pressure Ioa ing sha 1 extend to the level of ant force acting on footing base the bottom oTihe footing ey. e eerTo' is es j'r5--- B n7 5.5 or determmation of appropriate design lateral Wall footing on soil, e,,,.!— earth pressures. 6 B Wall footing on rock, e"No vertical wall structure shall be designed for less 4 than an equivalent fluid with a unit weight of 36 pounds Bearing capacity- per cubic foot, except that the maximum foundation W all footing on soil,FS>_3.0'see Article 4:4:7 pressure or maximum pile reactions acting on the heels of wall footings shall be determined by using an equivalent.- Wall footing on rock;FS z 3.0 seeArficle4.4.8 fluid with a unit weight of 27 pounds per cubic.foot. In developing the total design laterzl pressures,the 5.6.4.1 Sliding Stability lateral pressure due to traffic,permanent point and line surcharge loads,backfill compaction,or other types of In the determination of the,FSSL,the effect ofpassive surcharge loads shall be added to the design lateral earth lateral earth pressure resistance in front of a wa11 footing pressure.Refer to Article 5.5.5.10 for the determination or a wall footing key shall only be considered when of design lateral pressures due to surcharge loads. competent soil or rock exists which will not be''removed or eroded during the structure life. Not more than 50 The resistance due to passive lateral earth pressure in percent of the available passive lateral earth'pressure frontof the wall shall beneglectedunlessthewall extends shall be considered in determining the,FSsL. well below the depth of frost penetration,scour or other types of disturbance. Development of passive lateral Refer to Figure 5.6.4.1-1 for procedures to deter- earth pressure in the soil in front of a rigid wall requires mine the factor of safety against sliding. For wall an outward rotation of the wall about"its toe or other footings with a footing key,both horizontal and movement of the wall into the soil. The magnitude of inclined sliding planes should be considered to ' movement required to mobilize passive pressure is a determine the minimum factor of safety against function ofthesoil type and condition in front ofthe wall sliding. For wallswihslopin19footingsprocedures as defined in Table C5.5.1-1. similar to those sho in Fig re 5.6.4.1-1 should be used to determine th factor f safety against sliding. The provisions of Article 5.5.3 shall apply. When groundwater levels may exist above the bottom t tt of wall footing elevation,consideration shall be given to the installation of a drainage blanket and piping at the T' wall excavation face to intercept the groundwater before } it saturates the wall backfill. = 1 In general, all wall designs should provide for the tlhorough drainage of the back-filling material. SEcftoN 5 RuTAW1 WALLS 5-47 • .. i � f• * r��,R _ Y'�� .� f s. w - .r F-f � .r`` t � • e � F. �� �� � • f�� , _i •F. 1- `Y•�y _ f n � '3` .. t y�l �, �'w ' � APP_ ENDIX ,,_ �. � i. 4, ,< - ,^`� r��,f ' 3 .y '- . '.T� � r ,, ., n �, - .r. ' Al ; Job No: 08 7115-6100 ` Ref Job 08-1,115-5709 ' q APPENDIX B (REVIEW OF PROTO 11 ` WALL PANEL CAPACITY i _ y ` Updated November 3,2008. Appendix B,Pg 1 ` June 6,-2008 ' Mr..Richard Campbell Royce Walls of Phoenix 5612 West Bethany Home Road 'Glendale; Arizona 85301 RE: ^Review of Proto II Wall Panel Capacity P tY CTS Job No.: 08-115-5709 Dear Mr. Campbell, Please find the testing procedure,you requested outlined below: Overview: it is. our understanding that Royce walls is interested in increasing the-, allowable rod spacing in the Proto II Wall panels by treating the panels as a tested assembly and evaluate the panels per.IBC 06' Section 104.11, Alternate matedals,.design and methods of construction and-equipment. To achieve this Caruso Turley and Scott (CTS) has developed a test procedure-that will load the wall to a point.were the..wall will take no more additional load (ultimate load).' Based on the ultimate capacity determined from this testing and an = appropriate load factor(y) and capacity reduction factor O-will be applied and a service,load moment will be determined. To provide a significant sample set,'twelve tests shall be conducted. The tests, are.designed to determine the overall',ultimate capacity, 'and determine if a larger rod spacing than current calculational models provide is available.' To accomplish this, rods were spaced so the yield of the steel,rods would control the.design, i.e. rods spaced relatively far apart: This spacing is similar to the spacing previously used under the 1997 UBC and the 2001.CBC. The test wall panel length ,that. was chosen to achieve an approximate symmetric rod layout based.,on the criteria stated above: Twelve wall panels with this configuration were built to'ensure reproducibility of the results. Test Setup: The wall panels are to be-built based on current`field practices and in accordance with the details supplied in SK1 to SK12. All materials shall be in compliance with the General Structural Notes. During the construction, Western Technologies shall be,called out to inspect ';and verify the placement of the'steel,in the foundations,,the foundation width I and depth, and•the- tensioning of the,post tension rod per the attached SK's. Photographic evidence of rod spacing and placement, foundation depths and •widths and embedment depth.of the tension rods into the footing shall be i recorded by Wester Technologies and.suppliedto CTS in a sealed report. I Once,the walls-have been built and tensioned they'shall be let stand for a minimum of Tdays before.the.walls may be tested.; Prior to the test, Wester € 1 1 3 Proto II Wall Panel Testing Appendix B,"Page 2 February 14,2008 (updated Nov. 3; 2008) : ` Page 2 ' CTS project number 08-115-5709 Technologies shall record any wall distress and overall`condition ofjthe walls -' and proper torque has been applied to the wall as shown in Sl<7:• All materials used in test shall have the certifications provided as follows: A1. Mix designs for concrete. - a. 28-day break test(4 samples minimum) - 2. Blocki strength,certification sheets from manufacturer. } 3. Post tension rod certifications 4. Bearing plate certifications . 5. .Direct Tension Indicator Certifications,- Test Procedure: ' To test the walls; a wood girt is placed at a specified height near the top of the wall. 'A cable assembly is attached to the-girt. The'cable is then attached to a , load cell with a come-a-long placed between the load cell and a dead weight. 3 Using the assembly noted above, the walls will then be incrementally loaded ' stepping the loads (as close as possible)to the1oading shown in the attached S1<3. After each load is applied and allowed to stabilize for approximately 30 seconds the following data-shall be noted: f 1. ,The deflection at the top of the wall,at each end of the wall a and the,center of the wall. !, j 2. The condition of the bearing plate and tfie measured - deflection of the bearing plate: 3. . The condition of the masonry beneath the plate. " i 4: ,The overall condition of the wall, any signs of distress shall. be noted. i The walls shall be loaded until failure of the masonry occurs or the walls do not l have the,capacity-to take any additional load, t r 1 Test Result Interpretation: Vltimate,wall load will be determined when the wall will not take-any more load. Calculations (to be modified as required after testing occurs): The test data will be analyzed to determine an average tested value. ,'Using this average value,a nominal moment capacities for six-inch thick Proto II • walls (where steel,govems design),will be determined. . � r Proto 11a1Nalf Panel Testing '` Appendix B, Page 3 - s. i February 14,2008(updated Nov.3;:2008)'_ -t `` Page 3 CTS project number 08-115-5709 , ' Using•th6lest data and statistic noted above, wall'designs would assume a 1.6 load factor for wind which,is'consistent with ASCE 7 section-2.3.2 and a - + strength reduction factor of 08 for•post tensioned masonry,wh'ieh is consistent with.ACI 530 section4.4.3.2. ' ' Observations and Conclusions: E t ; y Based on over twenty.-five years of previous experience with the wall system it Was expected-that the,wallswould show,.residual capacity that was not utilized ' in design.•°Rigorous wall testing has proven this to be true.'The panels'`have shown residual capacity,`repeatability'and ductility. ' `Out of;the series of,twelve wall tests the ultimate capacity of.the wall panels a ranged from 1150 pounds to 1350 pounds with, an 80-pound standard deviation. The relatively ,small range of data shows consistency and • repeatability iri the walls performance. All.tests showed ductile failures and all,p walls were still"standing after the''final loads were removed. Based on''the test -data recorded 'and -the average capacity, the wall ! b assemblies'capacity was determined. Using this methodology,for a 6'0"at 85 ' ^ mph Exposure>C, the°overall,systems efficiency has been.increased by 28%� and still achieves a large safety factor, See'Pages 4-5 for.summary of test * N results..•. Y Please"feel free to contact.us with any questions or mments. i ES / Uf S Respectfully, PT Sp ti S 4055 ' R - ui .�•t la9•�.� I r srRucN�P ' s rQOFCAI�F�� l� q�OFCA��E�� .O E ' Mike'•Farmec,`RE ;Chris.Atkinson,"SE,Principal Project Engineer Caruso Turley Scott, Inc. ` 17 "16�Onriew rod 4'8° 4Wddod =28°/ spadn0= o i Appendix B,Pg 3B Pg 3B 6 Proto II Wall Test Capacity Were Steel Job No.08 115 57os Governs Design Based Based on Average To determine the rod capacity from the test results,use the average test value of: 1225 Ibs(ultimate load P for assembly) Convert Pn to allowable load per rod,4�P /number of Rods in Test 490: Ibs 0.8 (per ACI Section 4.4.3.2) , No.of Rods in Test= 2 Allowable Moment From Test=Applied Load Height x 4)P = 2940 ft-lbs Applied Load Height= 6 ft(see test worksheet)' , For 85 mph Exp C,Wind Load= 14.1' psf(see sheet W1 of Calc package) Determine Rod Spacing Based on Allowable Moment Capacity of Rod and Wall,Moments: ' Soil over Footing= 2 inches Factored PT Arbitrary Wall Wind Wind Rod Rod Height Load**** Moment* Spacing** Spacing**'`" [ft] [Ib/ft] [ft-lb/ft] [ft] [ft] 4.67 63.5 245.3 11.98 8.00 5.33 72.9 320.5 9.17 8.00 6.00 82.3 405.8 7.25 6.00 ,. 6.67 91.7 501.0 5.9 6.00 (6-5.9)/6 x 100=2%okay. ' Soil over footing will vary between 2-6"Due to Grading *Factored Wind Moment=1.6 x Wind Load x Wall Height/2 (Load Factor comes from ASCE 7-05,Section 2.3 ' `*PT Rod Spacing=Allowable Moment from Test/Factored Wind Moment **`Arbitrary Rod Spacing 8'0"max,or.8"module ' **Assumes 2"of Soil over Footing ' 1 Proto 11 Wall Panel Testing Page 4 ' ,. ' February•14,2008 CTS project riumber.08-115=5709` ' • �+, r,i- — Y'a� 3� ct 9 i ..,3 x a�.-�4y -.ram �'Y.f^ �Sa 'r+ �a• a , '' .. } 3 f' ' , add,,' ' r .. . h- •i y } t •. •,_r'. y„ r �. � ...a .. �• [a.Y c ry APPENDIXt �' �. a w.,: +,.. ♦` .! Proto II Wall Panel Testing Page s. February 14,2008 ' CTS project number 08-115-5709 � f tow 4'1- 't y � 4 f -N= I Y ? � Figure 1. Partial View of Wall Test Site,Panels 2-7 , t � a Figure 2. Panel 4 Prior to testing oo r ..age,PP a Te P6 st _ a *' .February 14;2008' " iy" M •. CTS_ 'ro•ect number 08=115=5709 P 1 *.� Y t C( i � s sq 1 c F Figure 3 r Panel 4 at Ult6ate Load` t ' i " i Figure 4 Wall Tensioning Apparatus ¢ 1 Y • d i{A �1 U J I / • r n L. t � .. � ' , .,�i• �' fit+ +> _ \ i. Proto;ll Wall Paneljesting: - + �' Page T. ` • February 14;2008 CTS project number 08-115-5709 a .. 07 , a - [ ,� '.'#` �� "� �SVa♦" t gas ,�.0 . . '' ' ' ai'S rkw F: Figure 5 Tension Gauge o 4 1 .�N�r r'• U x . k. - t - S F4 tr •F . QA •+ f Y +�w� !� �. at S +. may. < •a .� S4 rr ^�. �{�,.� � `��• • 4 - � *A• .. reef, - ,.. �+ ' ~*. ♦ r7sn � �'' � �' E` 'l 1; '� Y�tV •! .t � ... + _ .c - G•Qi -'•, _ r� 3r Try +'. :� ., r+' + + * u rod- .{ 1 W- 4�.* q F'i♦ r. ��..A � .7 QQ U�v $$ }s �� a WO�'ZOlO2ld'MMM g o r S� MEW s"'LsAs Trm NI'OIOUd 33o e 8sg i III r c' �R ii fl 99 Q via ilk t � ' � C � �E �•Q g apt � f € .If pcl a s bia is x � F t K: .• r ra+te' g �i,■"Y Q�6! fit ; .3► Q a�r� g s � „�°g� ' 'G: Cg Qe �e flip oil Psy�n� g Big e tlr°g �Z —11 6 1 Q'MI QQ �Yi .�.� a1401. z O . ' NXIIa< pill OL 169 MIT @r ! tl��kOM 57 y }Appendix B,Pg 8A Pg 8A a Analysis of . Job Number 08-115-5709 Raw.Test Data f RAW DATA TEST SUMMARY NORMALITYtTEST Ultimate Ultimate Load- Rank (R-.5yN, Z-Score -12 95.8% `i 1.73 , Test Number Load Avg.Ult Load 3 20.8% , -0.81 1 1150 -75 3 20.8% 1 -0.81 2 1150 -75 3 20.8%0 -0.81 3 1150 -75 ' ` 4 1350 "' 125 10.5 83.3%i,� 0.97 o - 5 1325 100 4 10.5 83.3% ;6 •0.97 6 1325 100 7.5 58.3% 0.21 ' 7 1250,': 25 3 20.8% o -0.81 8 1150 -75 9 70.8% F 0.55 9 1275 50 6 45.8% -0.10 10 1175 -50 7.5 58.3% 0.21 11 1250 25 3 20.8% -0.81 1 , 12, 1150 -75 Min Ib 1150 Max[Ibfl 1350 Average Ibs 1225 ' Median Obs] 1213 Delta%Average vs Median 1.02% Std Dev Ibs 79.8.-r7 Or ' to Sorted Data .. . Ultimate ' Test Number Load { , 1 1150 2 1150 3 1150 T ' 8 1150 l , - 12 1150 :1 10 1175 jr 7,- 1250 11 1250 ' 9 1275 . . 5 1325 6, 1325 i • - 4 - 1350 - r. , .Y _....u'.•n..�.....-..�'...-....�...-..�.rn�.. s,.w�'..rl.w�aY'�4�: :vi'is�:1v'Zvi"v_=...�C'si�"u':u':Y�i',K+.�ie1�13('(_ Job No.08-115.5709. Test 1 Analysis Test Date:7-1-08 Sheet Observer. JAD Test Nurnber: 1 Applied Load Height: ;8$i� ft Wag Panel Length(fti: From PDS,Required Rod Capacity: 1 i000,act tNbs per Rod ' No:Rods in Panel: - 2C •Height Deflection to.be massured at(in)- 8Q* Tay Load to Wall Frvm P0a ra z 90 ', ='ms used to determine P 1 "2 2:. ( Proposed Load to Wall from Moment per Rod: �21,9 ft-lbs/rodr From Test Data Pre-Test Calculations I Calculated Deflections Percent Proposed Actual .Panel DeOec. Panel Deflect Panel Deflect. Bearing Deformation of Mas - Moment. Moment Equiv. Expected Actual Momem Top Top of Calculated Load Wall Top Top Top Right Plate Below Bearing i To Wag Per Foot Vert.Dist Deflection Appbd Man. P.Rod Left Top Right Capacity o Wall jib 'Loadjib) End' In Mddle' In End'in Defledlon Plate /N Wag Notes/Observations . tt Ib ft-lb/it] Load in [s•bm] fl4tvroa End in Middle End 0% 0 Or 6.750 6.500 6.316 0 N. Start Time- 7:40 0' 0.` 0, 0.00 0 0 O.DDB 0.000 0.000 ` 33% 300 . 300 6.750 6.500 6.376 0 N 1800 225 12.5 -0.02 225 No 0.000 0.000 0.000 44%, 400 400 6.750 6.500 8.375 0 N 2400 300 16.7 -0.14 30D .1200 0.000 0.000 0.000 y 55% 500 500 6.750 6.500 6.375 0 N 3000 375r 20.8 -0.36 375 1500 0.000 0.000 0.000 87% 000 °_ 600 6.756 6.500 ' 8.375 0 ` N t 3600 ; 450 26.`0 -0.57 450 1600= 0.000 0.000 0:000 72% 650 700 6.750 6.500 6.375. D N 39W 488 27.1 -0.68 525' 2100 0.000 0.000 0.000 A 78% 700 775 6.750 8.500 6.375- 0 N 4200 525 29.2' -0.79 581 2325 0.000 0.000 0.000 83% 750 ::' 6Y5 6.506 6.375 8.1251 0 N 4500 563" 31.3 -0.90 819' 2475, -0.250 -0.125 -0.250 89% 800 875� 6.375 6.250 6.125 0 N 48DO 600 33.3 -1.01 656 --2625 -0.375 -0.250 -0.2W 94%• $50 900 8.250 :6A25 6.000 0 N 5100 638 35.4• . --1.12. 675 2700 -0.500 -0.375 -0.375 97% 875 925. 8.125 6.D00 5.875 `0 N. 5250 658 38.5 1.17 894 2775• -0.625 -0.500 -0.500 100% 9D0 950 6.000, 5.875 5.750 0 N • 5400 675 37.5 -1.23. 713 2850 -0:750 -0.626 -0.825' 103% 925 980, 5.875 5.625 5.625 0 . N 5550 894 38.5 1.28 735 2940 -0.875 -0.875 -0.750 105% 950 1000 525-0 5.625 5.500 0 N' 5700 713 39.'6' -1.34 750 3000 -1.000 -0.675 -0.875 108%: 975 - 1025 5.500 -5.376 5.250 0 N 5850 731 40.6 -1.39 769 3075 .-1,250 -1.125 A.125 116% lo50 - 1050' 5.375 5.250' 5.125 0 N 6300 786 43.8. 1.58 788 3150 1.375 -1.259 -1.250 y 122% 1100} 1100 5.D00` 4.875 4.750 0 N >8800 "825 45.8 -1.87 825' 3300 -1.750 r-1.625 -1.625 End me- 0, o relaxation after. - holding for 2 min at 1150 Ibs,Wag not r. .'127% 1150 1150 4.750. 4.625 4.500 0 N pWedtofailure. -6900 863 47.9, -1.77 '863 3450 -2.000 '-1.875 -1.875 ..._._.._._�..._._..,._._:..:...._�._....-...,...,_.........-.:....,..,:...,>.,.,..�.u,.�,n......-.K..e.xw:..,m.�u.�u::sawe:x..�,o.wo:averea'.!::wrt:::aw_:at+•.'.6:�s..:as;:x�lv.i: .....:a... .. .... -G...�suiY.ixd�.c•n;.m•{:aftli-No-acvi.�ha5-':efc+Yti)'ist�:tBuaG'ariwmvi.'ui�ti3:a}r-S Load vs. Deflection for Job Number: 08-115-5709 Test 1 1200 1000 ,..,w 800 0 600 _400, 200 � . 0.625 -1.625 2.625- -3.625 -4.625 • -5.625 Deflection (in) -+-Top of Wall.Mid-Ht:Deflection "-s`rs�nrr,,,•c ,� �r�.r. nzx�.wn�c ".�.-a.'�.'.:."^ ^""s` `.'""•�M.....--�--•_--�.._�..._— _. moil, .a;;:.;�'s:::':i [a�fiY�caJ�o:�L'u'i�•v�S;.ac�e:r M�.�.;..".s�n:�ti.ia. _.. _ m. _ ..e..0 ' u,au Job No.08 11ss7o9 Test 2 Analysis Test Date:7-1-08 Sheet ,. , .Observer: JAD Test Number: 2. Applied Load Height ft Wall Panel Length(I'll: r$�:': ''3i From PDS,Required Rod CapaGry: 13b00 j%tUlbs per Rod - No.Rods in PanelDettectlon to be measured at(in)= f) °89 Total Load m wan Fran Pos rr 2.0 8 t z Ibs(used to determine Proposed Load to Wall from%) ' Moment per Rod: 114bs/rod _ r r From Test Data , Pre-Test Calculations Calculated Deflections Percent Proposed Actual Panel Deflec. Panel Deflect. Panel Deflect. Bearing, Deformation of MasR Moment Moment Equiv. Expected npuat T momern Top Top of Calculated •Load Wall 'Top Top Top Right Plate Below Bearing To Wall Per Foot Vert.Dist Deflection aaor.d w.. Per Rod Left Top Right ' Capacity To.Wall IW Load b ' End' Middle' End'[inf Deflection In Plate IN Wall Notes/Observations Rab .R-Ib/R Load -,On),- inmm( edNrod End in Middle End 0%- 0 0 7.260 7-375 7.250 0 _ N Start Time- 7:56 '" 0 0 0.0 0.000 0 0 0.000 0.000 0.000 33% 300 '300 7.250 7.375 7.250 0 N, 1800 225 12.5. =-0.017 225 r 900 1,0.000 0.000 0.000 44% 400 '400 7.250 7.376 7.250 0 N 2400 300 16.7. •0.138 300 1200 O:DOD, 0.DD0 1 0.000 55%. 5DO 5DO 7.250 7.375 7.250 0 N 3000 375 .20.8 -0.356 375 1500• •0.000 0.000 0.000 Ij 674 a•800 800 7.250 7.375 27.250. 0 - .N,. _ - - 3000 `450' ' „'25.0 -0.574 450•. .ia00 `o.000 0.000: 0.000 72% 850 650 7.250 7.375 V 7.250 - "a 0 N 3900 1,488 27.1. -0.683 487.5 1950 0.D00. 0.000 O.ODO 78% 70D 700 , `7250:". 7.376 7.250 0 N - 1 4200 525 - -29.2 -0.792 525 2100 1 0.000 0.000 1 0.000 4500 .563 31.3 0.902 582.5'1 .2250 0.125 -0.250 -0.125 83% 750 750 7.125` 7.125 7.125 0 N 89% 800 800 7.126 7.125. t ,7.125' 0 N ' • 4600 fi00 33.3 -1.011 BOD 112400 -0.125 4250 -0.125 04% - 850 850 I 8.876 .i 6.875 6.675 0 N - •5100 e38 35.4'"' -1.120` 637.5' 25W -0.375 -0.500 -0.375 97% -875 900 ^ 6.82&� 6.825 6.625 +. 0 N ' = 5250 655 36:5 °i.174 875 2700 .-0.825 ,-0:750 -0.625 100% 900 826 6.250 6.500. 6.375 0 N _ 5400 875 37.5 11 229: 893.75 2775 1.000 1 -0.675 -0.875 i 103% 925 950• 8.126 8.250` 6.126 0 N 5550 694 38.5 -1.283 712.5 2850 1.125 -1.125 -1:125 _105% 950. 975 4 5.875 6.000 5-875 *0 N 5700 713 39.6 -1 -1.338. '731.25 2925 -1.375 -1.375 -1.375 108% 975 1000 5.628 5.625 5.625 0 N 6850 731 40.6 1.393 750 3000 1,625 -1.750 -1325 116%, R'1650 1050 5.250 5.375 1 5.250 0 N 6300 '788 43.8 1:556 '787.5 3150' -2.000 -2.000 -2.000 122%- 1100• 1100 4.626% 4.750 4.625'. 0 N " 6600 825 46.8 -1.605 825 . 3300 -2.625 2.625-H26.25End Time-8:06,No'reluMion after holding for 2 minal 1150Ihs,Wall not 127% 1150• 1150 3.875 4.000 ;3.875 0 N pulled to failure. 6900 863 47.9 -1.774 862.5 3450 3.375 v .,..,n...,-..-..........�w....�.-w..�.�.......a..w...w..._v.n...•:vine..a.c..a�w..aa.::u.wuxwwavi..'.ur'..'.�.�+rtwb.':c..:,ec.-•-�.-..•y�yypyp•�•.w�.-.••.a....vY�w.£:tii.'e�iCmivi%r'ia;#•al:4�iti'3iJw%v.d•L �`aw..-r.L,. 7.K+et '".��2.. � Load vs. Deflection For Test 2 Job Number: 08-115-5709 i 1200 1000 �. . t r� • N . R 03 600 400 0 . -.. - 0:625 -2:625 R_ - - 3.625 J -4 625 5.625 Deflection (in) . tTop of Wall Mid-Ht Deflection U -'.�uar.�s .t.�eW��:2.-�'.:WL'u��C.vaC�.'rwiu�l.h+.es�u"u'u'}t�9Hi.�.ile�;�..:w^�L✓ia0:.�'_stir::+Sii�:a.n1::�_:.4.:tiE.�n:��luc�S,:P..ti..�_�,;,,..=��• Job No.08-115.5709- rt Test 3 Test Date:7-1-08 Observer: JAD' i Test Number: 3 y Applied Load H ight:e '`.0" ft Wall Panel Length[ft[: f 9 i":r" From PDS,Required Rod Capacity:c q , 131100 ftAbs per Rod No.Rods In Panel: }2 HetpM Denecuon to be measured et(in)- l: Totes Load to Well Flom PDe br 20 9 Ibs(used to determine Proposed Load to Wall from% -I5slrod Moment per Rod:', x�2�05 .ft 1 From Test Data a Pre-Test Calculations Calculated Deflections" Percent Proposed ActuWag Panel Deftec. Panel Deflect. Panel Deflect Bearing Deformation ri N1as Moment Moment Equiv. Expected Actual Moment Top Top of Capacity Load - Wag Top Top Top;RghF Plate Below Bearing' To Wall Per Foot Vert.Dist Deflection Aooftd Mom. P.Red Left Top Right Capacity o Wall[lb -Load Ib End' In Middle'In End' n Deflectlon in Plate RJ Wall Notes 1 Observations 4b) [ft-lb I ft Load n I&Ibq fl4h/md End In Middle 'Fad a 0% 0 0 7.875' 7.500 7.125 0 N Start Time- 8:12 0 0 0 0.00 0 01 0.000 0.000 0.000 33% 300 300 7.675 7.5oo 7.125 '± 0 N - _ 1800 225 12.5 -0.02 225 -"'900 0.000 0.0D0 0.000 44% 400 400 1 7.875 7.500 7.125 0 N 2400 300 16.7 -0.13 300 1200 0.000 0.OD0 0.000 ` 55% 500 500 7.875 7.500' 7.125 0 N 3000 075 20.8 0.35 375 1500 0.000 '0.000` 0.000 r= . ,..r6W 606 7.875 7.500 7125': 0. N :s 3600. - 450 . 25.0 -0.56 450 , 1800 0.000'' 0.000 0.000 � .• , 72% 650 725 7.875 7.500 7.125 0 t 3900' 488 27.1 -0.88 1 543.75 2175 0.000-t 0.000 0.000 76% `700 775 7.750 7.375 J.000 -0- r N 4200 525 29.2. ' -0.77 581.25 2325 0.125- .0.125 -0.125 83% 750 • 800. F7 750 7.375 7.000 0 N 4500 563 31.3' -0.88 ODD 2400 1 -0.125 -0.125 -0.125 89% 800 850 "7625', 7.250 ,6.875• �..'01• •N 4800 800 - 33.3 -0.98 637.5 2550 --0.250 -0.250 -0.250 t • i , 94% . '' 850 '900 7.250 7.000 6.625 0 N 5100 638 35.4 .-1.09 675 27DO -0.825 -0.500 -0.500 + 97% 875 " 925 -°7.125. 6.750 6.500 0 _ N 5250 - 656 36.5 1.14 693.75 2775 0.750 =0.750 '-0:825 100% 900 950 7.D00 8.825 6.250 0 N 5400 875 37.5 1.19 712.5 2850 -0.875 1 -0.875 -0.875 ~103% 925 975 8,875 0.500 -6.125 0 N 5550 694 38.5 -1.25 731.25 2925 1.000 -1.000 -1.000 s r 105% 950.': 1000 6.750 8.375 6.000 0 N'` + 5700 713 39.8 -1.30 750 30DO 1,125 -1.125''-1.125 108% 975 1050 6.375 6.000, 5.750- 0. N 5850 731, 40.6 -1.35 .787.5 3150 1.5W -1.500 -1.375 i 1 116% 1 1050 • 1100 8.0D0 5.025'' 5.250 0 _ N . 8300 786 43.8 1.51 825 3300' -1.875 1-1.875 1-1.875 End TrM-8- . ,No,re axe on after holding for 2 min at 1150 Ills,Wall not 122% 1100 1150 5.675 5.25D 5.825 0 N pulled toiaiNro. 8600 825 45.8 1.82 862.5• 3450 -2.000 -2:250' -1.500- ,stm.c:_Y:.a.•...:%-.Fa.� ..Jr.+lafi�.(r.;�y:l•kY:.a.i:::,S.,.w..,..c..'.]i:s/Sr dh ,-•.••YAa.iC..'vail.',f.e.4a..:� .,is:47vw...dee�st.�.0.ecAii�",eL-r .w....-.a� -ti.��•.'. a+'•.tisdGta::iur�'��.:rl'n'.rrw...,e.tw-�aa;.-v:':iscu.+.lzzib.xw.ny�iak:'smi.'.r+•:%i::,+::;tii'Eiew�...-.....•s+uw.ci..`w.an.".�ilu.�3«e'.r�:.iae.Nt�a�i'afi�"L..5-r':i:.�3G:.'ti Load vs. Deflection for Test 3 Job Number: 08=115-5709 1350 - 1150 IAI 950 V 550 . .. s • ,. � .. 1. L 350 150 4 ' -50 ' `-1.62 " -2 625� .. - 3.625 .. '-4.625 -5.625. Deflection (in) —+-Top of Wall Mid-Ht Deflection - L i� iiii■iii it � ;!A � iw � � �� . it � � �s � � � �lir- ar Job No;0e-115.5709 Test 4 Test Date:7-1-08 Field Worksheet `' - Observer: JAD Test Number-: 4 r Applied Load Height::; ;9;• ,jfl Wall Panel Length[ftl: RECORD READINGS AFTER 30SEC. No.Rods in Panel: 2:; •Height Deflection to be meeeured at(in)= .... r... Moment per Rod: 2165 8-Ibs/rod From Test Data Calculated Deflections Proposed Actual Panel floc, Panel Deflect. Pan at Deflect. : Bearing Deformation of Mas a -nauei tHanent ' Top r Top .� Load � Wall Top Top Top 121gh1 Plate Below Bearlrtg 4. _ Applied Main. Right P.eaa Left Top • ' To Wall fib] Load Jib] End' In Middle'In End* In Deflection in Ptate 1N Wall Notes!Observations (fl-tynl P.Raaft�wad End In Top End r' 0 0 6.625 6.750 6.750 0 N Start Time- 8:27 0 0 0.000 0.000 0,000 + e 300 300 .6.625 6.750 6.760 `` 0• N A 225' t 900 0.000 0.000 0.000 • 4. _ 400 400 A.625, 0.750 8.750> 0. N ; 300 1200 0.000 .0.000 0.000 # 500 500 6.625 6.750 6.750 0 N 375 1500' 0:000, 0.000 0.000 600,: 600 6.625._ ..6.750 ,0.750, 0... ._. N i. .. _ .. ..c. _ -' '.. '", 450•- ._1800 0.000. 0.000. 0.000 '-650 y�760 6.500 6.825' 6.500 :0 N 525 -2100 -0.125 -0.125 -0.250 _ 700 750' 8.375 8.500 6.375 Y. 0 N. • 582.5 2250 -0.250 -0.250 -0.375 1 is 750 r.Boo a.125 •'6.250 6.125 0 N - 500 2400 -0.500 -0.50D -0.625 { r 800 8W 5.875 6.000 5.875 0-. N 837.5 2550• -0.750 -0 750 -0.875 850 900 6.500 5.025'' 5.500' 0 N z t 875 2700 1.125 =1.125 4250 c +* 875 a 925 5.375 5.5D0 5.375 0 N 883.75 2775. 1.250.1 -1.250 -1.375 ` 900 950 5.250. 5.250 5.250: 0• . N 712.5• 2850 -1.375 -1.500 71.500 925 975 5.125 5.125 5.125 0 N - - 731.25 2925 1.500 -1.825 4.625 950 1000 5.D00, 50 5.000 0 N -1 ' 3 - 000 =1.825 -1.750 -1:750 + _ .0D _ 750' 975 - •. 1050 A-750' 4.875 4 750 0 N 787.5 , 3150 1.875 -1.675 -2.000 1066 11D0 --4.500 4.500 4.500 ,0 N BTS 3300 2.125• -2.250 -2.250 1100 1150 4.125 4.125 ' 4.125 `0 4 N 882.5 3450 2.500 -2.825 -2.825 L ' 1150 1200 3.625 3.626 3.625 a,0 N 900 3600 -3.000 '-3.125 -3.125 1175 "1250 , 3.2501 3.375 3.250 .0 0 ` ^937.5 3750 3.375 -3.375 -3.500 1200 1275 2.750 1 2.750 2.750 0 .0 956.25 3825 -3.875 -4.000 -4.000 1225 1300 2.375 2.375 2.375 0 0 975 3900 -4.250' -4.375 1=4.375 1250. 1350. 1.375 1.375 1.375 0 0 L 1012.E 405D 5.250. 5.375 5.375 End Time-8:37,No relaxation after ' t 0 0 5.125 5.250 5.125 0 0 holding for 2 min at 1350 lbs. 0 0 1.500 1.500 -1.625 ID-Day Cure time for Prior to Test. r � . A LV �t"G)y;.'L',:,.?t:?R„^.o^R�.,..ETi•S"!?,•'^..Z'^,'"v'i'Stt^ %Frfv4`.ie:::TIT9'J...�..`nL<,.:!y+PRF+maf!Sasrll�n!so}.vnver�+,-ima T.. r...-v,...-...-.....-..�.��- -. -.__._.-.- - r - , ._....�........o...w.........--� .- i......v-,..rc....n.,:aux..s..v:s.r..�......,emu.:wv...ws�d.++;�.r:..e..:.�T.:o-mvwrwr<sx..=.n..c:u.wc+�a'Au:s:dc+.Lw'..E..'•�....:.:.eii':,v:s:u�;FLhi>:i':.:a1.:_i:.S'=:tib:ntvt�*s! Load vs. Deflection for Job Number. 08-115-5709 Test 4 1350 1150 - 950 a 750 cao i J 550 350 - 150 -50 -0.625. _ 1:625 - _ - • -2625'� Deflection (in).. -3.625 .625 , . . . -5.625 -+—Top of Wall Mid-Ht Deflection Job No.08-115-5709 Test 5 Analysis Test Date:7-1-08 Sheet Observer: JAD Test Number: 5 Applied Load Height: 6 ::"ft Wall Panel Length[ft]: 8 :,: From PUS,Required Rod Capacity: 3t13000; ft/ibs per Rod No.Rods In Panel: �.`; = 'Height Daftactlon to De measured et(n)n ;'.''.11�w'. T, I L-d w w.p kom Pos e.r to s -` J9 ;Ibs(used to determine Proposed Load to Wall from% Moment per Rod: 2186°ry` ftabslrod - t From Test Data Pre-Test Calculations Calculated Deflections Percent Proposed Actual Panel Deflee. Panel Deflect. -Panel Deflect- Bearing Deformation of Mas Moment Moment Egtdv. Expected Actual Moment Top Top of CalculatedLoad Wall Top Top Top Right Plate Below Bearing To Wall -Per Foot Vert.Dist Deflection Apa V,n. Pm Rod Left Top Right Capacity o Well Ilb Load Vbj End*finj Middle'Pill End' in Deflection in Plate /N Wall Notes/Observations [fFlb [fl-lb/ft] Load(psf) In th4bial ft-bftw End In Middle End 0% 0 0 6.125 - 6.250 6.000 0 N Start Time- 8:45 0 0 0 0.D00 0 1 0 0.000 0.DD0 0.000 33% 300 325 6.125 6.250 6.000 0 N 18D0 225 12.5 -0.017 243.75- 975 0.000 0.000 0.000 44% 400 450 6.125, 6.250 6.000 0 N 2400 300 16.7 -0.134 337.5 1350 0.00D 0.000 0.000 55%'"- 500 525 6.126 6.250 .6.000 0 N 3000 375 20.8 -0.346 393.75 1575 O.ODO 0.00D 0.000 67% 600', 600 6.125, 6.250 6.DO0. 0 ' N 3600 450 25.0 -0.558 450 18D0 0.000, 0:000 0.000 72% 650 850 6.125 6.250 6.000 0 N! 3900 488 27.1 -0.064 487.5 1950 0.000 -0.000 0.000 78% 700 725 6.125 6.125 - 5.875 0 N 42DO 525 29.2 -0.770 543.75 .2175 0.000 -0.125 -0.125 83% 750 800 6.0D0 6.00D 5.750 0 N 4500 563 31.3 -0.878 600 2400 1 -0.125 -0250 1-0.250 89114 800 850 5.675 .5.875 5.750 0 N 4800 600 33.3 -0.982 637.5 2550 -0.250 -0.375 -0.250 94% 850 900 5.625 5.625 •5.500 0 1 N 5100 638 ' 35.4 -1.088 675 2700 -0.500 -0.625 -0,500 971A 875 1 .925 5.500 1 5.500 5.250 0 N 5250 656 36.5 -1.141 693.75 2775 -0.625 -0.750 -0.750 100% 9DD 950 5.375 5.375 5.250 0 IN 15400 675 37.5 -1.194 .712.5 1 2850 '-0.750 -0.875 1-0.750 103% 925 1000, 5.250 5.250 5.000 0 N 5550. 694 38.5 -1.247 750 3000 -0.875 -1.DD0 -1.000 105% 950 10% - 5.000 5.D00 4.875 0 N 5700 713 39.6 -1.299 767.5 ' 3150 -1.125 -1.250 -1.125 108% 975 1100 4.750' 4.750 4.625 0 N 5850 1 731 40.6 -1.352 825 3300 4.375 -1.500 -1.375 0% 0, 1150 4:375 4.375 4.250 0 N 0` 0 0.0 0.000 882.5 3450 1.750 -1.875 -1.750 111% 1000 1200 4.000 4.000 3.875 D N 60DO 750 41.7 1 -1.405 900 36DO -2.125 2.250 1-2.425 127% 1150 1250 3.375 3.375 3.250' 0 N 6900 e63 47.9 -1.723 937.5 3750 -2.756 -P:S75 -2.750 130% 1175 1250 3.000 3.000 2.875 0 N 7050 1 8e1 ^'49:0 1.778 937:5 ' 3750 3.125 3.250 J.125 ue o I;JUUAna slippeal to 1275 before measurements could be taken, 222"/6 2000 1300 2.125 2.125 2.000 0 N re pulled to 1300lbs and 120DO 1500 83.3 3.525. 975 3900 4.000 .4.125 -4.000 225% 2625 1325 0.625 '0.625 1 0.625 0 N 12150 1519 84.4 -3.578 993.75 3975 -5.500 -5.625 -5.375 End Time-8:57,No relaxation after F 227% 2050 0 6.500 5.500 5.375 0 N holding for 2 min at 1325Ibs. 12300 •1538 T15.4 -3.631 -0 0 -0.625 -0.750 -0.825 .eie,:..uc4a'c...i.w:. "�ds.�c:::a.-a:.aim.t�,:,..i,iv..,.::u...x;•.-. .. .. ,u�ttirer..:r.�,6�.:.Ja..u...,,Y-.r,�w...;.:,:e.4Ka5--.:b.:mo.aa':.miN..rw.....lLii4o:f�"hd"J::+itia^.ii.. u,.sV;:..s:.'s:��.?63;i'wetsii,'obiti..)�::.:.,d=.a;,+.�+:u_,:,.'tua�li::tiw::i=.'�..Se6.+a`.ia'6�:i....Yna'e.:�::�'w>,r.._"�.c�,,,,,,a.....4 Load vs.' Deflection For Job Number 08-115-5709 ` Test 5 - 1200 1000 800' - _ _ 00, 0 600 400 r 200 • r ,. a, .0 _ 6 625 3 2 625` 25 -4. 25 'r -5.625 Deflection (in) • = -Top of Wall Mid-Ht Deflection Job No.08-115.5709 Test 6 Anelvsis Test Date: -1-08 Sheet Observer..JAD Test Number: 6 ` Applied Load HeIgM: d `. ;.it, Wall Panel Length lftl r ;";.. From PDS:R equfred Rod Capacity:r';1i3000 ft/lbs per Rod No.Rods In Panel: 2 Li: 'Height Deflection to be measured at pn) }S :BA Tctar Load to Wan From Pos ro z.o s x907'7,. Ibs(used to determine Proposed Load to Wall from% .: Moment per Rod: 21$5 ice•,?f-lbslrod From Test Data Pre-Test Calculations Calculated Deflections Percent Proposed Actual Panel Deflec. Panel Deflect. Panel Deflect. Bearing Deformation of Mas Moment . Moment Equlv. Expected Adoai Moment Top Top of Calculated Load Well Top Top Top Rigid Plate Below Bearing •, To Wad Per Foot' Vert.Dist Deflection AFpdod Mom. Pouted Left Top Right Capacity o Wag Ib Load[lb] End' n • Middle• In End• n _. Deflection In Plate /N Wall Notes I Observations fl-lb] ft4b/1111 Load In rn-bitil aawmd End m Middle End 0% 0 0 6.75 8.5 8.625 0 N Start Time- 9:08 0 0 0 r 0.000 0 0 0.000 0.000 0.000 33% 300 300 7 7 6.6 - 0 N 1800 225 12.5 -0.017 225 900 0.000 '0.000 0.000 44% 400 400 7 7- - 6.8 ` 0 N 2400 300 16.7 -0.134 300 1200 0.000 0.000 0.000 55% 500: 500 7 " 7 6.6- 0 N 3000 375 20.8 -0.346 375 15W 0.000 '0.000 0.000 ' 67% 600 650 7 7 . 6.6 0 N, 3600 450 25:0 -0:558 487.5 1950 0.000 0.000 0.000 72% 850 700 7 7 8.6 0 N 3900 488 27.1 -0.664- '525 2100 -0.000 0.000 0.000 78% 700 775 7 7 6.6 0 N 4200 525 29.2 -0.770 581.25 2325 1 0.000 0.000 0.000 83% - 750' 850 7 6 6.5 0 N 4500 563 31.3 -0.876 637.5. 2550 -0.250 -0.125 -0..125 89% r 806 •900` 6 .8 8.3� 0 N .4800 600 •33.3 -0.982 675 2700 -0.375 -0.250 -0.375 94% 850 '925 6 6.1 0 N 5100 1 638 35.4 -1.088 -893.75 2775 -0.500 .0.375 -0.500 97% 875 950 6 ._ 6 6.0 0 N 5250 656 36.5 .1.141 712.5 2850` -0.625 -0.500 -0.625 100% 9W . 1000 6 '6 5.9 0 T N $400 675 37.5 -1.194 750 3000 0.750 -0.625 .0.750 103% 925 1025 -6 6 5.8 0 N r 5550 694 38.5 1 -1.247 768.75 3075 -0.760 -0.750 -0.875 105% 950 1060 6 - 6 5.6 0. 'N 5700 713 39.6 -1.299 787.5 3150 -1.000 .0.875 -1.000 108%, 975 1100 6 S 5.4 0 N 5850 731 40.6 -1.352 825 3300 -1.250 -1.125 -1.250 116% 4050 1150 5 5 5.1 0 N -5300 788 43.8 -1.511 862.5 A 3450 -1.500 -1.375 -1.5D0 ' 122% 1100 ,* 1200 5 5 4:8 0 N 6600 825 45.8 -1.617 900 3600 -1.875 -1.750 .1.875 127%- 1150 1260 6 4 4.4 0 N 6900 863 47.9 1.723 937.5 3750 -2.250' -2.125 -2.250 ' 130% 1 1175 1300 .4 4 3.5 0. - N 7050: 881 49.0 -1.776 975 3900 -3.125 .3.OD0 3.125 222% , 2000 1325 2 2 1.6 0 N 12000- 1500 83.3 -3.525 993.75 3975- -5.000 4.875 55000 w End Time-9:18,No relaxation after 4 225% 2025. 0 6 8' 5.5 0 N holding for 2 min at 1325 Ibs. 12150 1519 84.4 -3.578 0 0 1.125 -1.000 -1'.125 . .._....'i-F.:•l�f•Wsrx•.:�.�zM!+vR`r0n..v..nR!9av'.vwr�v.vamvw.r.�..nNm�.•.www..r...+�-.�..V.�.-.�.��..-�_-.����.�rr.��_�-...-. • ......_._...--'—.__.....,.,,.,�,.......M... ..,.»,...,......,,......� ...w..� .w.lviy-.;;.a:a::��v:G.is:e.•..m...o:Y�..A•�3't.a.�'•r.;.':�a'4�.ac2,�i.e.. •.itiriti.^...,:�.'.';.-{'sT'u':�Yu.wt'io:.L'.��•L"a:.i4:)1�'3,`.''N Load vs. Deflection Job Number: 08-115-5709 Test 6 1350 1150 950 0 J 550 350` ` 150 • -50 _ -v -- °0.625 - -1-.625 -2.625' - _ -3.625 4:625 -5.625 Deflection(in) - Top of Wall Mid-Ht Deflection ���;�::�:-��;��.:. ��,;T����:.,.��>.�:�n..,.�m��,>w;R�:...,..-�T_,.�--_��----�----tea � r •� �� r _ • �'.... �?W •,�'' ''�.c�^ Wit: Job No.DEM"709 Test 7 Analysis Test Date:7-1-06 M Sheet Observer:JAD Test Number.7 Applied Loetl He1gM: R Wag Panel Length[ft): - From PDS.Required Rod Capacity: *RAbs No.Rods In Panel: •Height DeBeckn to be measured et(1n)= � � Per Rod Moment per Rod: T a ft•roshod .Tonm Leal fo w.9 F,om P0.4 mr ae s F Ibs(used to determine Proposed Load to Wag from% From Test Data Percent Pre Test Calculations Calculi ad DeilacUons Actual • Panel Deftec. Panel Deflect. Panel Dened. Bearing Defortnallon of MOB meet Moment' Equiv. Expected aauei Momem ToP o of CalculatedLoad Wag Top Top Top Right Plate Below Bearing To Wall Per Foot Vert.Dist DeOedbn TOP Ca • o Wag b 'Load jib] End' Middle' In . End' In Deftedion m Plate APPwd M- P. Left Top `Right Wall Notes/Observations fl-lb] -lb/ft Load nIn-wft ft4wmd' End in Middle End 0% 0 0 B.000 7.000 6.250 0 N` Start Time-ry9:27 0 0 0 0.000 0 0 0.000 0.000 0.000 33%- 300 300 8.000 7.000 8.250 0 N 1800 ' 225 12.5 -0.017 225 900 0.000 0.000 0.000 44% 406 450 8.000 7.000 8.250 .0 N 2400 300 16.7 -0:134 338` 1350 0.000 A.000 0.000 500.. 6•� 7•� 8.250 0 N 3000 375 20.8 .0.346 375 1500 0.000 0.000 0.060 67% 600 850 'B 000 7:000 8.250• 0 N _ •,- :. 3800 450. 26.0 -0.550 488! - 1950 -0.000 0.000 0.000 ` 72% 850 ` 700 8.000 7.000 6.250-- 0 N - 39M 488 27:1 -0.664` 525 2100 0.000 0:000 0.000 78% 700 750 7.875 6.875 8.000 0 fV 4200 525 29.2 -0.770 563 2250 -0.125 -0.125 •0.250 83% 750 B00 7.760 6.750.": 8.000 p N '•. 4500 563 31.3 -0.678 6l>0 2400 -0.250 -0.250 -0.250 89% 800 850 7.500 8.500 ,. 5.750. - 0 . �.. N t '48QD 800 33.3 .962 638 2550 -0:500 -0.500 -0.500 91% Ilk-. 900 7.125 6.250 5.375 0 N 5100 638 35.4 . 21.088 675 2700 -0.875 -0.750 -0.875 97% 875 925 7.000 8.000 5.3715 0 fV - 5250 858` 36.5 _1.141 694 2775 •1.000 -1.000 -0.875 '100% 900 950 7.000 6.000^ 5.250 '' 0- N` 5400 675 37.6. AA94 713 2850' -1.000 -1.000 -1.000 103%. 925 1000 8.750 5.750 5.125 0 N 5550 694 38.5 -1.247 750 3000 1'.250. -1.250 -1.125 1 ! 105% 950 1050 8.500 5.500 4.750 0 fJ 5700 -713 39A -1.299 788 3150 -1.500 -1.SW. .1.500 t _• 108% 975 1100° e.000 5.125' 4.375 0 N 5850 731 40:6 1.352 825 3300 -2.000 -1.875 -1.875 ; Starting to get wall lifting off the 118%" 1050 1150 5.500 A.625 3.875 0 N footle 8300 788 43.8 t511 883 3450 2.500` -2:375 -2.375 122% 1100 1200 4.876 4.000 3150 0 N - 6600{ 825 45.8 1.617 9tR1 3800 '3.125 -3.000 3.000 127% 1150 1225 9.875 2.875 2.125 0 fV 6900 863 47.9 . -1.723 919 3875 �.126 -4.125 4.125 130% 1175 1250 2.750 1.750 1.000 0 N 7050 . 861 49,0• 1:776 938 3750 5.250 -5.250 5.250 End 11me-•9:37,No relaxation after 222%' 2000 0 7.250 6.375 5.625 0 N, holding for 2 min at 1250 Ibs. ; 12000 1500 83:3, 3.525 0 0 -n750 =0.825 -0:625 , ,.a-�r.,,r»F..,.r..z-.,;over:.mr+.:nr�c-.";p.vr�a„..,,.,..n�•wR.:fir.:r l'e^-c r-, .. 'c'�,.._•.=,wrsrn.. .,•.M+•ur:roar,n�mm� , o W.n:....:...�,,.._N+.,vu....e:e:,�.+.::.:.�...vcW�.u:.:au�r.:l•�- a �e:.o:'...-•.Gst:,.4�+.>c.�e i.n .:.�_.::n.:.:.ae>w:nwa..e.�w.:tiaa.niw.:m•.:i,!c:.aRn.s.:�;sx.r.:�:;.�:.:ewaicS'1'�:c;'.`:rci.t.i��.�.,'"'s•a..%..L.��' wee'�N:.:h:.dxa':�:+:r:.�-.e..n'J.vax::�.ue`:»im:Le:.ti».:Eu�:urr:.v'vr:"a^.-S�r._it:_n r�iw.:wrr a,.1 �lh� ...r'•�'sw:i::a'.a::CudriSFv..:yy«.•'•1.wtc24.' -Load vs. Deflection For Job Number 08-115-5709 Test 7 1350 1150 950 �.-750 0 < . 560 I. 150 x - -50 0.625 _ 1.625 - . -. _ - < _ 2 625 3.625 5.625 - Deflection(inl .4 — Top of Wall Mid-Ht Deflection _ N wry; Mot •m, risesMimi 'r'✓�.e s��>•�-i+u.. a�:�..1*.7'��islur.:�. ...,�i ��3&:C].�tla.e4si�oys�,.�,-en` s�'y� xM1xr� .Vu6-xT.Y u�Je . ,:u%�':.•.fae,:.i�cw' a::i:r�iv .. Job No.08.1155709 Test 8 Field Test Date:7-1-08.' Warksheet. Observer: JAD . Test Number: 8 Applied Load Height: e.".; It Wall Panel length Iftl: a RECORD READINGS AFTER 30SEC. No.Rods In Panel: 2 'Helght Deflection to be meaeured - Moment per Rod: .2165 ft4bslrod r• From Teat Data Calculated Deflections Proposed Actual PanelDefiec. 'Panel Deflect, Panel Deflect- Bearing Deformation of Mas Aauai &"M m lap Top Load Wall Top ` r Top' Top Right Plate Batow Bearing + Aow.d►mm. Ps and Left Top Right Well b Load End' 6t Middle' n End•m DeBedlon rn] Pia{e M). Wall J Observations Ifwbq fw wud End In Middle End 0" 0 7.000 6.625- 6.375 0 N Start Time-:9:48 0 0 0.000 0.000 0.000 300 ' 300 7.000" 6.825 6.375 0 N 225 900 0.000 o.oW 0.000 400 400 7.000 0.625 6.375 0 N 300 1200 1 0.000 0.000 1 0.000 500 550 7.000 6.625 . 0.375 0 N:. 412.5� 1650 0.000 0.000' 0.000 800- ' Boo 7.000,' :. 6.625 8.375. -0 - N .. 450 1800 0.000 0.000. 0.000 650 650 6.750? 8.625' 6.125 0 N 487.5 1950 -0.250 0.000 -0.250 700 700 0.625 6.250 5.875 • 0• N - 525' -2100- -0.375' -0.375 -0.500 . . 750'- -.750 8.375 6.000 5.625 -,0" N 562.5 2250 -0.625 -0.625 -0:750' 800 800 6.000 5.750 5.375 0 N 800 2400 -1.000 -0.875 -1.000 a 850 • 850 6.000 5.625 5.250 �0 r N '637.5 2550 1.000 -1.000 -1:125 t « 875 900 5.750 5.250 '5.000 • 0 N 675 '2700. .1.250 -1.375 -1.375 900 925 5.375. ~ 5:125 4.750 0 `< N 693.75 2775 1.825 -1.500 -1.825 925 =950 5.250 5.000 4.625 0 N •• - 712.5 2850 -1.750 -1.825 -1.750 750 3000 -1.750 -1A51 g50 1000 5.250 4.875 4.500 0 Ni { 975 1050 4.875 4.500 4.250• 0 N 787.5 3150 -2.125 -2 r;- 0' 1100 4.025 4.250 ; 3.875 0 N 825 3300 -2.375 '-2 low 1150 3.500 3.500 3A25 0 N Wall rrrftln at t of tat course. 862.5 3450 3.500 -3 End Time-9:58,No relaxation after 1150 -0 6.875 r 6.500 6.250 0 N' holding for 2 min a1 1150 Iba. 0 0 0.125 -0 '10-Day Cure time for Prior Test: - 1 Load-vs. Deflection for Job Number. 08-115-5709 Test 8 1200 - '1000 - - -800 - 0 600 400 . 200 - �0.625 -1.625 -2.625 -3.625 -4.625 -5.625 Deflection (in) Top of Wall Mid-Ht Deflection • IMI law Ow am 11M, owl' Mff Asm n,s..,:�'nr1.i'a-t��t:.s�'c";e�x*sump.;�.zsi'e��:riaai:.6�d�i,.:ac �':1.'�.s�rj.,.<�;>•'.Wa_.,,,�::�'i�.: +� � h.:si: �' Job No.08-115-5709 Test 9 Field Test Date:7-9-08' WorkSheet Observer: JAD Test Number: 9, Appiled Load Height: ; it Wag Panel Length IftI: 8 RECORD READINGS AFTER 30SEC. No.Rods In Panel. Deflection to be measured at(Infi i. 58 .'� • - " Moment per Rod:' 2165 ft-tbslrod. • r. t From Test Data Proposed Actual Panel Deflec. Panel Deflect Panel Deflect Bearing Deformation of Mas Calculated Deflections � g •' _ nauet Moment � Top Top Load Wall Top Top Top Right Plate Below Bearing Awma Mom. P.Rod Left Top Right To Wall b LoadPb] End' in Middle'finj End' m Deflection n Plate /N Wall Notes/Observations n-mm rt-brava 'End in Middle End 0 0 7:750 7.875 8.250 0 N Start Time- 10:05 0 0 0.000 0.000 0.000 ; 300 300 7.750 7.875 8.250 0 N 225.' 900 0.000 0.000 0.000 400 400 7.750 1 8.250 0 N 300 1200 0.000 0.OD0 0:000 f 500 550 7.750 7.875 8.250 0 N 412.5 1650 0.000 O.D00 0.000 Boo 600 7.750 7.875 s 8.250 0 N 450 - 1800 0.000 .0.000. 0.000 650 700 7.760 7.875 8.250 0 N 525 2100 0.000 0.000, 0,000 700 750 7.625, 1 7.750 8.000 0. IN 562.5.' 2250 .-0.125 1 10.125 -0.250 760 800 7.500 7.625 r .7.875 '0 N 600 24DO' -0.250 -0.250 -0.375 800- 850 7.375. 7.500 7.750 0 N y 837.5 2550 -0.375 -0.375 -0.500 850 g00'. 7.125 7.250 `7.500 a' N ` 675 2700 -0.825 -0.625 -0.750 • 893.75 2775 -0.750 -0.750 -0.875 875 925 7.000 7.125. 7.375 .. 0 N g00 950 ;.875 7.060. 7.250 0 N+ 712.5 2850 -0.875 -0.875 -1.000 I 925,. 1000 6.750. 6.875 7.125 0 N 750 3000 -1.0DO -1.000 -1.125 . 950 1050 6.500 6.625 6.875 0 N , 787.5 3150 -1.250 -1.250 -1.375 875 1100 B.125 6.250 6.625 0 N * r 825 3300 1.825 -1.825 -1.825 1050 1150 4.875 6.0D0 6.250 0. N 862.5 1 3450 -2.875 -1.875 -2.000 Starting to get Oiling of the wall off the • i '1100 1200 5.376. • 5.500 5.750 0 N footing. 900 3600 -2.375 -2.375 -2.500 1150 1250 4.750 4.875 6.125 0 N 937.5 3750 -3.000, -3.D00 -3.125 ' 1175 ' 1275 3.500 3.625 1 3.675 0 0 9W.25 3825 -4.250 -4.250 -4.375 End Time-10:13.Peaked at 1275 be . where measurements were taken,No , relaxaflon after holding for 2 min at 2000 0 7.125 `. 7.250 ` 7:5D0 +0 0 1260lbs. Of• 0 0.825 0.825' -0.750 10 Day Cure time for Prior t0 Test. 4 J .w ' :vLC...,µ,.•,+.nvbt�S:�•"' b....W+rr.. .wT. Uia..•Sacv::a...�Y::�iNi:>nw.^�•:s•Z +u\.�w:iT'•.m'di'Ms" srs. 'u46tiCa;•iri.•utlYJiiF.�i:w0��."Im:'n .:��15_ •��. +L.2:'+'�A'.ua'L>`.N�i�s'4iu.4'.✓n:JM1n_..ti]ii.�hi...uer.r�..v..•.a9.,w.i'1+5.:a'i•rNi3iii:itii::�'Si.'i ... �.• ..•. ...Load vs. Deflection for Job Number 087115-5709 .Test 9 1200 i 1000 _ 800 600 400 - 200 0 0.625. , 1:625 -2'625 -3.6215 '� -4.625 2 ;a- Deflection (in) of Wall Mid-Ht Deflection r � �r �aa t� , �� � °`��i° ��mi' ,�, �� • a: ,wlr • .arr�,• •,rl� \ter 'i�s� \ii�s} ,irr • ' '�.1'.:A:u'.1•�:vd>':�i 4.1vf.�.tiaGhLv»A�.�t�Y �Z"" .Jsa�.L.i.v��' J:1�:uA...!� -w.�.i:.i:i.e�i'a.i....:.:�'i:.'i"an� ..- - Job No.08-115-5709 Test 10 Field Test Date:7-1-08. Worksheet Observer: JAD Test Number:.10 Applied Load Helghl:`i 8 r,;it Wall Panel Length[R[: ^:rs RECORD READINGS AFTER 30SEC. No.Rods in Panel 2;,. •Helgm Detlaodan to be measured at pn) Eli.•.." " +' Moment per Rod: 2165 ft-bshod From Test Data r Calculated Deflections Proposed ;Actual Panel DeOec: Panel Deflect. Panel Deflect. -.Beating Deformation of Mas _ - aduet ►tmnam Top" Top " Load Wag Top Top, Top F21gM Plate Below Bearing ApPW Mom. vo.Rod Left Top Right To Wall Ib Load b End' in Middle' End' In .Deflection In Plate Wall Notes/Observations 1114W fwwmd End11n), Middle End 0 0 - 7.125 7A00 6.750 0 N Start Time- 1018 0 0 .0.000 0.000 0.000 3W 300 7.125 7.000 6.750 0 N 225 900 0.000 0.000 0.000 a 400 400 7"A25 7.000' 6.750 0 N a + 30D 1200 0.000 "-,0.000 0.000 Soo Soo 7.725 7.000 6.750 01 N Slight truck slip while cranking to 50D It 375 1500 0.000 0.000 0.000 800 625 7.125 7.000 8.750 04 N S 489 1875 0.000 0.000 0:000 650 700 _ 7.125 7.000 6.750 0 N 525 2100 0.000 0.000•-0.000 700 750 7:000 8.875 8.825 0 "N 583 2250 0.125 -0.125 1-0.125 750 800 7A0o 6.750 P 6.500 0. N SlIght truck slip while,cranking to 800 It 600 2400 -0.125 -0.250" -0.250 800 875 6.875" 6.625 6.375' 0 N 656 2625" -0.250 -0.376 0.375 850 900 6.750_ 6.500 6.250 0' N 875 2700 0.375 -0.500 -0.500 , 875 M 950 •6.625 6.375 6.125 0 N 713 2850' -0.500 -0.625 -0.625 900. + 975' 6.375 6.250. • 6.000 '0 N { 731' 2925 0J50 -0:750 -0.750 925 1000 6.250 6.125 5.875 0 N '750 3000 -0.875 -0.875 -0.875 950 1050 6.125 6.000 ;5.750 0 N 788 3150 1,000 -1.000 -1.000 975 11D0 5.760 1 5.625 5.375 0 N 825 .3300 '-1.375 -1.375 -1.375 Starting to get Mng of the wall off the f 1050 1150 5.125 5.000 4.750- 0 N footing. 883 3450 -2.000 -2.0D0. -2.000 1100 1175" 3.875 3.750 3.500 0 ° ^N ; 881 3525 3.250 _-3250 -3.250 Ertd Time-1027,No relaxation after 1150 0 6.875 6.760 6.500 0 N holding for 2 min at 1175 lbs. 0 0 -0250 -0.250 -0250 10-Day Cure Ume for Pdor to Test. F - • ` i `' q. :.^�.::."N.� .: i.ii_ii..:.:i..i:::7'• �•e:�..:aiJN.•v:31we�.az�:iir.:Hbi"•I•.. »d:awtilL^ .'t..�• r - +u3Gt .+T.I.�Ir:=" .�dR"..iin.`6.eCe2Y u�i t::Siii2'ailcai.Wa�.1.?i"aYe:vi:�urh -.. .... .... ..._.. .._... ......_....u.. .; . ._.. -f.X.a.....•..«.c��....v_.ctw. .,..�.n v�e�w .nu. u�i.a.caa-...t? rwc au+. � ..w...... "•','tt..�';:.-'�' ',••.�;:•.,� .. � n+zf.1...,.1b G vt Y . Load vs. Deflection for Job Number: 08-115-5709 Test 10 1200 1000 u 800 a M O J 600 400 200 _.- -0. -1.625 -2.625 *-3.625 �, ' 625� -=4:625` -- r.Y:.w-5.625: Deflection linl +Top of Wall Mid-Ht Deflection ��;,..';.;I,;a.:�.i.:i,5a��:m.�:C.�1iw'..��Y>'Giti�':71.:,.1:,�Xv'r:3�1'ii!�itY_:u.�:::t..iiw�ia&>m�:'ri.::.:��aY.-:tis'.�::'w-cx::�k:?:J�£.;'�'!-��:ti,:�aruuL•:�:.r Job No.08-115-5709 Test 11 Analysis Test Date:7-1-08. •' Sheet' 'Observer JAD - Test Number: 11 Applied Load Height: :8 ' a".ft Wall Panel Length[it]: 7 From PDS,Required Rod Capacity: ?•Mbs per Rod No.Rods In Panel: `2 't'�'. 'Hai ht Deflection to be measured at(in)= } ``� r+.. A g ;, 69 TWO Load m weo F:oe roe m�. 902 :.Ibs(used to determine Proposed Load to Wall from Momentper Rod: 2185 ft-lbs/rod From Test Data Pre-Test Calculations Calculated Denedlons Percent Proposed Actual Panel Deflec. Panel Deflect Panel Deflect. Bearing Deformation of Mas Moment Moment Equly. Expected Adueb Mamem Top Top of Calculated Load Wail Top Top Top Right. Plate Below Bearing To Wall Per Foot Vert.Dist Denedlon ApOW Von PwRoa Left. Top Right Capacityo Wall Ib Load(lb] End' m ' Middle' In End' n Denectton Plate IN Well Notes/Observations ft-lb] ft-lbj it Load (fb-bbm n-brrw End in Middle End' 0% ' 0 0 6.500 6.000- 5.500 ; 0 N Start Time 1D:35 0 0 0.0 0.000 0 0 0.000 0.000 0.000 33% 300 300 6.500 8.000- 5.500 0 N 18DO 225 12.5 .'0.017 225 ODD, 0.000 0.000 0.000 • _ _ w - 1, 44% 400 425. 8.500 6.OD0' S.500 0 N r r 2400' 300 18.7 0.138, 319 1275 0.000 0.000 0:000 65%. '500 500 8.6DD. • 6.000 - 5.500 0 ' N 3000 375 20.8 -0.356 375 1500 0.000 0.000, 0.000 67% 600 625' 6.500 6.000 5.500 0 N 3600 .450" -25.0} 0.574 f 469 1875 •0.60- •0.060 0.000 : i 72% 650 '650 6.500• 6.000 ' I 5.500 0 .: N 3900 488 27.1 -0.683 '488 1950 0.000 0.000 0.000 78% 700" 700 6.250 5.750 5.250 0 N 4200 525� 29.2 `-0.792. 525 2100 0.250 -0.250 -0.250 " 83% -':'750, 750 8.725" ' S.825 5.125 0 N 4500 583 31.3 0.902- 583 2250 -0.375. -0.375 -0:375 89% 800 800 - 5.875 r 6.500.. .4.875 0 N" ' 4800 600 33.3 -1.011 600 �`2400 __-0.625 -0.500 -0.625 r + Starting to get lifting of the wall off the r 94% 950 850 5.625 5.125-^r 4.825 0 - N footin . 5100 638, 35.4 -1.120 638 2550 -0.875 -0.875 -0.875 tirr _ s. ;.. 97% 875 900 6.375 •5.000 4.375 0 ` N 5256 656 36.5 `-1.174 675 2700 -1.126 1.000 -1.125 I' Y 100% 900 850• °"6.250 4.875 4.250" + 0 N 5400 675 37:5 1.229 .713 2850 ...1.260. -1.125 -1.250 103% 925 976 5.126 4.625 4.125 - 0 N 5550 694 38.5 -1.283 731 2925 1.375 -1.375 -1.375 105%. 950" 1000 5.000•" 4.500 4.000 0 N 5700 713 39.6^ -1.338 750. 3000, -1.500• -1.500 -1.500 108% 975 1050 4.625 4.250 3.625 0 N •` 5850` 731 40.6 -1.393 788 3150 -1.875 -1.750 .1.875 116% t1050 i 4 1100 4.375- 3.875 3.375«_ 0 N t 8300 788 43.8 1.556 825 3300 2.125 -2.125 -2.125 f_ 122%- 1100� t160 4.000 3.500 3.000` 0 N 6600- 825 45.8 -1.B66 863 3450 -2.500 -2.500 -2.500 127% 1150 1200 3.375- 3.000 2.375 0 'N 8900 883 47,9 /.774 800 3800 3.125 -3.000 3.125 130% 1175 1250 2.625 2.125 1.625 0 N ti 7050 _. - 861 49.0 -1.829. 938 3750 3.875 -3.875 -3.875 �. _ End Tlme-10:45,No relaxation after a 222% 2000 0 6.000 5.625 5.000 0 N holding for 2 min at 1250Its. 12000 ,1500 83.3 3.629 0 0 -0.500 -0.375 -0.500 :�:,,...u_�u-.:::::.......sue..._ ....]:..n',;�i.r...,,wr ,;.�,iN... ....., .:dir Paz«�:ie.�fr.ra..a,::.w_•,. .�.,..,. .......-m ..,,..w..�.....5....4 ..r...._a_�u-.,x.,mc..ia......a� _ 3.c..F.._�........:...-....,_�d..s.�..v.........w<,.....L , : .....o:4ry "Vci':k:':.,,c-w:t..: :C�tay..:..tN:::(:'a� '•':.y., Load vs. Deflection for Job Number. 08-115-5709 Test 11 - 1200 1000 ccW _ 800 o - ' 600 ' .400 - - 200 , -0.625 -1.625 -2.625 3:625 ` -i - =4.625' w �- . Deflection (in) :. r t Top of Wall Mid-Ht De lectiori T G. LU -Awi?:4IF :L'Ya}iE .i.i`u'24:` `}11.dbYr':.ih� ^�''.Y)A�ier"�..':::: .. .: ufa'�E•e�t'c41:::�. .. Job No.os-115-5709 Test 12 Analysis Test Date:7-1-08 Sheet - Observer. JAD Test Number: 12 Appged Load Height <•.6 ;4y=ft Well Panel Length ifl]: t y '8* From PDS,Required Rod Capacity:: ItAbs per Rod No.Rods to Panel: Y ;��< •Height Deflection to 6o measured et(In)= '{r•.'' 60:;=' Toml WW W Wag From PDe Mr 2e 6 F. Ibs(used to determine Proposed load to Wag from%) - Moment per Rod: 2165'° 'ft-Ibslrod - From Test ata Pro-Test Calcula ons Calculated Deflections Percent Proposed Actual Panel Deflec. Panel Deflect Panel Deflect. Bearing Deformation of Mes Moment Moment Equiv. Expected Actual Mmneent Top TOP ; of Calculated Load Wan Top Top Top Right Plate .Below Bearing To Wall Per Fool VeA om.Dist Deflection Aypw u . PuRw Left Top Right Capacity o Wall 11b Load[lb) 'Erx1•[InI Middle* In End' in Deflection DnI Plate fN Wall Notes 1 Observations ft-fb ft4b!fl Load in a mml ft-mnnd End In 'Middle End 0% 0 0 .5.875 5.750 5.500- 0 N Start Time- 10:50 0 0 0.0 0.00 0 0 y 0.000 0.000 0.000 33%^' 300 300 6.875 5.760 5.500 0' - N 18D0 225 12.5 -0.02 225 900 0.000 0.000 0.000 44% 400 400 5.875 5.750 5.500 0 N 2400 300 16.7 -0.13 300 1200 0.000 0.000 0.000 55% • 500 50D 5.875 :5.750 5.5D0 0 N 3D00 375 20.8 -0.35 375 1500 0.000 0.000 0.000 67% 600 600 5.875 5.750 5.5D0 0 _ 'S N_ 3600 450 25.0 -056 450. 1800 0.000 0.000, 0.000 2% &so 650- 1 5.875` .5.750 5.500 + 0 N 3900 488 27.1 -0.66 487.5 .1850' 0-000 0.000 0.000 78% 706 700 5.375 5.250 5.OD0 0. N 4200, 525 29.2 -0.77 525 1 2100 -0.500 -0.500 .-0.600 83%- 750 750 5.125 - 6.000 '4.750 0 N, 4500',r .563 31.3` -0.88 562.5 2250 0.760 -0.750 -0.750 69% 800 800 4.875 4-625 4.500 0 N 4800 600 33.3 -0.98 ' 600 2400 -1.000 -1.125 1.000 v • 94% 850 -850 =4.250 4.125 : 4:000-. �0 « N 5100 638 35.4 -1.09 B37.5 2550 -1.625 -1.625 -1.500 :r . r r . 97% 875 875 4.000 3.875 3.625 0 N 5250 656 36.5- -1.14 658.25 2625 1.875' -1.875 -1.875 .100% 900' 900 3.625 3.500 3.250 0 N 5400 675 37.5 -1.19 1 875 2700 -2250 -2.250 -2.250 103% 925 925 3.6W 3.250 3.125 0 N 5550 894 .38.5 -1.25 693.75 2776 1 -2.375' -2.500 -2.375 105% 950. 950 -3 250 2:875 2.750 A N 5700 713 39:8• -1.30 712.5 2850 -2.625 -2.875 r-2.750 r 108% 975." 975 L 2.5W _•'2.250 2.125 0 N • °S 5850' 731 40.•6 -1.35 731.25 {2925'. -3.375 -3.500 -3.375 116% - .1050 1000 2.250- .2.0001 1.750 0 N' 6300 788 43.6 -1.51 •750 3000 -3.625. -3.750 -3.750 122% 110D 1050 1.625 1.375 1.250 0 N 6600 825 .45.8 -1.62. ti787.5' '3150 `-4.250 -4.375 -4.250 127% 1150 1100 0.875 0.825 0.500 0 N« 8900 '.BB3 47.9 1.72 825 3300" -5.000 5.125 5-000 130% 1175 1150 0.000 0.000 _ 0.000 0 N 7050 881, 49.0 -1.78 862.5, 3450 -5.875 -5.750 -5.500 J o relaxation after holding for 2 min at 222% 20DO +0 4.125 3.875 3.750 0. N 1150 Ibs. 12000 1500 83.3 -3.53 0 0 1.750 -1.875 1.750 .•�:::.:R..,::�.�.:.+,•. .s...:�.«.,,......:...,..•u..ts,...[�......•ae..-a sri:,v...,. ....at•,>isce.:..'f:;�:vw.:i :s;:.awa;.w�:ao - ,.,..- _ i..�...�:.x::" - - Load vs. Deflection for Job Number. 08-115-5709 Test 12 1200 1000 {' J 600 400 .200 r - _ y ' 1 ' _.� 0 - 4625 , : -1.625 -2.625 -3 625 -4.6 5 5 625 Deflection (in) -+--Top of Wall. Mid-Ht Deflection • X rv• 'ww � ll�' w� � �. �s �i � �Ir.r ,ate: �' � � rw- ,i�r M, ,vI °t .� . y'. Pr o-II- .Hardware ; �,, Components .Defint3.ons and required specifications r, 6-30-04 . PPoto-Otm hardware is defined aS:Proto-U-post tension rods(mill galv.),hearing pl€tes(black steel),nuts(zinc coated),all threads(mill gaiv.),plastic saddles,%i'coupbrs(zinc coated)and DTI-Direct tension indicators.-All of this `i hardware SHALL be supplied by only an approved Proto-II'.licensee to.the certified_ .installer ' Post tension rods(mill galv.)shall be7/16"diameter with%II roll { _ threads'conforming to ASTM A615(FY=60000psi)and have steel chemistry so that bending amd threading can be accomplished without damage to the post tension rod. Area of post tension rod=.I503 square inches. y` • Bearing plates (black steel) Y." thick per ASTM A36 steel. r ' �i Buts(z_nc coated)grade 8 per ASTM A325. . s :• 1/211 all thread(mill galv:)(of anylength)per ASTM A307,grade 60. %W • Plastic Rebar Saddles are non-structural items used to separate rebar components to terminate any transfer,of corrosion. f ' • %II couplers(zinc coated)per ASTM A36 with.a minimum yield strength of 36,000 psi(254Mpa)I'/. long; ,threading to match rods of W or 13mm. -Capacity of coupler is in excess of 11,300 lbs.(50kN);coupler must fully engage the upper and lower rod,fully engaged as defined as'/s'=min:into coupler. " t • DTI-Direct Tension Indicator(compressible washer)per ASTM "29 testing procedures. Other sY .y 5tem'com Ponents that"are not.part"of the;"Proto-II- hardware"package and can be purchased in the open market(but still must meet the required Prota-11-.specifications). A 9 Gauge Wire per ASTM A82,ladder type;width is,determined by block thickness #4/5 Rebar ,per ASTM A615;Fy=40,000/60,000 PSI respectively ' .� NOTE: Block products are,per ASTM C90 and must be purchased from the .designated Proto-IIa licensee(typically.a single source block manufacturer) Al a , PS 3 western 3400 South Dodge Boulevard ' TechMloglo$ Tucson,Arizona 85713-5435 Inc. (520)746-2262 - fax 745-0435 111eQtta6tyFle SAMPLING / TESTING OF sbxcm PORTLAND CEMENT CONCRETE Date of Report 08-07-08 j Client ROYCE CORPORATION Job No.Z969JC117 P 0 BOX 12653 Event/lnvoice No.T717-003 Lab No. 1623 TUCSON,AZ 85732 Authorized By STEVEJCUENT Date 08-12-08 i Sampled By CHAVEZ/WT Date 06.12-08 4 Submitted BY C14AVEZIWT Date 06-13-08 Client ROYCE CORPORATION Project NEW WALL CONSTRUCTION. Location NARANJA&COUOTB BLUE CIRCLE Source of Sample W FOOTING FOR WALL ON LOT 1 a Architect/Engineer —/— Contractor RYOYCE WALL Supplier SOUTHWEST MATERIALS1770 Truck/?icket No.46014164 Mix Identification 120004 Maximum Size Aggregate 1 Inches `i Batch Size 7.5 cubic yards Required Strength 2000 psi @ 28 days Water Added Before Sampling 0 gallons Time In Mixer 1 hours minutes Ambient Air Temperature 101 OF Time Sampled 1216 a FRESHLY MIXED CONCRETE SAMPLED IN ACCORDANCE WITH ASTM C172 Deviations: SAMPLED MMOLE-THIRD OF LOAD BY SINGLE DISCHARGE. _, FRESHLY MIXED CONCRETE TESTED IN ACCORDANCE WITH DESIGNATED SPECIFICATIONS I Unit Weight mr/cu.ft. Temperature:AMU 01064 84 OF 1 Air Content; 96 Stump: ASTM C143 8 112 Inches i Devistlena: : CYLINDRICAL CONCRETE SPECIMENS MOLDED a CURED IN THE FIELD IN ACCORDANCE WITH ASTM C31 No.of Speclmerra Molded 7 DlemeterA.enpth 4.03 In.x B In. Cross Sectional Area 12.70 sq.In. I Devlp*na: SPECpi EN F IVMONRUM WAS NOT MONITORED BY Wt DURING INITIAL CURE. If a ! CYLINDRICAL CONCRETE SPECIMENS CURED&TES1'♦^d IN THE LABORATORY IN ACCORDANCE WITH ASTM C31&C39 Specimen Dots AQe Time COMPRtwivE STRENGTH Type of RaCture '¢ MerkkHg Tested In Tested m ConfonnNWA & Tested By If Any Days &{ lyf per eq.ln. Indicated? Defects Noted, 06.18-08 7 08:09 307M 3110 TYPE 2 HNM 08-26438 14 09:17 46700 3060 TYPE 2 HNM d 07.10-00 28 10.33 54600 4300 TYPE 3 Ex _ 07-10.08 28 16:36 54700 4290 TYPE a E l i _ 07-tO.08 EK 28 16.42 51200 4010 TY 3 -- o7-1Q-08 28 18:4d 62300 4100 TYPE --- ,. -Et... r HOLD I .._. ._....__ • AVO'tAGE 28 4100--T YES Comments: '? Distribution: ROYCE CORPORATION 121 SOUTHWEST MATERIALS I I I THE MVICES Wr VKO TO KLVt 9 WERE PEi F 10 N AcaowANc6 WITH wa sTAmm Or WE RRACTM tocALLT FOR ns WEM CID y R&TH OOM AND RRATA OKI TO THE 00NOM MW OSSU ED OR 6AgRH2 TESIEO AT Tli T14E pYo R,.ALE 7TATED Fs3idN, WtiTERM .:2 - T�HErpLOOEg OTC.EIARO fp QTM91 WJ11rNM�OR RERItWITATCM. ExTRE99� OR IMIUW. AMb IIAS nor OorIpMED Mr®wTiOM : IND1WM0 aDl/CE OF WTflrA16 BI�YTT� B�' O'n1fl19• y KMEWED BY PATRICK Co22EN8 01 'd 900 8VL 0Z5 'ON Xb3 cui S819010ugoeZ ureISeM Wd L£:ti0 03M 800Z-£0-d3S West" 348D South Dodge Boulevard *� r��ryp�p�(1eg 'Tut:son,'Ariiona 85713-5435 (520)748-2262 ••fax 748-0435 , SAMPLING /-TESTING OF sty PORTLAND CEMENT CONCRETE i iota of Report 08-07-08 Client ROYCE CORPORATION Job No.2968JC117 Is 0 BOX 12653 Event/Invoice No.T117-009 Lab No, 1975 ' TUCSON,AZ 85732 Authorized By STEVE/CLIENT Date 07-11-08 Sampled By TOBAR/WT Date 07-14.00 y , Submitted By BUCKNERIWT bate 07-16-08 - Client ROYCE CORPORATION Project Y NEW WALL CONSTRUCTION Location NARANJA&COYOTIF BLUE CIRCLE,` L Source of Sample FQOTING FOR PROTO 11 ANCHOR BOLT TEST Architect/Engineer --/— Y Contractor ROYCE WALLS e Supplier SOUTHWEST MATERIALS/770 3 Truckfi icket No.4001167080 Mix Identification 120004, Maximum Size Aggregate 1 Inches Batch Size 10.0 cublo yards < . Required Strength 2000 psi @ 26 days Water Added Before Sampling 0 gallons Time in Mixer 1 hours "2 minutes Ambient Air Temperature 89•MP Time Sampled 1000� _ FRESHLY MIXED CONCRETE SAMPLED IN ACCORDANCE WITH ASTM C172 + Devletlons SAMPLED MIDDIX THIRD OF LOAD BY SINGI-e DISCHARGE. �- PRESHLY MIXED CONCRETE TESTED IN ACCORDANCE WITH DESIGNATED SPECIFICATIONS 1 Unit Weight; a +�` �fltiu.ft. ^`` ' Temparntume ASTM C1004 r 8B OF I Air Content; 96 G'.' ' Slumps . ASTM C143' 2 1/4 inches Deviations: ' CYLINDRICAL CONCRETE SPECIMENS MOLDED&CURED IN THE FIELD IN ACCORDANCE WITH ASTM C31 No.of Spedmens MoNed- 4 oferrWedLength 4.03 Inas 8 , In, Croee-Sarotlonel Area 12.78 eq.In. Deviation; SPECIMEN ENVIRONMENT WAS NOT MONfrom BY WT DURING INITIAL CURE. J ! CYLINDRICAL CONCRETE SPECIMENS CURED&TESTED IN THE LABORATORY IN ACCORDANCE WITH ASTM C31&C39 Specimen*- Age ODMPRFSSIVE STRENGTH Type of Focturs Markhp Tested - In .Tested Mt *MA" Conformance & Tested 8y 1 a If Any, � Ibr Ibf pan eq•Mr indicated? Defects Noted y u 07-2148 7. : 13:36 40200. 3160 TYPE 2 HNM 08-11-08 28 08-11.08 241 - HOLD a - Comments: { Distribution: ROYCE CORPORATION 121 " SOUTHWEST MATERIALS I11 TitE 1 REFE�Eb TO IrRaw WAS PEWOnr®R AcCORMANCE rrm flg BrAtA a CANE PRKTIrn LOCAuT PaA TMf ae�s+eoem MerroD� uw A aster TO a TO TM COm"ONls Orin W ON. g SAMns t 101 AT TNt TIME AND Pus SLAT®NERM WUTUrr tte"LOmEs W—MARE?NO 0MR WAIHAMTT OR R0&G RTATIONi - _ WFEWU VA IMPU M, ARM NA! NOT CONnRMEa RFORMATION ` MClIr01M0 SOUW OF W*t"S SU Wn® aY OMFIL 3 REVIEWED BY, PATRICK COZZENS s 3u Sel2o 0u oa, uaa sa ' i t• 'd'`' 9£60 8tit OZS 'ON Xd� I l 4 -L l M Wd t£:V0 GHM 800Z-£0-d3S 08/29/09 10:67 Fee 6024378867• WTI INC i1100P/OOE PI 3 b ! _ ;i 3737 Ew BMWWq ftad , Theme CallbriMan Report J K Report Ne:84393 Order N0:20094.818e6 Purchase.0Mw No1.2869WCA91 Customer, Western Tociuhologles Inc. Calibration DOW inamp w 3480 S.Dodgs Blvd'. ii�ap Cato: 06110/2009 Tucson,AZ W713 . Ambiont Temperature: 72OF Relative»um�lgr: 21% �. RgWpment?gpe: Rtcohfed: In To18T8nca Make; Won Retunwd: In Tolerance model: AN Rvaeh+vd Commlon: Fair And Number. 30=03 ncouracy: 18%Full$cale serial Number: 67194 C.apartiy: 0-10,000 Lbs. Procedure: 3SK64-0741 Technician: Ptkey.C�Ienn Authorized By: _ Q s firofMshwhmr fhphim+vd"uMrlu �eb0�nq OAEC;70 G06 o ' The Ka nave w wsr Oran r�ea6onat a tnbbde�neae rd.rtd.nar u m a et r Iofolo fpr�aomry.u .m:ea oarwan tp aoReotlMe unoeA611b wooer doer aanaara�!c 1w.ono. Owed bra+e k�v(a1�az �eroowrw IfAu , danamm not oo mpoaaM ftcs$h U,rftwA ft vIbM RwftI a NfiwW Ddhmft Ina :� sSlErndsrds U�d . . And We 0000 DwOMb 70D0371 Morehouse PR:60,000 LB;9-1000 ' Pfovinq ftg 60,000 L8 OTMOrZODB 07/10/2G0A - y i Un@ L4WW TsA 01�1ded j Lb& Lbs. L L 0 0 o ti 000 '9so 60 4 000 4400 SAW 62M 50 j 8 000 74M 5D 1 1000 9850 60 y� - war- 1. �Z 'd 5£�0 SVL Oz9 'ON X�d �u[ se!.1ol0uy301 use;seM-Wd 0V:60 M 802_60-ES _ ffPQ��X d� Py 37 37 TurnaSure LLC TLL001-03-08-030807-1 _TumaSure LLC " 340 East:Maple`Avenue, Suite 305 Langhorne, PA 19047 CUSTOMER P.O. . CERTIFICATION-DATE SHIP VIA 13073 03/08/2007 EMAIL DESCRIPTION Product Tested: Direct Tension Indicators'; Standard: PROTO (I Nominal Size: 1/2" Type: Proprietary.. Finish: Plain: ; ' Date Received: -03/08/2007 Date Tested:° '03/08/2007 -REQUIREMENTS: Determine.Clamp Load on customer-supplied assemblies.comprised of studs,test plates,,hez nuts,and DTIs. Inspection performed using a 0.010" feeler gauge. COMPRESSION.TEST RESULTS LOTNUMBER A94 A95 A96 Specimen' (Load,,kips) (Load,kips) (Load, kips) i 1 6.0 6:2 : 6.5 2 6.2 6.0.. 6.5 } 3 5 9 6.3 6.5 4 6.5 6:0 6.3 5 6.3 6.0 6.5 6 6.2. '6.0 6.5 .7 6.5- 6.5 8 6.0 6.5 6:5 9 6:5 6.5 6.5 10 6,0 6.5 • 6.0 Mean 6.21; 6.25 6.41 Std. Dev. 0.23 0.24 0.17 9 "4 .- Compression Load Tests were performed in an independent laboratory on(10)pieces from each of three distinct lots. The compression test results.above were generated using a Norbar Bolt Tension Calibrator. calibrated annually on test equipment directly traceable to the National Institute of Standards and Technology. The Proto Il DTIs were assembled on a 1/2"stud up against a Proto II plate, and a hex nut placed over the DTI. The hex nuts"were tightened until a 0.010"feeler gauge wa,s refused In the 4 possible entry points and the load in kips was recorded at this point, MADE IN THE USA Rich Brown Data Input ' By:rich Brown Authorized Signature Central Arizona .Block Co., Inc. �, • . . ,LETTER OF CERtI)FICAtION We hereby certify that all concrete masonry units supplied to the subject project , comply with the requirements of ASTM C 90 and.will be manufactured with'ithe",, aggregates conforming to the requirements of ASTM - C 33: Additionally, we certify ' that all units shall be manufactured and cured in the same manner as those tested by Western Technologies lnc.+Testing laboratory and reported on'Lab. Report#760 copy of which is hereto attached. - Respectful1 ubm• a Thomas D. Young President a;r a ` 6030 a Mann Avenue• Nzon.4dwaa 85706 W514-1177 Olilec • 57,0-664-1707 fax , I F , �5 39 WesteM , 3480 South Oodge Houlovard TeChnOlogi@S Tucson,Arizona 8S713.5435 Inc. (sso)748;2262 • fax 74e oa3.5 PHYSICAL PROPERTIES OF 1'wQuatiPeople CONCRETE MASONRY UNITS Sptte IBM » _ •. l`t Dille of Repon 06-12-08 Client CENTRAL ARIZONA BLOCK CO INC y Job No.2948JH135 0030 S MANN AVE Event I Invoice No.T135 001 2 Lab No. 760 TUCSON,AZ 86709 F ; ; -Authodtad by KATY YOUNG Data 05-09-08 Sampled by BOBBYICABCO 0e1e 0S-09-08 Submitted by BOBBY/CASCO Date 0S-09-08 Pr019e1 ANNUAL QUALITY CONTROL location VARIOUS.TUCSON,AZ `Conuettor- Arch:If Engr. -I-- Type I Uss of Material MASONRY BLOCKMEARING WALLS Suopiler I Source CASCOlfUCSON Sample Suurte I Location• STOCKPILE/PLANT 'Source I Location'baaig.By BOBBY/CA8CO Data 05-09.08 Nominal Size BXBX18 Aggregate UNKNOWN a Code/Specification per ASTM C90 Samples Tested pet AST'M'CIAD-SAMPLING AND TESTING CONCRETE MASONRY UNITS AND RELATED UNITE - TEST RESULTS - UNIT WEIGHT I ABSORPTION I.hiloWUP&CONTENT AVERAGE CWfnSION OF EALH UNIT:IN.: DROCC EKK,%• VOLUME,CU.FT. ABSORPTION. MOIST1.019 CONTEaT' SPEiCIM NIT EN MARKING! '+AMA U *MOWr, M of WIDTH HEIGHT LENGTH 80.IN. LIV PER CU.FT. GROSS NET Lop PEN CV.fY. TOTAL ABSOKP7'K)N. A 7.6 7.6 15.6 119 . 120.9 0.52 .0.15 8.1 e 7.6 7.6 15.6 119 131.1 0.52 0.1 B 817 C 7.6^ 7.7 15.9- - ,119 '130.9 0.S3 0.15 8.1 _ I ^� ^ AYERAGI ► 131.0+ 0.82 0.15 8^3 ^_ ' WEIGHT CLASSIFICATION BASED ON BULK UNIT WEIGHT NORMAL SPECIFICATION !3 •>t 13.0 MA%. NIA MOIIIYN C"Wat Ip+d on AA Kw...d WADI M*Aox von lt6.7409 DIMENSIONS / MEASUREMENTS MININUM 'MININUM r E UIVALM EOVIVAL NI +. FACE SHELL THICKNESS - _ WEB THICKNESS WEB YNICKNESS THICKNESS IN, IN. M 1.2 2.7 2.2 ,;g _ "sPeuRIEO wNIMVM.IN.� 1 114 1 2 1/4 COUPON MEASUREMENTS COMPRESSIVE STRENGTH U TESTED OY CO~. F -^_ +AVERA AVERAGE TEST NET AMA MNOMUM COMPRESSIVE STRrNGTN.L.BF PLR SO.IN. - • COUPON MAR%MIG W,OYH LENGTH SPECIMEN MARKING OATS Va.III.C' LUAU.to NET SPECIFICATION r ^ A OS 30 08 _..__367 76090 2130 1700 B 06.30.08 34.1 B3690 _2460 1700 1 -_.•-�� �� _ C- 08.30.08 34.6 94690 _ 2730 �1700 AVERAGE 2aa0 1900 I 'THEWI alMl ST AL No OF C HIA wcuE�"CAu V FO w AccuNtkC(U CoulaK to: CLIENT,121" M!H THE LTWD Pit OF CANE Ft1AC rICEO IOC ALLY FOR T,O OL:;AMPCIU - TI TM a STA AGATE ONLY TD THE CONOI1KtNIR INC. (fS "0 OTH90 Af. STATEO n le s rAt/I TFC NlDLDPEE . MaKE3 NO ' • OAs tTAeAAeTT 0a N`.IM MIAM IN• lkfKES OU OII F bAl. A S As NOT COAVIIW(a UgOefYliON INCLUOMG 50111C[ OF MATlNAIt WaA4TTTD r OTM4ni. - _ NEVIEwEO By a L0/LB 3DVd I . 0:1f J M t6ggATC TF.:4R RCII17./AGI//51 Oklahoma Steel and Wire Co., Inc. P.O. Box 220,Highway 70-South Madill, Oklahoma 73446 580-795-7311 80.0-654-4164 Fax 580-795-5841 F Physical Test Report Customer:Powers Steel " Address: ;# Date: 07/16/2003 : Shipping Order"#: 173379 Mechanical Properties Description Size Heat# Tensile Strength Bend 1. A-641-98 .437. 171373 89,619 OK Chemical"Analysis . . Heat# C .. MN P S.• Si 1. i71373 .05 .33 007 " .023 .10 'Sworn and Subscribed t.s, r mil- "Made in America" = PUB L I C _ All materials listed above ' ' . This_day of ` '" _ ere Produced and Fabricated >l the United.States. ' \ Not bli .a � _David LeBlanc . ■ uali surance" -My Commission Expires . t - My Commission Number 03bDgf F ., .. T ILL U; = R Z. BAR MILL GROUP • Mill Test Report s NUCOR-PLYMOUTH IS AN LS-O,90001 AND AN A.H.S.'CERTMIFD Mli.i. PLYMOUTH DIVISION rn r INVOICE NUMBER: 91975 r SOLD TO: POWERS STEEL 4 WIRE PROD.INC. SHIP TO: POWERS STEEL S.WIRE PROD.INC. .0 70MER POS: 15617 ° 4118 E. ELV600'ST. V7 •4119 E SL'FOOD ST - BILL OF LADINO: 92994 - $ PHOENIX, AZ 85040 602/437/1160 SHIP DATE: 1/09/07. c ' PHOENIX, AZ 85040 Item Description 'Heat$ Yield Tensile Eing C Mn D8 - Si Cu 'Ni Cr •y No Grads P.H.L P.S.I. ti 8 Wt/Ft 1/4.X .8 FLAT BAR' 060OS3 ` -66,734 85,53R. 78-0 ,a0 ':99 .010 '035 .20 .36 .08 '.12 .015 .007 .001 f _ - ASTM A529-05GR.55- 65,735 65,252 29.0- -6.600 .� .. 'N • .1/4 X 8 FLAT BAB 360064 64,079 89,380 28.0 '.19 1.08 .020 .033'"-.21 •.29 --- .15 29 .017 .019i001 , ASTM A52.9-050R.S5 64;-616 89,976 77.'0 6.800,` J I � C) - SOD -Sccrtsf J. Laurenti o WE CERTIFY THAT,ALL MANUFACTURING. PROCESSES, INCLUD IA'D MELTING OCCURRED IN THE UNITED D"�. •1 C1 STATES`.., ALL OF THE MATERIAL PRODUCED IS MADE FROM SCRAP STEEL AND IRON. ALL PRODUCTS q .... ✓ t PRODUCED ARE WELD FREE.' PLANT;METALLURGIST.QUA.LITY ASSURANCE MANAGER ,q , NSU.39-R:SAO r, GOUVIS5190HOOF109 consultili,g grou, inc. STRUCTURAL CALCULATIONS (A 75 Unit Residential Development) Trieste Structural Design (Retaining Wall) Central Avenue and Rosetta Canyon Lake Elsinore,County of Riverside,CA Gouvis job No.: 63089 6/2212015 M8K Homes Architect i GA VV� eft [f. 4WEU Y y t NG x ' °X rZ EXP. 5 t r k fir. C1V►V OF CA 949.752.1612 Huan Nguyen, Director A 4400 Campus Drive C64238 Exp. Date 6/30/2015 The attached calculations are valid only when bearing original or lgl _. New ort Beach,CAP electronic si nature of Huan Nguyen, Hereon. 92660 www.gouvisgroup.com Hayward, CA Palm Springs,CA Ho Chi Minh City, Vietnam , j 1 • Cie @46 4 3otrtl Grout TWA 14 vo zoo t : j A 5 a" 1 � - t ;a .... ::. MAY M. ' - 1�d926in @ Oh6L-r 9n Kay > _ .. Y - i 7 9, t ' I 1 Use menu item Settings>Printing&Title Block Title '1.V-0"Wall No.1 (5/RW1) Page: to set these five lines of information t Job# 6308R. Dsgnr. Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetalnPro(c)1987-2016, Build 11.16.6.12 License:KW-06056134 Cantilevered Retaining Wall Design ;ode: CBC 2013,ACI 318-11,AC1 536-11 License To:GOUVIS ENGINEERING Criteria Soil Data a� r �b Retained Height = 5.25 ft Allow Soil Bearing = 2,000.0 psf ? Wall height above soil = 0.33 ft Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft v Slope Behind Wall = 0.00 = r r• Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft ' Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = ' 0.300 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 1 Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel• = 0.0 psf Lateral Load' = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding 8 Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 It Eccentricity = 0.00 in Used for Sliding 8 Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied t0 Stem has been increased 1.00 Footing Type Line'Load x I pp S by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 It Axial Live Load = 0.0 Ibs (Service Level)" Poisson's Ratio = 0.300 Axial Load Eccentricity 0.0 in Design Summary 1 rStem Construction Bottom' Stem OK Wall Stability Ratios Design Height Above Ftc It= 0.00 Overturning = 1.59 OK Wall Material Above"Ht" = Masonry Sliding = 1.89 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 1,859 Ibs Rebar Size = # 4 ...resultant ecc. = 8.97 in Rebar Spacing = 16.00 Soil Pressure @ Toe = 1,977 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel 0 psf OK 2,000 p �/FB+fa/Fa •0.726 psf 'Allowable Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,768 psf Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Leve Ibs= 937.1 Footing Shear @ Toe = 10.3 psi OK Moment...Actual Footing Shear.@ Heel = 6.9 psi OK Service Level ft-#= Allowable 75.0 psi Strength Level ft-#= 1,640.0. Moment.....Allowable = 2,258.3 .Sliding Calcs Lateral Sliding Force = 888.9 Ibs Shear.....Actual less 100%Passive Force= - 1,126.0 Ibs Service Level psi= less 100%Friction Force = - 557.7 Ibs Strength Leve psi= 14.9 r Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 69.7 ....for 1.5 Stability = 0.0 lbs OK Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data fm psi= 1,500 Fy psi= 40,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 NOT considered in the calculation of soil bearing Load Factors Equiv.Solid Thick. in= 7.60 Building Code CBC 2013;ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method . = LRFD Live Load 1.700 Concrete Data. Earth,H 1.700 t'c psi= Wind,W 1.300 Fy psi= Seismic,E 1.000 Use menu Item Settings>Printing&Title Elock Title'° '1.6'-0"Wall N6.1'(51RW1) Page: to set these five lines of information Job# 63089 Dsgnr: Iggy Date: 22 JUN 2015 for your program: Description, k tr Trieste Wall Sections - This Wall in File`c:\Users\acano\Documents\REtalnPro 10 Project Files\63089 rw.rpx,RPX r RetainPro(c)1987-2015, Build 11.16.6.12 Lilense:l(W-06osslsa Cantilevered Retaining WaII'Design 'ode: CBC 2013,AC1 318-11,AC1530-11 License To:GOUVIS ENGINEERING Footing.Dimensions,&Strengths', Footing'Design Results' Toe Width = 1.04 It To Heel Heel Width = 1.71 Factored Pressure 2,768 :0 psf` Total Footing Width = 2.75 Mu' Upward, = 1,224 1 ft-# Footing Thickness; = 17.00 in' .,Mu':Downward = 273 844'ft-# 'Mu: Design 95,1 843 ft-# Key Width = 12.00 ins. Actual'1-Way Shear _ 10.30 6.93 psi Key Depth = 12.00 in: Allow 1-Way'Shear = 75.010. 75.00 psi Key Distance`from Toe = 1704 ft To Reinforcing = None Spec'd fc = 2,500psi Fy = 60,600-psi Heel Reinforcing _ None Spec'd " Footing Concrete Density = 150.00 pcf Key Reinforcing #4 @ 9:26.in Min.As% = 0.0018 " OtherAcceptable Sizes&Spacings Cover@ Top 2.00 @ Btm.= 3 00 ie � ' - Toe:.#4@ 6.54.in #5@ 10.13 in,#6@ 14.38 in,#7@ 19.61 in,#8@ 25.82 in,•#9@ 32 Heel:Not req'd:•Mu<phi•5'tambda'sgrt(fc)'Sm Key`. #4@ 9.26 in,#59 14.35 in,#6@ 20.37 in,474 2T78 in, i Summary of Overturning & Resis:ing.Forces & Moments .....OVERTURNING.:..; ....RESISTING..... Force Distance Moment Force Distance Moment , Item„ lbs. 3 ft-# Ibs ft ft-# Heel Active Pressure = 888.9 2:22 1,975.3 Soil Over Heel. _ y ' 656.0 2.23 - 1,462.1 Surcharge over Heel _ Sloped Soil Over Heel = Surcharge Over Toe = 'Surcharge Over Heel Adjacent Footing Load * Adjacent Footing Load = Added Lateral Load. = Axial Dead Load on.Stem Load @ Stem Above Soil= `Axial Live Load on Stem = a Soil Over Toe L` Surcharge Over Toe Total 868.9 ^O.T.M. 1,975.3 Stem Weight(s) 1 = 468;7 1.37 644.3 Earth @ Stem Transitions i = Footing Weight. = 584.2 1.37 803.1 Resisting/Overturning Ratio' _ 1.59. ,Key Weight = 150.0 1:54 231.2 ' Vertical Loads used'for Soil Pressure= 1,859.0 Ibs," Vert.Component.., _ Total=' 1;859.0 Ibs R.M.= 3;140.7 `Axial live load NOT included,in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in { l the calculation of Overturning Resistance. Tilt - Horizontal Deflection`at Top of Wall due to'settlement of soil y , (Deflection due to wall bending not considered) Soil Spring'Reaction Modulus ;i 250.0 pci ; Horizontal Dell @ Top of Wall(approximate only) 0.111 in The above calculation is not valid if the he.-'-I soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil:- ' dGrnrrt" , t .: - 1 0 s7i 1 MIT lips Yj to. VAST Al v: Nov Th"A .. b. , _ 2 6' • 1 Use menu item Settings>Printing&Title Block Title '2.4'-0"Wall No.1 (5/RW1) Page: to set these five lines of information Job# 63089 Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections - This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 License:KW-06056134 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,ACI 530-11y License To:GOUVIS ENGINEERING Criteria -� Soil Data ap , :. Retained Height = 4.00 It Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method z Heel Active Pressure 40.0 psf/ft Slope Behind Wall = 0.00 % Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft P Water height over heel = 0.0 It Soil Density,Heel = 120.00 pcf � r � Soil Density,Toe = 0.00 pcf FootingIISoil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in i Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel - 0.0 psf Lateral Load = 0.0 Wit Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width . = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load PP by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction 1 Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.98 OK Wall Material Above"Ht" = Masonry Sliding = 1.53 OK Design Method = LRFD LRFD Thickness = 8.00 Total Bearing Load = 1.581 lbs Rebar Size = # 4 ...resultant ecc. = 6.78 in Rebar Spacing = 24.00 - Soil Pressure@ ,Toe = 1539 psf OK Rebar Placed at = Edge Soil Pressure @Heel = 0 psf OK Design Data fb/FB+fa/Fa = 0.474 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,154 psf ACI Factored @ Heel = 0 psf Strength Leve lbs= 544.0 Footing Shear @ Toe = 4.2. psi OK Moment....Actual Footing Shear @ Heel" = 4.9 psi OK Service Level -#ft 725.3 Allowable = 75.0 psi Strength Level ft#= Moment.....Allowable Sliding Calcs 1;528.7 l Lateral Sliding Force = 605.0 lbs Shear.....Actual less 100%Passive Force= - 450.0 lbs Service Level psi= less 100%Friction Force = - 474.2 lbs Strength Leve' psi= 8.6 Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi= 69.7 ....for 1.5 Stability = 0.0 lbs OK Wall Weight psf= 64.0 Rebar Depth 'd' in= 5.25 Masonry Data I'm psi= 1,500 Fy psi= 40,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 considered in the calculation of soil bearing pressures. Load Factors Equiv.Solid Thick. in= 7.60 Building Code CBC 2013,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD i Live Load 1.700 Concrete Data Earth,H 1.700 fc psi= Wind,W 1.300 Fy psi= Seismic,E 1.000 j f Use menu item Settings>Printing&Title Block Title •'2.4'-0"Wall No.1 (SIRW1) Page: to set these five lines of information 1 ,: Job# 6308R Dsgnr: Iggy Date: 22 JUN 2015 for your program: , Description.:.. Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpz.RPX RetainPro(c)1987-2015, Build 11.15.6.12 ;ode: CBC 2013;AC1 318-11,AC1 530-11 License:KW-06056134 Cantilevered Retaining Wall Design License To:GOUVIS ENGINEERING Footing Dimensions &Strengths Rooting Design Results Toe Width = 0.50 It Toe Heel Heel Width = 2.00 .' Factored Pressure = 2,154 0•psf Total Footing Width = 2.50 Mu':Upward = 247 122 ft-# Footing Thickness 18.00 in Mu':Downward = -183 1,097.ft-# Mu: Design = 164 974 ft-# Key Width = 0.00 in Actual 1-Way Shear 4.24 4.85 psi . •. Key Depth = 0.00 in = +Allow 1-Way Shear 75.00 75:00 psi. Key Distance from Toe = 0.92 ft Toe Reinforcing_ = None Spec'd fc= 2,500psi Fy 60,000 psi• Heel Reinforcing = None Spec Id Footing Concrete Density = 150.00 pcf Key Reinforcing, _ #4 @ 18.00 in Min.As%. _ - 0.0018 Other Acceptable Sizes& Spacings Cover @ Top 2.00 @ Btm= 3.00'in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.56 in,#7@'18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu.<phi'5'lambda'sgrt(fc)'Sm Key:'No key,defined Summary of Overturning & Resisting Forces& Moments ; :....OVERTURNING..... .....RESISTING..... Force Distance Moment ! force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 605.0 1.83 1,109.2 Soil Over Heel = 640.0 1.83 1,173.3- Surcharge over Heel _ Sloped Soil Over Heel = Surcharge Over Toe = Surcharge.Over Heel = • - Adjacent footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = 'Axial Live Load on Stem Soil Over Toe = 0.25 Surcharge Over Toe = Total 605.0 O.T.M. 1,109.2 Stem Weight(s) = 378.0 0.83 315.0 Earth @ Stem Transitions= = Footing Weight = 562.5 1.25 703.1 Resisting/Overturning Ratio 1.98 Key Weight = 0.92 -Vertical Loads used for Soil Pressure= 1,580.5 Ibs Vert.Component = Total= 1,580.5 Ibs R.M.= 2,191.5 'Axial live load NOT included in total displayed,or used for overturning resistance,but is included for r soil pressure calculation. jVertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. - Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt i Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci ' Horizontal Defl @ Top of Wall(approximate only). 0.077 in The above calculation is not valid if the heel soil bearino pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. f i ' Use menu Item Settings>Printing&Title Block Title '3.8'-Q"Wall No.2(6/RW1) Page: to set these five lines of information Job# 63089 Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX License: KIN-967-2016, Build,,.,s.s.,z Cantilevered RetainingWall Design ;ode: CBC 2013,ACI 318-11,ACI 530-11. License:KW-0606613a 9 License To:GOUVIS ENGINEERING Criteria Soil Data Retained Hei ht = 7.33 ft Allow Soil Bearing = 2,000.0 psf rw! g Equivalent Fluid Pressure Method Wall'height above soil = 7.00 ft Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 It . Soil Density,Heel = 120.00 pcf aye Soil Density,Toe = 0.00 pcf FootingllSo l Friction = 0.300 Soil height'to ignore R . for passive pressure = "12.00 in Surcharge Loads 1 Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning . ...Height to Top = 0.00 ft 'Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = O.O ft Axial Live Load = 0,0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.23 OK Wall Material Above"Ht" = Masonry Sliding = 1.52 OK Design Method = LRFD' LRFD Thickness = 8.00 Total Bearing Load = 3,886 Ibs Rebar Size = # 5 ...resultant ecc. = 8.12 in Rebar Spacing = • 8.00 Soil Pressure Toe = 1,788 sf OK Rebar Placed at = Edge � p Design Data Soil Pressure @ Heel = 41 psf OK fb/FB+fa/Fa = 0.611 Allowable 2,000 psf Total Force @ Section " Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @ Toe = 2,503 psf Strength Leve Ibs= 1,826.8 ACI Factored @ Heel = 58 psf Footing Shear @ Toe = 16.2 psi OK Moment Actual Servicea Level ft-#_ Footing Shear @ Heel = 9.4 psi OK Strength Level ft-#= 4,463.4 Allowable = 75.0 psi Moment.:...Allowable = 8,733.3 Sliding Calcs ual Lateral Sliding Force = 1,559.4 Ibs Shear.. less 100%Passive Force= -. 1,200.0 Ibs Service ce Level' l psi= less 100%Friction Force = 1,165.7lbs Strength Leve: psi= 29.0 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 69.7 .....for 1.5 Stability = 0.0 Ibs OK Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data fm psi= 1,500 Fy psi= 60,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 considered in the calculation of soil bearing pressures. Load Factors Equiv.Solid Thick. in= 7.60 Building Code CBC 2013,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 Concrete Data Earth,H 1.700 fc psi Wind,W 1.300 Fy psi= Seismic,E 1.000 Use menu item Settings>Printing&TitleBiock. Title. 3.8"0"Wall No.2(6/RW1) Page: to set these five lines of information Job# 63089 Dsgnr: Iggy Date: 22JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.15.6.12 License:KW-06056134 . Cantilevered'Retaining Wall Design ;ode: CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Footing,Dimensions &Strengths Footing Design Results Toe Width, = 1.79 It Toe Heel Heel Width = 2.46'' Factored Pressure = 2,503 58 psf Total Footing Width = { '4.25 Mu':Upward 3;464 '644 ft-# Footing Thickness • = 18.00 in ' Mu':Downward - 759 2,943 ft-# Mu: Design 2,705 2,299 ft-# Key Width = 12.00 in Actual 1-Way Shear = 16.17 9.38 psi Key Depth _ 12.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe 1.79 ft• Toe Reinforcing = 'None Speed fc = 2,500 psi Fy = '60,000 psi. Heel Reinforcing ' = None Speed Footing Concrete Density = 150.00 pcf. Key Reinforcing = #5 @ 14.35 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00. @ Btm= 3.00 in Toe_ #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel Not req'd: Mu<phi'5'lambda'sgrt(fc)'Sm Key:' #4@ 9.26.in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in, Summary of Overturning & Resisting Forces & Moments . .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-.# Ibs ft ft-# Heel Active Pressure = 1,559.4 2.94 4,589.8 Soil Over Heel = 1,575.7 3.35 5,284.4 Surcharge over Heel = Sloped Soil Over Heel' _ Surcharge Over'Toe _ - Surcharge Over Heel Adjacent Footing Load = " Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem _ Soil Over Toe -• = 0.90 4 Surcharge Over Toe =. 4 Total 1;559.4 O.T.M. 4,589.8 Stem Weight(s) 1,203.7 2.12 2,557.6 Earth @ Stem Transitions= - _ = Footing Weight = 956.1 2:12 2,031.5 Resisting/Overturning Ratio = 2.23, Key Weight = 150.0 2.29 343.7 Vertical Loads used.for Soil Pressure=. 1 3,885.5 Ibs ' Vert.Component = +. Total= 3,885.5 Ibs R.M.= 10,217.2 Axial live load NOT included in•total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the W calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in ' the calculation of Overturning Resistance. I'Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall(approximate only) 0.167 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. r r .. J ' Use menu item Settings>Printing S Title Block Title '4.8'-0"Wall No.2(61RW1)w/Wind Page: to set these five lines of information - Job# 63089. Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 License:KW-06066134 Cantilevered Retaining Wall Design ;ode:CBC 2013,ACI 318-11,ACI 530-11 License To:GOUVIS ENGINEERING Criteria 1 Soil Data `. Retained Height = 7.33 ft Allow Soil Bearing = 2,660.0 psf Wall height above soil` = 7.00 ft Equivalent Fluid Pressure Method Neel Active Pressure 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf Soil Density,Toe = obo pcf FootingilSoil Friction = 0.300 Soil height to ignore , for passive pressure = 12.00 in - � Surcharge Loads Lateral Load Applied.to Stem 1 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 15.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in j Design Summary ' Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft=. 0.00 Overturning = 1.76 OK Wall Material Above"Ht" = Masonry Sliding = 1.73 OK Design Method = LRFD LRFD Thickness = 8.00 Total Bearing Load = 3,960 Ibs Rebar Size # 5 ...resultant ecc. = 11.93 in Rebar Spacing = 8.00 Rebar Placed at = Edge Soil Pressure @ Toe = 2,336 psi OK Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.940 Allowable = 2,660 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,271 psf Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Leve Ibs 1,963.3 Footing Shear @ Toe = 20.5 psi OK Moment....Actual Footing Shear @ Heel = 12.6 psi OK ,. Service Level ft-#= Allowable 75.0 psi Strength Level. ft-#= 5,941.7 � = \Sliding Calcs Moment...:.Allowable = 6,322.7 Lateral Sliding Force = 1,664.4 Ibs Shear.....Actual less 100%Passive Force= - 1,687.5 Ibs Service Level psi= less 100%Friction Force = - 1,188.1 Ibs Strength Leve' psi= 3.1.2 , Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 69.7 ....for 1.5.Stability. = 0.0 Ibs OK Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data fm psi= 1,500 J Fy psi= 40,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 considered in the calculation of soil bearing pressures. Load Factors Equiv.Solid Thick. in= 7.60 Building Code CBC 20131ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 Concrete Data Earth,H 1.700 fc psi= Wind,W 1.300 Fy psi= Seismic,E .1.000 Use menu item Settings>Printing&Title Block Title '4.8'-0"Wall No.2(6/RW1)w/Wind. Page: to set these five lines of information Job# 63089 Dsgnr:• Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections- This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 License:KW-06056134 Cantilevered Retaining Wall Design• ;ode: CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Footing Dimensions &Strengths , Footing Design Results Toe Width = 1.79 ft. Toe Heel Heel Width .= 2.46 Factored Pressure = 3,271 0 psf ` Total Footing Width -, _ 4.25 Mu':Upward = 4,323 130 ft-# Mu':Downward ' = 759 2,943 ft-# ' Footing Thickness = 18,00 in"`•:. • Mu: Design = 3,564 2,812 ft-# Key Width = 12.00 in" 'Actual 1-Way Shear = 20.48 12.64 psi Key Depth = -18.00 in Allow 1-Way Shear = 75.00 75.00 psi-, Key Distance from Toe = 1.67 ft Toe Reinforcing = None Spec'd a fc = 2,500 psi : Fy = 60,000 psi Heel Reinforcing = None Spec'd, Footing Concrete Density 150.00 pcf: Key Reinforcing = #4 @ 18.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2:00 @ Btm= 3.00 in . Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. ' Heel:Not req'd:Mu<phi'5'lambda's4rt(fc)fSm Key' #4@ 9.26 in,#5@ 14.35,in,#6@ 20.37 in,#7@ 27.78 in, j Summary of Overturning & Resisting Forces&Moments :....OVERTURNING..... .....RESISTING..:.. Force Distance Moment Force Distance Moment Item Itis, It ft-# Ibs ft ft-# Heel Active Pressure * = 1,559.4• 2.94' 4,589.8 Soil Over.Heel = 1,575.7 3.35 5,284.2 Surcharge over Heel = - Sloped Soil Over Heel = Surcharge Over Toe = f" Surcharge Over Heel = Adjacent Footing Load _ , `, Adjacent Footing Load = ` Added Lateral Load = t Axial Dead Load on Stem= Load @ Stem Above Soil = 105.0 'i2.33 1,294.7 •Axial Live Load on Stem = Soil Over Toe = 0.90 - ' Surcharge Over Toe = Total ," 1;664'4 O.T:Mi 5,884.4 Stem Weight(s) 1,203.7 2.12 2,557.5 Earth @ Stem Transitions= _ Footing Weight = 956.1 2.12, 2,031.4 Resisting/Overturning Ratio 1:76 Key Weight =r 225.0• 2.17 487.4 - Vertical Loads used for Soil Pressure= * 3,960.5 Ibs Vert.Component = Total= 3,960.5'•lbs R.M.= 10,360.6 '.Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. . Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance.", Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at TOP of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci } Horizontal Defl @ Top of Wall(approximate only), 0.219 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then-tend to rotate into the retained soil. _ it r rs 8 bvfa5�6 .; Solid G�ocd T0, : S. 14-0 .. 74 MUM n - r a MY fit Elul xm Y iy WVy riterflnKey:. 7 ANOW i 4 i 1 Use menu item Settings>Printing&Title Block Title '4.A 8'-0"Wall No.2(6/RW1)w/S Page: to set these five lines of information Job,# 63089 Dsgnr: -Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 License:KW-06056134 Canti levered,Retaining Wall Design ;ode: CBC 2013,ACI 318-11,ACI 530-11 License To:GOUVIS ENGINEERING Criteria Soil Data t� . Retained Height = 7.33 ft Allow Soil Bearing = 2,660.0 psf Wall height above soil = 7.00 ft Equivalent Fluid Pressure Method ! T Heel Active Pressure - 55.0 psf/ft - Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf F77 FootingIlSoil Friction = 0.300 �`° Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 1 LLateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 Wit Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 It Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 It Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 It Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction 1 Bottom Stem OK Wall Stability Ratios Design Height Above Ftc It= 0.00 Overturning = 2.07 OK Wall Material Above"Ht" = Masonry Sliding = 1..50 OK Design Method _ LRFD LRFD Thickness = 8.00 Total Bearing Load = 5,080 Ibs Rebar Size = # 5 ...resultant ecc. = 12.35 in Rebar Spacing = 8.00 Soil Pressure @ Toe = 2,517 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK Allowable = 2,660 psf fb/FB+fa/Fa - 0.9�1 Soil Pressure Less Than Allowable Total Force Section ACI Factored @ Toe = 3,524 psf Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Leve Ibs= 2,511.8 Moment....Actual Footing Shear @ Toe = 17.0 psi OK Service Level ft-#= _ Footing Shear @ Heel = 12.7 psi OK Strength Level 114= 6,137.2 Allowable = 75.0 psi Sliding Cates Moment.....Allowable = 6,322.7 Lateral Sliding Force 2,156.3lbs Shear.....Actual less 100%Passive Force= - 1,713.8 lbs Service Level psi= less 100%Friction Force = - 1,524.1 Ibs Strength Level psi= 39.9 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 69.7 ....for 1.5 Stability = 0.0 Ibs OK Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data fm psi= 1,500 Fy psi= 40,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 considered in the calculation of soil bearing pressures. Load Factors Equiv.Solid Thick. in= 7.60 Building Code CBC 2013,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 Concrete Data Earth,H 1.700 fc psi= Wind,W 1.300 Fy psi= Seismic,E 1.000 Use menu item Settings>Printing&Title E,lock Title '4.A 8'-0"Wall No.2(6/RW1)w/S. Page: to set these five lines of information Job# 63089 .. Dsgnr. Iggy • „ ,Date: 22 JUN 2015 for your program. , Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\Retain Pro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 License:KW06066134 Cantilevered Retaining Wall Design ode``.'CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Footing Dimensions &Strengths , Footing Design Results ' Toe Width = 1.17 ft Toe Heel Heel Width = 3.58 Factored Pressure = 3,524 0 psf - Total Footing Width = 4.75 Mu':Upward = 2,165 ,1,558 ft-#. Footing Thickness = 18.30 in Mu':Downward = 353 7,353 ft-# Mu: Design = 1,811 5,795ft-# Key Width: • = 12.00 in Actual 1-Way Shear = 11.02 12.68 psi Key Depth. = 18.00 in Allow 1-Way Shear = 75.00 15.00 psi Key Distance from Toe = 1.17 ft Toe Reinforcing None.Speed fc = 2,500 psi Fy 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing _ #4 @ 18.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 6.07 in,#5@ 9.41 in,#6@ 13.36 in,#7@.18.21 in,#8@ 23.98 in,#9@ 30. Heel Not req'd:Mu<phi"5`lambda`sgrt(fc)'Sm Key: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in, Summary of Overturning.&*Resiting Forces& Moments .....OVERTJRNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs :ft • ft-# Ibs ft ft-# Heel Active Pressure = 2,156.3 2.95 . 6,364.7 Soil Over Heel = 2,565.2 3.29 81441.7 Surcharge over Heel = x Sloped Soil Over Heel = Surcharge Over Toe _ Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load = ' Added Lateral Load = _ Axial Dead Load on Stem Load @ Stem Above Soil Axial Live Load on Stem Soil Over Toe 4 Surcharge Over Toe = Total 2,156.3 O.-.M. 6,364.7 = Stem Weights) = 1,203.7 1.50 1,804.8 Earth @ Stem Transitions= . _ Footing Weight = .1,086.3 2.37 2,579.5 Resisting/Overturning Ratio - 2.07 Key Weight = 225.0 1.67 374.9 Vertical Loads used for Soil Pressure= 5,080.3. Ibs Vert.Component = ' Total= 5,080.3 lb R.M.= 13,200.8 'Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil presaure.IS considered in the calculation of.Sliding Resistance, Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of-Wall due to settlement of soil -(Deflection due to wall trending not considered) Soil Spring'ReactionModulus `` 250.0 pci - Horizontal Defl @ Top of Wall(approximate only) 0.211 .in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. Use menu item Settings>Printing&Title Block Title '6.6'-0"Wall No.2(6/RW1) Page: to set these five lines of information Job# 6308R. Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 License.KW-06066134 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,ACI 530-11 License To:GOUVIS ENGINEERING Criteria Soil Data °. Retained Height = 6.00 it Allow Soil Bearing = 2,000.0 psf Wall height above soil . = 7.00 ft - Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft Slope Behind Wall = 0.00 - - I Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft r Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.300 amp Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 Wit Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 it Surcharge Over Toe . = 0.0 ...Height to Bottom = 0.00 It Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem has been increased 1.00 Footing Type Line Load 1111111 PP r by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary ' Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.28 OK Wall Material Above"Ht" = Masonry Sliding = 1.88 OK. Design Method' LRFD LRFD Thickness = 8.00 . Total Bearing Load = 3,049 Ibs Rebar Size = # 4 ...resultant ecc. = 6.79 in. Rebar Spacing 8.00 Soil Pressure @ Toe = 1,716 psf OK Rebar Placed at = Edge D Soil Pressure @ Heel = 26 psf OK esign Data '.fb/FB+fa/Fa 0s68 Allowable = 2,000 psf Total Force @Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,403 psf Service Level Ibs= ACI Factored Heel 37 psf 'Strength Leve Ibs= 1,224.0 Moment....Actual Footing Shear @ Toe = -12.3 psi OK Footing Shear @ Heel' = 6.1 psi OK Service Level ft#_ Allowable = 75.0 psi Strength Level ft-#= .2,448.0 Sliding Calcs Moment.....Allowable = 4,308.3 Lateral Sliding Force 1,125.0 Ibs Shear.....Actual, less 100%Passive Force= - 1,200.0 Ibs. Service Level psi= less 100%Friction Force = - 914.8 Ibs Strength Level psi= 19.4 Added Force Req'd = 0.0 Ibs OK ' Shear....:Allowable psi= 69.7 ....for 1.5 Stability = 0.0 Ibs OK Wall Weight psf= 84.0 Rebar Depth 'd' in= - 5.25 Masonry Data fm psi= 1,500 Fy psi= 40,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 NOT considered in the calculation of soil bearing Load Factors Equiv.Solid Thick. in= 7.60 Building Code CBC 2013,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 Concrete Data Earth,H 1.700 fc psi= Wind,W 1.300 Fy psi= Seismic,E 1.000 Use menu Item Settings>Printing&Title Block Title '5.'6'-Q"Wall No.2(6/RW1) Page:' to set these five lines of information ;Job# 6308R. Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description....' Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 ,. License:KW-06066134 Cantilevered Retaining Wall Design, ;ode: CBC 2013,ACI318-11,ACI530-11 License To:GOUVIS ENGINEERING Footing Dimensions&Strengths Footing Design Results Toe Width = 1.42 ft Toe' Heel Heel Width = 2.08 Factored Pressure = 2,403 37 psf Total Footing Width = 3.50 Mu':Upward = 2,091 357 ft-# Footing Thickness = 18.00 in Mu':Downward' = 494 1,640 ft-# Key Width 12.00 in Mu: Design = 1,596 1,283 ft-# = ` Key Depth = 12.00 in Actual 1-Way.Shear, _ 12.27 6.15 psi t d Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe 1.42 ft Toe Reinforcing = None Spec'd fc = 2,500psi Fy Wow psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 18.00 in Min.As 0.0018 Other Acceptable Sizes&Spacings ' Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 6.17 in,05@ 9.57 in,'#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30 Heel:Not req'd:Mu<phi'5'lambda'sgrt(fc)'Sm Key: 04@.9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in, Summary of Overturning & Resisting Forces &Moments .....OVERTURNING..... .....RESISTING..... Force Distance ,'Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft# �< Heel Active Pressure = 1,125.0 2.50 2,6#.5, Soil Over Heel =. 1,D19.9 2•79 2,846.9 Surcharge over Heel = Sloped Soil Over Heel = # i. Surcharge Over Toe i- = Surcharge Over Heel = ;r Adjacent Footing Load = Adjacent Footing Load - _ �- Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above-Soil= 'Axial Live Load on Stem = = Soil Over Toe.. _. 0.71 Surcharge Over Toe. _ Total 11125.0 O.T.M. 2,812.5 Stem Weight(s) = 1,092.0 1:75 1,910.8 Earth @ Stem Transitions= Footing Weight 787.4 1.75 1,377.9 Resisting/Overturning Ratio = 2.28 Key Weight = 150.0 1.92 287.5 Vertical Loads used for Soil.Pressure_ 3,049.3 Ibs Vert.Component = Total= 3,049.3 Ibs R.M.= -6,423.1 `.Axial live load NOT included in total displayed;or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered_ in the calculation of Sliding Resistance. Vertical component.of active lateral soil pressure IS NOT considered in _ the calculation of Overturning Resistance. I Tilt �> Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall(approximate only) 0.177 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. Use menu Item Settings>Printing&Title Block Title '6.6'-0"Wall No.2(61RW1)w/Wind Page: to set these five lines of information Job# 63089 Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2015, Build 11.16.6.12 License:KW-06056134 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,AC1 530*11 License To:GOUVIS ENGINEERING Criteria Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 2,660.0 psf t Wall height above soil = 7.00 ft Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft Slope Behind Wall = 0.00 :.'•. Height of Soil over Toe = 6.00 in Passive Pressure 300.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf . Soil Density,Toe = 0.00 pcf44, FootingllSoil Friction = 0.300 ssx Soil height to ignore for passive pressure = 12.00 in Surcharge Loads -Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs. : Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem ® has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 15.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in - Design Su mma Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.60 OK Wall Material Above"Ht" = Masonry Sliding = 1.53 OK Design.Method = LRFD LRFD Thickness = 8.00 Total Bearing Load = 3,012 Ibs Rebar Size = # 4 ...resultant ecc. = 11.50 in Rebar Spacing = 8.00 Soil Pressure @ Toe = 2,538 psf GK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK - 2,660 psf +fa/Fa - 0.869 sf Allowable = Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,553 psf Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Leve• Ibs= 1,360.5 Footing Shear @Toe = 16.9 psi OK Moment....ActualService Level ft-#_ Footing Shear @Heel = 9.7 psi OK Strength Level ft-#= 3,744.8 Allowable = 75.0 psi `) Sliding Calcs Moment.....Allowable = 4,308.3 Lateral Sliding Force = 1,230.0lbs Shear.....Actual less 100%Passive Force = 984.4 Ibs Service Level psi= less 100%Friction Force = - 903.5 Ibs Strength Level psi= 21.6 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 69.7 ....for 1.5 Stability = 0.0 Ibs OK Wall Weight psf= 84.0 Rebar Depth 'd' . in= 5.25 Masonry Data fm psi= 1,500 Fy psi= 40,000 Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 NOT considered in the calculation of soil bearing Load Factors Equiv.Solid Thick. in= 7.60 Building Code CBC 2013,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 Concrete Data Earth,H 1.700 fc psi= Wind,W 1.300 Fy psi= Seismic,E 1.000 Use menu item Settings>Printing&Title Block Title '6.6'-0"Wall No.2(6/RW1)wl Wind Page: to set these five lines of information Job#-63089 Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 License:Kw-06o66134 Cantilevered Retaining Wall Design , ;ode: CBC 2013,ACI 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Footing Dimensions &Strengths Footing Design Results Toe Width - 1.42 ft Toe Heel Heel Width ... = 2.08 Factored Pressure = 3,553 0 psf Total Footing Width = 3.50 Mu':Upward = 2,855 6 ft-# Footing Thickness = 18.00 in Mu':Downward = 494 1,639.ft-# - Mu: Design = 2,360 .1,633 ft-# Key Width = 12.00 in Actual 1-Way Shear . 16.90 9.73 psi Key Depth = 9.00 in Allow 1-Way Shear, 75.00 75.00 psi Key Distance from Toe = 1.42 ft Toe Reinforcing' None Specd - - fc = 2,500 psi _ Fy = 60,000 psi Heel Reinforcing None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing =_#4 @ 18.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm 3.00 in • Toe: #4@ 6.17 in,#5@,9.57 in,#6@ 13.56 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd: Mu<phi'5`lambda'sgrt(fc)'Sm Key: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in, Summary of Overturning & Resisting Forces&Moments OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# . Ibs ft ft-# Heel Active Pressure = 1,125.0 2.50 2,812.5 Soil Over.Heel. = 1,019.8, 2•79 2,846.4 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe Surcharge Over Heel, = Adjacent Footing Load Adjacent Footing Load = ' Added Lateral Load Axial Dead Load on Stern= Load @ Stem Above Soil.= 105.0 11.00 1,155.0 `Axial Live Load on Stem.= _ Soil Over Toe ; 0.71 Surcharge Over Toe Total 1,230.0 O.T.M. 3,967.5 Stem Weight(s) = 1,092.0 1.75 1,910.6 Earth @ Stem Transitions= Footing Weight _ 787.4 1.75 1,377.6 Resisting/Overturning Ratio = 11.66 Key Weight = 112.5 1.92 215.6 Vertical Loads used for Soil Pressure- .3,011.6 Ibs Vert.Component' ' Total 3,011.6 Ibs R.M.= 6,350.2 'Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. J Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only), 0.262 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil: 9 1 r a is FE Sohd taut.. :. _':.. X. a '» r s v a • ._ :... ill i so 1 .' C;3ltterOn")�e ' H qC� 1 ..; .. .. ...... .ir.. 71 1 r r Use menu Item Settings>Printing&Title Block Title •'6.A 6'-0"Wall No.2(61RW1)w/S Page: to set these five lines of information Job# 6308g Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.15.6.12 License:KW-06056134 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,ACI 530-11 License To:GOUVIS ENGINEERING Criteria Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 2,660.0 psf Wall height above soil = 7.00 ft Equivalent Fluid Pressure Method f Heel Active Pressure • 55.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure 300.0 psf/ft Water height over heel = 0.0 ft _ Soil Density,Heel• = 120.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction 0.300 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads ateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = O.O.Psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0:00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft l Axial Load Applied t0 Stem has been increased 1.00 Footing Type Line Load PP , by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio 0.300 Axial Load Eccentricity = 0.0 in Design Summary e Stem Construction 0 Bottom Stem OK Wall Stability Ratios Design Height Above F4 ft= 0.OD Overturning = 1.70 OK Wall Material Above"Ht" = Masonry Sliding = 1.70 OK Design Method = LRFD LRFD Thickness = 8.00 Total Bearing Load = 3,124 Ibs Rebar Size = # 4 ...resultant ecc. = 10.63 in Rebar Spacing = 8.00 Soil Pressure @ Toe = 2,412 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.781 Allowable = 2,660 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @ Toe = 3,377 psf ACI Factored @ Heel = 0 psf Strength Leve . Ibs 1,683.0 Footing Shear @ Toe = 16.6 psi OK Moment Actual . ' Service Level ft-#_ Footing Shear @ Heel = 9.2 psi OK Strength Level ft-#= 3,366.0 Allowable = 75.0 psi Moment.....Allowable = 4,308.3 Sliding Calcs Lateral Sliding Force 1,546.9 Ibs Shear.....Actual less 100%Passive Force= - 1,687.5 Ibs Service Level psi= less 100%Friction Force = - 937.1 Ibs Strength Leve psi= 26.7 Added Force Req'd = 0.0 Ibs CK - Shear.....Allowable psi= 69.7 ....for 1.5 Stability = 0.0 Ibs OK Wall Weight psf=. 84.0 Rebar Depth 'd' in= 5.25 Masonry Data fm psi= 1,500 Fy psi= 40,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 considered in the calculation of soil bearing pressures. Load Factors Equiv.Solid Thick. in 7.60 Building Code CBC 2013,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 Concrete Data Earth,H 1.700 fc psi= Wind,W 1.300 Fy psi Seismic,E 1.000 Use menu item Settings>Printing&T11:6 Block Title '6.A 6;4"Wall No.2(61RW1)w/S Page: to set these five lines of information Job# 63089 Dsgnr. Iggy Date:• •22 JUN 2015 for your program. Description:... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 License:KW-06066134 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,ACI 530-11 License To:GOUVIS ENGINEERING. (Footing Dimensions &Strengths Footing Design Results - Toe Width _ 1.42 ft Toe Heel Heel Width = 2.08 Factored Pressure = 3,377 0 psf Total Footing Width = 3.50 Mu':Upward = ".2,769 �- 28 ft-# Footing Thickness = 18.00 in. Mu':Downward ' = 494 11,639 ft-# + Mu: Design = 2,275 1,610 ft-# Key Width = 12.00 in + Actual 1-Way Shear. = 16.58 9.17 psi Key Depth = 18.00 in -- Allow 1-Way Shear• 75.60+ 75.00 psi Key Distance from Toe = 1.42 ft, Toe Reinforcing None Spec'd fc = 2,500 psi . Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing #4 @ 18.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi'5'lambda'sgrt(f6)'Sm Key: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in, Summa of Overturning & Resisting Forces& Moments ' .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs It . ft-# Ibs ft ft-# Heel Active Pressure 1,546.9 2.50 3,867.2 Soil Over Heel _ 1,019.5 2•79 2,845.2 Surcharge over Heel _ Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load- _ Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 'Axial Live Load on Stem = = Soil Over Toe = 0.71 Surcharge Over Toe = - Total 1,546.9 O.T.M. 3,867.2 Stem Weight(s) = 1,092.0 1.75 1,910.3 Earth @ Stem Transitions= Footing Weight = '787.2 1.75 1,377.1 Resisting/Overturning Ratio = 1.70 Key Weight = 225.0 1.92 431.2 Vertical Loads used for Soil Pressure= 3,123.7 Ibs Vert.Component = Total= 31123.7 Ibs R.M.= 6,563.8 Axial live load NOT included.in total displayed,or used for overturning r resistance,but is included fonsoil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. • 1 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 1 Tilt _* r Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus k250.0 pci ` Horizontal Defl @ Top of Wall(approximate only) 0.249 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. Use menu Item Settings>Printing&Title Block Title 7.4'-0"Wall No.2(6/RW1) Page: to set these five lines of information Job# 63089 Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 License:KW-06056134 Cantilevered Retaining.Wall Design ;ode: CBC2013,AC1318-11,AC1530-11 License To:GOUVIS ENGINEERING Criteria Soil Data -I-' Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 7.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = I 6 as Height of Soil over Toe = 6.00 in , Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf - 4 FootingIlSoil Friction = 0.300 � s Soil height to ignore ' for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stern-1 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied t0 Stem has been increased 1.00 Footing Type Line Load pp � by a factor of Base Above/Below Soil Axial Dead Load - 0.0 Ibs Wind on Exposed Stem = 0.0 psf • at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 - Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.26 OK Wall Material Above"Ht" = Masonry Sliding = 1.85 OK Design Method = LRFD LRFD Thickness - 8.00 Total Bearing Load = 2,479 Ibs Rebar Size = # 4 ...resultant ecc. = 5.87 in Rebar Spacing = 24.00 Soil Pressure @ Toe 1,634 psf OK Rebar Placed at = Edge. Design Data Soil Pressure @ Heel = 18 psf OK - fb/FB+fa/Fa 0.474 Allowable = 2,000 psf Total Force @ Section, Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @ Toe = 2,288 psf ACI Factored @ Heel = 26 psf Strength Levu Ibs= 544.0 Moment....Actual Footing Shear @ Toe 4.8 psi OK Footing Sh ear_@ Heel = 2.7 psi OK Service Level ft-#= = Strength Leve! ft-#= 725.3 Allowable 75.0 psi , Moment.....Allowable = 1,528.7 Sliding Calcs Lateral Sliding Force = 605.0 Ibs Shear.....Actual less 100%Passive Force= - 375.0 Ibs Service Level psi= less 100%Friction force = - 743.7 Ibs Strength Level psi= 8.6 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 69.7 ....for 1.5 Stability = 0.0 Ibs OK Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data fm psi= -.1,500 Fy psi= 40,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 NOT considered in the calculation of soil bearing Load Factors Equiv.Solid Thick. in= 7.60 Building Code CBC 2013,AC1 Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 Concrete Data Earth,H 1.700 fc psi= Wind,W 1.300 Fy psi Seismic,E 1.000 Use menu item Settings>Printing ri Title Block` Title 7.4'-0"Will No.2.(61RW1)' Page: to set these five lines of information Job# 63089. Dsgnr: Iggy_ Date: 22 JUN 2015 for your program. Description.... . Trieste Wall Sections ' This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX ' RetainPro(c)1987-2016, Build 11.16.6.12 License:KW-06o66134. Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING s Footing Dimensions&Strengths Footing Design Results Toe Width = 0.50 It Toe Heel Heel Width = 2.50 Factored Pressure 2,288 26 psf' , Total Footing Width = 3.00 Mu':Upward k = 270 818 ft-# Footing Thickness = 18.00 in Mu':Downward. = 83 1,960 ft-# Mu: Design = 187* 1,143 ft-# Key Width = 0.00 in Actual 1-Way Shear = 4.83 2.66 psi. Key Depth = 0.00 in Allow 1-Way Shear = 75':00 75.00 psi Key Distance from Toe = 0.50 It Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,006 psi Heel'Reinforcing• = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @.18.00 in Min.As% = 0.0018 Other Acceptable Sizes 8 Spacings Cover Top 2.00 Btm: 3.00'in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi'5'lambda`sgrt(fc)`Sm Key: No key defined Summary of OverturninciA Resistinci Forces S Moments .....OVERTURNING..... RESISTING..... t, Force Distance Moment - Force Distance Moment Item Ibs ft ft-# Ibs It ft-# Heel Active Pressure = 605.0 1.83 1,109.2 Soil Over Heel = 880.0 2:08 1,833.3 ' Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = •; f° 'Axial Live Load on Stem = + Soil Over Toe = 0.25 Surcharge Over Toe _ Total 605.0 O.T.M: 1,109.2 Stem Weight(s) 924.0 0.83 770.0 Earth @ Stem Transitions= + = Footing Weight = 675.0 1.50 1,012.5 Resisting/Overturning Ratio = „3.26 Key Weight _ 0.50 Vertical Loads used for Soil Pressure= '2,479.0 ,Ibs' Vert.Component + 'Total= 2,479.0 Ibs R.M.=' 3,615.8 Axial live load NOT included in total displayed,or used for overturning v resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) t Soil Spring Reaction Modulus 250.0 pci , Horizontal Defl @ Top of Wall(approximate only) .0.166 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. SotW Giout f e T-0 1 f f ^ Not sm Whom -WaMS,' t Nut 4 W) s. ) a WIT 7 call 13 Of Yt, f e t r Use menu item Settings>Printing.&Title Block Title '8.4'-0"Wall No.2(6/RW1)w/Wind Page: to set these five lines of information Job# 63089 Dsgnr. Iggy Date: 22 JUN 2015 for your program. Description:... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rvi.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 License:KW-06066134 I Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING- Criteria 1 Soil Data 7. Retained Height = 4.00 ft Allow Soil Bearing = 2,660.0 psf Wall height above soil ' = 7.00 ft Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft Slope Behind Wall = 0.00 = ' Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 It Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.300 � 7s Soil height to ignore for passive pressure = 12.00 in LSurcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 It Footing Width = 0.00 ft Surcharge Over Toe ' = - 0.0 •..Height to Bottom 0.00 It Eccentricity = 0.00 in Used for Sliding&Overturning- The above lateral load Wall to Fig CL Dist 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 15.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary 1 ' Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.76 OK Wall Material Above"Ht" = Masonry Sliding = 1.58 OK Design Method = LRFD LRFD Thickness = 8.00 Total Bearing Load 2,479 Ibs Rebar Size = # 4 ...resultant ecc. = 10.44 in Rebar Spacing = 16.00 Soil Pressure @ Toe = * 2,623 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa - 0.775 Allowable = 2,660 psf Total Force @.Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,673 psf Service Level Ibs= ACI Factored @ Heel = , 0 psf Strength Leve Ibs= 680.5 Footing Shear @ Toe = 8.0 psi OK Moment....Actual Footing Shear @Heel = 5.0 psi.0 psi•OK Service Level ft-#= Allowable 7 Strength Level ft-#= 1,749.1 = , Sliding Calcs Moment.....Allowable = . 2,258.3 Lateral Sliding Force 710.0 Ibs Shear.....Actual less 100%Passive Force= - 375.0 Ibs Service Level psi= less 100%Friction Force = - 743.7 Ibs Strength Level psi= 10.8 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 69.7 ....for 1.5 Stability = 0.0 Ibs OK Wall Weight psf= 84.0 Rebar.Depth''d' in= .5.25 Masonry Data fm psi= 1,500 Fy psi= 40,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 NOT considered in the calculation of soil bearing Load Factors Equiv.Solid Thick. in= 7.60 Building Code CBC 2013,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 Concrete Data Earth,H 1.700 fc - psi= Wind,W 1.300 Fy psi= Seismic,E 1.000 Use menu item Settings>Printing&Title Block Title '8.4'-0"Wall No.2(61RW1)wl Wind Page: to set these five lines of information Job,# 6308R. Dsgnr. Iggy Date: 22 JUN 2015 for yourprogram. Description.... Trieste Wall Sections 'This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2015, Build 11.16.6.12 License:KW-06066134 Cantilevered Retaining Wall Design ;ode: CBC2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Footing Dimensions&Strengths' Footing Design Results Toe Width = 0.50 ft" Toe Heel Heel Width = 2.50 Factored Pressure, _ 3,673 0 psf _Total Footing Width = 3.00 Mu' Upward _ 419 123 ft-# Footing Thickness = 18.00 in Mu'.:Downward 83 1,960 ft-# Mu: Design 335 1,838 ft# Key Width = 0.00 in Actual 1-Way Shear 7:96 7.00 psi Key Depth = 0.00 in Allow 1-Way•Shear = 75.00 75.00 psi Key Distance from Toe = 0.92 ft'.- Toe Reinforcing = None Speed fc = 2,500 psi Fy'= 60,000 psi Heel Reinforcing = None Speed Footing Concrete Density 150.00 pcf Key Reinforcing = #4 @ 18.00 in Min.As% = 0.0018' Other Acceptable Sizes&Spacings Cover @Top 2.00 @ Bfm.= 3.00`,in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi'5'lambda`sgrt(fc)'Sm r Key:. No key defined Summary of Overturning & Resisting Forces&Moments. ...:.OVERTURNING..... .....RESISTING..... Force Distance w Moment` Force Distance Moment Item Ibs ft ft-#. Ibs •1 ft ft-# Heel Active Pressure = 605.0 1.83 1:109.2 Soil Over Heel = 880.0 2.08 1,833.3 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = 105.0 9.00 945.0 •Axial Live Load on Stem Soil Over Toe = 0.25 `* Surcharge Over Toe• = Total 710.0 O.T.M. y 2;054.2 Stem Weight(s) s = 924.0, 0.83 770.0 Earth @ Stem Transitions= Footing Weight = 675.0 1.50 1,012.5 Res istinglOverturning Ratio = 1.76 Key Weight = 0.92 Vertical Loads used for Soil Pressure= 2,479.0 Ibs Vert.Component = - Total= 2,479.0 Ibs R.M.= 3,615.8 Axial live load NOT included in total displayed,or used for overtuming resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS,NOT considered in _ the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt ' Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bentling not considered) . Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall,(approximate only) 0.267 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. ' r r 0§51 NOW Soma-MATE wvo.'i� will r 7 0' Y T ? j v l I Use menu Item Settings>Printing&Title.Block Title '8A.2'-0"Wall No.2(6/RW1)w/W Page: to set these five lines of information` Job# 63089 Dsgnr: Iggy Date: 22 JUN 2015 for your program., Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 License:KW-06066134 Cantilevered Retaining Wall Design. ;ode: CBC+2013,AC1318-11,ACI530-11 License To:GOUVIS ENGINEERING Criteria Soil Data w N Retained Height = 2.00 ft Allow Soil Bearing = 2,666.0 psf Wall height above soil = 7.00 ft Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe _ 6.00 in Passive Pressure 300.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel, = 120.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.300 Soil height to ignore -for passive pressure = 12.00 in Surcharge Loads, Lateral Load Applied to Stem Adjacent Footing Load A Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs t Used To Resist Sliding&Overturning.' ...Height to Top 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 It Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft I Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load t pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 15.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load-Eccentricity = 0.0 in Design Summary Stem Construction Bottom Stem OK . Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.74 OK• Wall Material Above"Ht" = Masonry Sliding = 2.53 OK Design Method = LRFD LRFD Thickness ,, = 8.00 Total Bearing Load = 1,452 Ibs Rebar Size = # 4 ...resultant ecc. = 7.29 in - Rebar Spacing = 24.00 Soil Pressure @ Toe = 1,872 sf OK Rebar Placed at = Edge D Soil Pressure @ Heel = 0 psf OK fb/F Data +fa/Fa = 0.650 Allowable = 2,666 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @Toe = 2,621 psf ACI Factored @ Heel = 0 psf Strength Leve Ibs= 272.5 Footing Shear @ Toe = 7.0 psi OK Moment Actual Footing Shear @ Heel 2.7 psi OK Servicee Level ft-#= Allowable = 75.0 psi Strength Level ft�= 841.4 Moment.....Allowable = 1,528.7 Sliding Calcs Lateral Sliding Force = 350.0 Ibs Shear.....Actual less 100%Passive Force= - 450.0 Ibs Service Level psi= less 100%Friction Force = 435.6 Ibs Strength Leve! psi.= 4.3 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 69.7 ....for 1.5 Stability = 0.0 Ibs OK Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data I'm psi= 1,500 Fy psi= 40,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 NOT considered in the calculation of soil bearing Load Factors Equiv.Solid Thick. in= 7.60 Building Code CBC 2013,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700` Concrete Data Earth,H 1.700 fc psi= Wind,W 1.300 Fy psi= Seismic,E 1.000 Use menu item Settings>Printing ii Title Block .. :Title '8A.2'-0".Wall No.2(6/RW1)w/W Page: to set these five lines of information ty Job# 63089 Dsgnr: Iggy Date: • 22 JUN 2015 for your program. , Description.... ~ Trieste Wall Sections. This Wall in File:c:\Users\acano\Documents\Retain Pro 10 Project Files\63089 rw.rpx.RPX , RetainPro(c)1987-2016, Build 11.16.6.12 ' License:Kw-06056134 I I I Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING ` Footing Dimensions & Strengths footing Design Results. Toe Width = 0.79 ft Toe Heel Heel Width = 1.46° Factored Pressure = 2,621• 0 psf Total Footing Width = 2.25 Mu':Upward = 681 0 ft-# Footing.Thickness = 18.00 in Mu':Downward _ 178- 290 ft-# Mu: Design = " 504 289 ft-# Key Width = 0.00 in Actual 1-Way Shear = 6.98 2.73 psi Key Depth o.o6 in -Allow 1=Way Shear = 75.00 75.00 psi Key Distance from Toe 0.50 It Toe Reinforcing _ None Spec'd fc = 2,500psi Fy = 60,DD0 psi Heel Reinforcing = None Spec'd_ t . Footing Concrete Density =_ 150.00 pcf Key.Reinforcing _ #4 @ 18.00 in, Min.As% = 0.0018 Other Acceptable Sizes& Spacings Cover @ Top 2.00 @ Btm= 3.00 in .Toe:•#4@.6.17 in,#5@ 9.57 in,#6@,13.5B in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi'5`lambda`sgrt(fc)`Sm Key: No key defined Summary of Overturning & Resisting Forces&Moments .....OVERTURNING..... ; .....RESISTING..... ' Force • Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure 245.0 1.17 285.8 Soil Over Heel = 189.9 1.85 352.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = " Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = 105.0 7.00 735.0 `.Axial Live Load on Stem = = Soil Over Toe 0.40 Surcharge Over Toe Total 350.0 O.T.M. 1,,020.8 Stem Weight(s) = 756.0 1.12 850.3 Earth @ Stem Transitions= = Footing Weight = 506.1 1.12 569.2 Resisting/Overturning Ratio = 1.74 Key Weight =• 0.50 Vertical Loads used for Soil Pressure= + 1,452.0 Ibs Vert.Component = ' Total 1,452.0 lbs R.M.= 1,771.5 Axial live load NOT included in total displayed,or used for overtuming resistance,but is included for soil pressure calculation:. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance.. r Tilt a Horizontal Deflection at Top of Wall,due to settlement of soil (Deflection due to wall bending not,considered) Soil Spring Reaction Modulus '250.0 'pci Horizontal Defl @ top.of Wall(approximate only)' ' 0.208 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. IN a 1 sora cmuc :> Si ins ANN Eli,11 r - 1 } 9 t a �R x t ;Mn :r { r @ever l3n tCey 1-b a k Kos 5" 1 U T L . a S 1-� a-T AS .: IMATITpash Ali, 3f� I � i Use menu item Settings>Printing&Title Block Title 'S.5'-0"Wall No.3(7/RW1) Page: to set these five lines of information Job# 6308R Dsgnr: Ac Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 License:KW-06066134 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Criteria 1 Soil Data Retained Height = 5.00 ft Allow Soil Bearing = 2,000.0 psf 3 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method , Heel Active Pressure 60.0 psf/ft Slope Behind Wall = 2.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf a Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in - Surcharge Loads J Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding 8 Overturning ...Height to Top = 0.00 it Footing Width = 0.00 ft Surcharge Over Toe = 0.0 .•.Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding 8 Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 footing Type Line Load Pp I by a factor of Base Above/Below Soil. Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary ' Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.75 OK Wall Material Above"Ht" = Masonry Sliding = 1.52 OK Design Method LRFD LRFD Thickness 8.00 Total Bearing Load = 2,676 Ibs Rebar Size = # 4 ...resultant ecc. = 6.64 in Rebar Spacing = 16.00 Soil Pressure @ Toe = 1,885 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK 2000 �/FB+fa/Fa 0.941 , Allowable = psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,921 psf Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Leve Ibs= 1,275.0 Footing Shear @Toe = 8.3 psi OK Moment....Actual Service Level ft-# Footing Shear @ Heel = 11.6 psi OK = = 75.0 psi Strength Leve; ft-#, 2,125.0 AllowableMoment.....Allowable = : 2,258.3 Sliding Caics Lateral Sliding Force = 1,456.0lbs Shear.....Actual less 100%Passive Force= - 1,406.3 Ibs Service Level psi= less 100%Friction Force = - 802.8 Ibs Strength Level psi= -20.2 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 69.7 ....for 1.5 Stability = 0.0 Ibs OK Wall Weight psf= 84.0' Rebar Depth 'd' in= 5.25 Masonry Data fm psi= 1,500 Fy psi= 40,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 considered in the calculation of soil bearing pressures. Load Factors Equiv.'Solid Thick. in= 7.60 Building Code CBC-2013,AC1 Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 Concrete Data Earth,H 1.700 fc psi.= Wind,W 1.300 Fy psi= Seismic,E 1.000 Use menu Item Settings>Printing&Title Block Title '9.5'-Q"Wall No.3(71RW1) Page: to set these five lines of information Job# 6308% Dsgnr: Ac Date: 22 JUN 2015 for your program. Description....' Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\Retain.Pro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 Cantilevered RetainingWall Design ;ode: CBC 2013,ACI 318-11,AC1 530-11 License:KW-06066134 esig License To:GOUVIS ENGINEERING Footing Dimensions&Strengths Looting Design Results Toe Width 1.40 It r Toe Heel ' Heel Width 1.60 Factored Pressure 1,921 0 psf Total Footing Width = 3.00 Mu':Upward = 1,574 52 ft-# . Footing Thickness = 18.00 in, Mu':Downward = 484. 1,867 ft-# Mu: Design = 1,089 1,815 ft-# Key Width = 12,00 in 'f Actual 1-Way Shear = 8.29 11'56 psi Key Depth = 18.00 in Allow,1-Way Shear = 75:00 75.00 psi . Key Distance from Toe = 1.40 It Toe Reinforcing = None Speed Pc"= 1, 2,500psi 'Fy = 60,000 psi Heel Reinforcing None Speed Footing Concrete Density 150.00 pcf . Key Reinforcing = #4 @ 9.51 in. - Min.As% = 0.0018; Other Acceptable Sizes&Spacings" Cover @ Top 2.00 @ Btm: 3:00,in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi'5'lambda'sgrt(fc)'Sm Key: #4@ 9.26 in,#5@ 14.35,in,#6@ 20.37 in,#7@ 27.78 in, Summary of Overturning &Resisting forces & Moments ' .....OVERTURNING..... .....RESISTING..... Force 'Distance Moment Force Distance Moment Item • Ibs . It ft-# Ibs ft ft-# Heel Active Pressure = 1,456.0 2.32 3,381.2 Soil Over Heel = 560.0 2.53 1,418.7 Surcharge over Heel = Sloped Soil Over Heel = 26.1 2.69 70.3 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = 'Axial Live Load on Stem = Soil Over Toe = 0.70 Surcharge Over.Toe Total 1,456:0 O.T.M. 3,3812 Stem Weight(s) _ 462.0 1.73 800.8 Earth @ Stem Transitions= = Footing Weight = 675.0 1.50 1,012.5 Resisting/Overturning Ratio = 1.75 Key Weight = 225.0 1.90 427.5 Vertical Loads used for Soil Pressure. 2,676.1 lbs Vert.Component = 727.9 3.00 2,183.8 u Total= 2,676.1, Ibs R.M.= 5,913.5 Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation.. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS,considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil. Y (Deflection due to wall bending not considered) Soil Spring Reaction Modulus ` 250.0, pci Horizontal Defl @ Top of Wall(approximate only) 0.096 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. r 2 - Solid Groh * r * r r r_ i v � zY ' 2-0 e 719 1-0 17" ... t.. h .i .:fill A gassy; t ' i 4-G ` Use menu item Settings>Printing&Title Block Title '9.A 6'-0"Wall No.3(7/RW1) Page: to set these five lines of Information Job# 63089. Dsgnr. Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 i License:KW-06056134 +Cantilevered Retaining Wall Design -;ode: CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Criteria Soil Data i B� o nC Retained Height = 6.00 ft Allow Soil Bearing'Retained 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Qq e Heel Active Pressure. 60.0 psf/ft Slope Behind Wall = 2.00 - T-- Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psfIft Water height over heel = 0.0 It Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in ! I Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 It Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Fig CL Dist = 0.00 ft Axial Load-Applied to Stem L, has been increased 1.00 Footing Type Line Load ■ by a factor of Base Above/Below Soil Axial Dead Load _ 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 It Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= � 0.00 . Overturning = 2.36 OK Wall Material Above"Fit" = Masonry Sliding = 1.50 OK Design Method = LRFD LRFD Thickness 8.00 Total Bearing Load = 4,454 lbs Rebar Size = # 4 ...resultant ecc. _ , 4.53 in Rebar Spacing = 8.00 Soil Pressure@ Toe = 1,488 sf OK Rebar Placed at = Edge p Design Data Soil Pressure @ Heel = 491 psf OK fb/FB+fa/Fa = 0.852 Allowable 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,578 psf Service Level lbs= ACI Factored @ Heel = 521 psf Strength Leve lbs= 1,836.0 Moment....Actual Footing Shear @ Toe = 9.9 psi OK Footing Shear @ Heel = 16.3 psi OK Service Level ft-#= Allowable = 75.0 psi Strength Level ft-#_' 3,672.0 i 'Moment.....Allowable 4,308.3 Sliding Calcs' Lateral Sliding Force 2,164.0 lbs Shear.....Actual less.100%Passive Force= - 1,910.2 lbs Service Level psi= less 100%Friction Force = - 1,336.2 lbs Strength Leve! psi= 29.1 Added Force Req'd = 0.0 lbs OK Shear....:Allowable psi= 69.7 . ....for 1.5 Stability = 0.0 lbs OK Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data . Pm psi= 1,500 Fy' psi= 40,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 considered in the calculation of soil bearing pressures. Load Factors Equiv.Solid Thick.' in= 7.60 ' Building Code CBC 2013,ACI Masonry Block Type Normal Weight Dead Load 1.400 Masonry Design Method LRFD Live Load 1.700 Concrete Data Earth,H 1.700 Pc psi Wind,W 1.300 Fy. i psi I Seismic,E 1.000 Use menu item Settings>Printing&Title Block Title '9.A V-07 Wall No.3(7/RW1) Page: to set these five lines of information Job# 63089 ° Dsgnr: Iggy Date: 22 JUN 2015 .for your program. Description...: Trieste Wall Sections � This Wall in File:c:\Users\acano\Document6\RetainPro,10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016; Build 11.16.6.12 License:KW-06056134 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING ' Footing Dimensions &Strengths ,Footing Design Results Toe Width = 1.92 8 Toe 'Heel Heel Width = 2.58 Factored Pressure = 1,578 521 psf Total Footing Width _ 4.50 Mu':Upward 2,622 1,232 ft-# Footing Thickness' = 18.42 in Mu':"Downward _ •,876 6,615 ft-# Mu: Design = 1,746. 5,383 ft-# Key Width 12.00 in Actual 1-Way Shear 9.94, 16.30 psi Key Depth = 24.00 in Allow 1-Way Shear = 75.00 - 75.00 psi Key Distance from Toe = 1.92 ft Toe Reinforcing. = None SpeCd fc 2,500psi. Fy. = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density, 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018' Other Acceptable�Size s&Spacings Cover @ Top 2.00 @ Btm.= 3.06 in . Toe: #4@ 6:03 in,#5@ 9.35 in,#6@ 13.27 in,#7@ 18.10 in,#8@ 23.83 in,#9@ 30. Heel:Notreq'd: Mu<phi`5'lambda`s4rt(fc)'Sm , Key: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in, Summary of Overturning & Resisting Forces& Moments r ' .....OVERTURNING.:... .....RESISTING..... Force Distance %` Moment;. Force Distance Moment Item Ibs ft ft-# * - Ibs ft ft-# ` Heel Active Pressure . 2,164.0 2.83 6,126.5 Soil Over Heel 1,379.8 3.54 4,886.4 Surcharge over Heel = Sloped Soil,Over Heel = . 110.2 3.86 425.4 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = ",Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= - `Axial Live Load on Stem = Soil Over Toe- = 0.96 Surcharge Over Toe = Total 2,164.0 ,O.T.M: 6,126.5 Stem Weight(s) _ 546.0 2.25 1,228.5 Earth @Stem Transitions Footing Weight ' = 1,036.0 2.25 2,330.9 Resisting/Overturning Ratio = 2.36. 'Key Weight = 300.0 2.42 • 725.0 Vertical Loads used for Soil Pressure= 4,453.9 lbs Vert.Component = 1,081.9 a 4.50 4,868.1 t r Total 4,453.9 Ibs R.M.= 14,464.3 u `Axial live load NOT included in total displayed,or used for overturning resistance,,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. - Vertical component of active lateral soil pressure IS considered:in the calculation of Overturning Resistance. ' Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus +' i 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 5 0.060 in ' The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. r tl : f.�4� 4.6 { O y M1 � , {t GfblA A MY 1� @ tarter On�Cey rout y . YJ } t 'h Y h i x r , Alms I as ' t e Use menu item Settings>Printing&Title Block i Title 10.4'-0"Wall No.3(7/RW1) Page: to set these five lines of information Job# 63083 Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections i This Wallin File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)OS056016, Build 11.16.6.12 License:K1N-06066134 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,AC1 530-11 � License To:GOUVIS ENGINEERING Criteria 1 Soil Data 1 Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft 'Equivalent Fluid Pressure Method Heel Active Pressure - 60.0 psf/ft Slope Behind Wall = 2.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf ° `9 Soil Density,Toe = 0.00 pcf I I FootingIlSoil Friction = 0.300 Soil height to ignore " for passive pressure 12.00 in Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load - 0.0#/ft Adjacent Footing Load 0.0 Ibs Used To Resist Sliding&Overturning :.Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem' bhasy been increased 1.00 Footing Type Line Load Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Base Above/Below Soil -_ P P at Back of Wall 0.0 ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio 0.300 _ Axial Load Eccentricity = 0.0 in Design Summary N Stem Construction B sttm oic Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.76 OK Wall Material Above"Ht" = Masonry Sliding = 1.54 OK Design Method LRFD LRFD Thickness = 8.00 _ Total Bearing Load = 1,738 Ibs Rebar Size = # 4 ...resultant ecc. = 5.21 in Rebar Spacing = 16.00 Soil Pressure @Toe = 1,679 psf OK Rebar at = Edge Design Data Soil Pressure @ Heel = 0 psf OK - fb/FB+fa/Fa 0.482 Allowable = 2,000 pSf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,760 psf Service Level Ibs•= ACI Factored @ Heel = 0 psf Strength Leve Ibs= 816.0 Footing Shear @Toe = 8.6 psi OK Moment....Actual Service Level ft-#_ Footing Shear @ Heel = 11.5 psi OK Allowable = 75.0 psi Strength Level ft-#= 1,088.0 Sliding Calcs Moment.....Allowable = 2,258.3 Lateral Sliding Force = 873.4 Ibs Shear.....Actual less 100%Passive Force= - 820.3 Ibs Service Level psi= less 100%Friction Force = - 521.5 Ibs Strength Level psi= 13.0 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 69.7 ....for 1.5 Stability = 0.0 Ibs OK Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 - Masonry Data fm psi= 1,500 j Fy psi= 40,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 considered in the calculation of soil bearing pressures. Equiv.Solid Thick. in= 7.60 Load Factors Building Code CBC 2013,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 Concrete Data Earth,H 1.700 fc psi= I Wind,W 1.300 Fy psi= Seismic,E 1.000 Use menu item Settings>Printing&Title Block Title 10.4%9"Wall No.3(71RW1) Page:' to set these five lines of information Job# 63089. Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\Retain Pro,10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016,-Build 11.16.6.12 , Ctilevered Retainin Wall Desi n ;ode: CBC 2013,AC1 318-11,AC1 530-11 License:KW-06056134 an g g License To:GOUVIS ENGINEERING Footing Dimensions&Strengths Footing Design Results Toe Width = 0.79 ft. -Toe Heel Heel Width = 1.46` . Factored Pressure = 1,760 0 psf Total Footing Width -_ 2.25 Mu':Upward = 481 33 ft-# Footing Thickness = 12.00 in`- Mu':Downward = •131 998 ft-# Mu: Design = 3501 966 ft-# Key Width = 12.00 in Actual 1-Way Shear = 8.63 11.47 psi Key Depth = 15.00 in Allow 1-Way Shear = 75.00 75.00 psi I, Key Distance from Toe = 0.79:ft Toe Reinforcing = None Spec'd fc = 2,500psi Fy = 60,000 psi ' Heel Reinforcing None Spec'd Footing Concrete Density = 150.00pcf Key.Reinforcing = #4 @.18.00 in Min.As% = 0.0018 Other.Acceptable Sizes.&Spacings Cover @Top 2.00 Btm= 3.00 in Toe: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 Heel`Not"req'd:Mu<phi'5'lambda'sgrt(fc)'Sm Key: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in, Summary of Overturning & Resisting Forces& Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 873.4 , 1.80 1,570.9 Soil Over Heel = 379.9 1.85 704.2 j Surcharge over Heel = Sloped Soil Over Heel = 18.8 1.99 37.3 Surcharge Over Toe = Surcharge Over Heel = j Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 'Axial Live Load on Stem = - Soil Over Toe = 0.40 Surcharge Over Toe = Total 873.4 , O.T.M. 1;570.g Stem Weight(s) 378.0 1.12 425.2 Earth @ Stem,Transitions=` = _ , Footing Weight = 337.4 1.12 379.5 Resisting/Overturning Ratio = 1.76 Key Weight = 187.5 1.29 242.1 Vertical Loads used for Soil Pressure= 1,738.2 Ibs 'Vert.Component = 436.7 2.25 982.3 Total 1,738.2 Ibs R.M.= 2,770.6 Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. i Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) i Soil Spring Reaction Modulus 250.0'• pci Horizontal Defl @ Top of Wall(approximate only) 0.093 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. i • l � Y J .sY 6:ivxf4�16.4. 5ofrci Grant 4 �• J + R U ANTI r �N MIAMI .. man AMC now 6 • µ���� T - } b a ( ' i ....,. ... ...: .. :.:! ... ::. S { f + ' .. n. .. Y F J t. AMR Y ... - l • y r . Use menu item Settings>Printing&Title Block Title 10.A 2'-0"Wall No.3(71RW1) Page: to set these five lines of information Job# 63089. Dsgnr. Iggy Date: 22 JUN 2015 for your program. t Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX e Kc)1967-2016, Build License: Cantilevered Retaining Wall Design ',ode: CBC 2013,AC1 318-11,AC1 530-11 Lic KVV-06066134 License To:GOUVIS ENGINEERING Criteria Soil Data Retained Height = 2.00 ft Allow Soil Bearing mmN0= 2,000.0 psf a Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure 60.0 psf/ft Slope Behind Wall ' = 2.00 = ✓s Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft -� Water height over heel 0.0 ft Soil Density,Heel .• = 120.00 pcf + u S Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore for.passive pressure = 12.00 in Surcharge Loads FLateral Load Applied to Stem e Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ' Height to Top = 0.00 ft Footing Width 0.00 ft: Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding 8 Overturning The above lateral load Wall to Fig CL Dist = 0.00 ft . Axial Load A Iled t0 Stem has been increased 1.00 Footing Type Line Load Pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary -� Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.80 OK Wall Material Above"Ht" = Masonry Sliding = 1.512 OK Design Method = LRFD LRFD Thickness - 8.00 Total Bearing Load = 877 Ibs Rebar Size = # 4 ...resultant ecc. = 1.44 in Rebar Spacing = 16.00 Soil Pressure @ Toe = 597 sf OK Rebar Placed at = Edge p Design Data Soil Pressure @ Heel = 280 psf OK fb/FB+.fa/Fa = 0.060 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @ Toe = 660 psf ACI Factored @ Heel = 310 psf Strength Leve Ibs= 204.0 Footing Shear @ Toe = 1.3 psi OK Moment,...Actual Footing Shear @ Heel = 2.5 psi OK Service Level ft i Allowable = 75.0 psi Strength Level ft-##= 136.0 Sliding Calcs Moment.....Allowable = 2,258.3 ' Lateral Sliding Force = 367.5 Ibs Shear.....Actual less 100%Passive Force= = 295.1 Ibs Service Level psi= less 100%Friction Force = - 263.1 Ibs Strength Leve! psi= 3.2 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 69.7 ....for 1.5 Stability = 0.0 Ibs OK Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data I'm psi= 1,500 / Fy psi= 40,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 ' considered in the calculation of.soil bearing pressures. Load Factors Equiv.Solid Thick. in= 7.60 Building Code CBC 2013,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 Concrete Data Earth,H 1.700 fc psi= Wind,W 1.300 Fy psi= Seismic,E 1.000 Use menu Item Settings>Printing&Title Block Title 10.A 2'-0"Wall No.3(71RW1) Page: to set these five lines of information Job# 63089 Dsgnr: Iggy. Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections Y • This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX' RetainPro lc)1987-2016, Build 11.16.6.12 License:KW-06066134 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Footing Dimensions &Strengths Footing Design Results Toe Width = 1.00 It Toe Heel Heel Width = 1.00 Factored Pressure = 660 310 psf Total Footing Width = 2.00 Mu':Upward = 301 18 ft-# Footing Thickness = 16.00 in Mu':Downward = 243 174 ft-# Mu: Design = 58 156 ft-# Key Width = 0.00 in Actual 1-Way Shear = 1.27 ' .2.53 psi Key Depth 0.00 in' Allow 1-Way Shear" = 75.00 75.00 psi Key Distance from Toe = 0.79 ft Toe Reinforcing = None Spec'd fc = 2,500 psi'' Fy 60,000 psi Heel Reinforcing _. None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 18,00 in Min.As% = 0.001&• Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 6.94 in,#5@ 10.76 in,#6@ 1528 in,#7@ 20.83 in,#8@ 27.43 in,#9@ 34 • Heel:Not req'd:Mu c phi'5'lambda'sgrt(fc)'Sm- �Key:, No.key defined Summary of Overturning & Resisting Forces&Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft, ft-#. Ibs ft_ ft-# Heel Active Pressure = 367.5 1.17 428.8 Soil Over Heel = 80.0 1.83 1463 Surcharge over Heel = Sloped Soil Over Heel 3.3 1.89 6.3 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load _ Axial Dead Load on Stem= Load @ Stem Above Soil= w Axial Live Load on Stem = = Soil Over Toe • . = 0.50 Surcharge.Over Toe = Total 367:5 O.T.M. 428.8 •Stem Weight(s) = 210.0 1.33 280.0 Earth @ Stem Transitions _ = Footing Weight: = 400.0 1.00 400.0 Resisting/Overturning Ratio = 2.80 Key Weight = 0.79 Vertical Loads used for Soil Pressure= 877.1 Ibs Vert.Component = 183.7 2.00 367.5 Total= 877.1' Ibs R.M.= 1,200.4 Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance: Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.021 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. - Use menu Item Settings>Printing&Title Block Title 11.6'-0"Wall No.4(81RW1) Page: to set these five lines of information Job# 6308R. Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\Re`ainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1967-2016, Build 11.16:6.12 CantlleVered Retalnln Wall Desi n ;ode: CBC 2013,AC1 318-11;AC1 530-11 License:KW-06056134 g g License To:GOUVIS ENGINEERING Criteria Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 6.00 ft Equivalent Fluid Pressure Method - Heel Active Pressure 40.0 psf1ft Slope Behind Wall = 0.00 = Height of Soil over Toe 6.00 in Passive Pressure = 250.0 psf1ft b Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf , Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in J. - Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0,psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning '..Height to Top _ 0.00 It Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load. = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc .ft= 0.00 Overturning = 2.86 OK Wall Material Above"Ht" = Masonry Sliding = 1.87 OK Design Method = LRFD LRFD Thickness 8.00 Total Bearing Load = 3,688 Ibs Rebar Size = # 4 ...resultant ecc. = 7.00 in Rebar Spacing = 8.00 Soil Pressure @ Toe = 1,729 psf OK Design Placed at = Edge Soil Pressure @ Heel = 115 psf OK Data = 2,000 fb/FB+fa/Fa o.3s6 Allowable = psf Total Force @ Section Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @ Toe = 2,420 psf ACI Factored @ Heel = 161 psf Strength Leve Ibs= 1,224.0 ual Footing Shear @ Toe = 9.9 psi OK Mom Service Level Footing Shear @ Heel = 6.3 psi OK Service Level ft- _ Allowable• = 75.0 psi Strength Level ft-#= 2,448.0 ,, t Moment.:...Allowable = 6,150.0 Sliding Calcs Lateral Sliding Force = 1,125.0lbs Shear...:.Actual less 100%Passive Force= - 1,000.0 Ibs Service Level psi= less 100%Friction Force = - 1,106.4 Ibs Strength Level psi= 19.4 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 69.7 ....for 1.5 Stability = 0.0 Ibs OK Wall Weight ' psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data . fm psi= 1,500 Fy psi= 60,000 Solid Grouting Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 NOT considered in the calculation of soil bearing Load Factors Equiv.Solid Thick. in= 7.66 Building Code CBC 2013,AC1 Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 Concrete Data Earth,H 1.700 F psi Wind,W 1.300 y psi= Seismic,E 1.000 Use menu Item Settings>Printing&Title Block Title 11.6'-0"Wall No.4'(81RW1) Page: to set these five lines of information Job# 63089 Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... , Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016,.Build 11.16.6.12 License:KW-06066134 Cantilevered Retaining Wall. Design ;ode: CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Footing Dimensions&Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 3.00 Factored Pressure = 2,420 • 161 psf Total Footing Width = 4.00 Mu':Upward = 1,1.16 1,635 ft-# Footing Thickness 18.00 in 'Mu':Downward = 266 4,116 ft-# Mu: Design = 850 2;481 ft-# Key Width 8.00 in, Actual 1-Way Shear = 9.89 6.31 psi Key Depth 12.00 in' Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 1.00 ft Toe Reinforcing _ None Spec'd +' t Pc = 2,500 psi _Fy 60,000 psi Heel Reinforcing:` = None Spec'd Footing Concrete Density = 150.00 pcf, Key Reinforcing _ #4 @ 18.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm: 3.00,in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi'5'lambda'sgrt(fc)'Sm Key:.#4@ 13.89 in,#5@ 21.53 in,#6@ 30.56 in,#7@ 41.67 in, Summa of Overturnin &Resisting Forces& Moments .....OVERTURNING..... ;, .....RESISTING..... - Force Distance Moment Force ' Distance Moment Item Ibs ft ft-# '•` Ibs ft ft-# Heel Active,Pressure = 1,125.0 2.50 2,812.5 .Soil Over Heel = 1,680.0 2•83, 4,760.0 Surcharge over Heel. _ ' Sloped Soil Over Heel = Surcharge Over Toe T ''Surcharge Over Heel' _ Adjacent Footing Load = Adjacent Footing Load Added Lateral Load _ Axial Dead Load on Stem= Load @ Stem Above Soil = 'Axial Live Load on Stem Soil Over Toe 0.50 Surcharge Over Toe = Total 1-125.0 O.T.M. 2,812.5 Stem Weight(s) 11008.0 1.33 1,344.0 Earth @ Stem Transitions= n _ Footing Weight = 900.0 2.00 11800.0 Resisting/Overturning Ratio = 2.86 Key Weight = 100.0 1i33 133.3. ' Vertical Loads used for Soil Pressure= 3,688.0 Ibs Vert.Component = Total= 3,688.0 Ibs R.M.= 8,037.3 'Axial live load NOT included iri total displayed,or used for overturning • resistance„but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soilpressur•e IS NOT considered in *' Y the calculation of Overturning Resistance. + 4 Tilt •� � - _ - Horizontal Deflection at Top of Wall due to settlement of soil' + (Deflection due to wall bending not considered) ; 1 Soil Spring Reaction Modulus `250.0 pci Horizontal Defl:@Top of Wall(approximate'only) 0.144 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. :. r `SO718 VrQU, ... RONA#: MAI : A i w 4 s-n �. '• - C d _' �•�h 1 IS MY t- t ,,: @Center On K y 1-0 8" Tdr; Fy , t: 1 1 - J Use menu Item Settings>Printing&Title Block Title 12.6'-0"Wall No.4(B/RW1)w/Wind Page: to set these five lines of information Job# 63089 Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\Retain Pro 10 Project Files\63089 rw.rpx.RPX RetalnPro 1c)1987-2015, Build 11.16.6.12 License:KW-06056134 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Criteria e Soil Data . A. Retained Height = 6.00 ft Allow Soil Bearing = 2,660.0 psf s Wall height above soil = 6.00 ft Equivalent Fluid Pressure Method Heel Active Pressure - 40.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf t I FootingIlSoil Friction = 0.300 ` k Soil height to ignore !-+ for passive pressure = 12.00 in ` Surcharge Loads FLateral Load Applied to Stem J Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 It Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom 0.00 ft Eccentricity = 0.00 in Used for Sliding 8 Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 FootingType Line Load Axial Load Applied to Stem by a factor of yp Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 15.0 psf at Back of Wall Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary 0 Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above FtE It= 0.00 Overturning = 2.14 OK Wall Material Above"Ht" = Masonry Sliding = 1.73 OK Design Method = LRFD LRFD Thickness = 8.00 Total Bearing Load = 3,688 Ibs 'Rebar Size = # 4 ...resultant ecc. = 10.07 in Rebar Spacing = 8.00 Soil Pressure @Toe = 2,119 psi OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK _ 2660 �/FB+fa/Fa - 0.569 , Allowable = psf Total Force @ Section & Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,966 psf Service Level 16S= - ACI Factored @ Heel = 0 psf Strength Leve Ibs= 1,341.0 Footing Shear @ Toe = 12.2 psi OK Moment....Actual Footing Shear @ Heel = 9.1 psi.OK Service Level fta#= Allowable = 75.0 psi Strength Level fta#= 3,501.0 Sliding Calcs Moment.....Allowable = 6,150.0 Lateral Sliding Force 1,215.6 Ibs Shear.....Actual less 100%Passive Force= - 1,000.0 Ibs Service Level psi= less 100%Friction Force = - 1,106.4 lbs' Strength Level psi= 21.3 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 69.7 ....for 1.5 Stability = 0.0 Ibs OK Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data I'm psi= 1,500 Fy psi= 60,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' 21.48 NOT considered in the calculation of soil bearing Load Factors Equiv.Solid Thick. in= 7.60 Building Code CBC 2013,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 Concrete Data , Earth,H 1.700 fc psi= Wind,W 1.300 Fy psi= Seismic,E 1.000 Page: Use menu Item Settings>Printing&,Title Block Title 12-15'=0"Wall No.4(8/RW1)w/Wind r to set these five lines of information Job# 63089 Dsgnr. Iggy Date: 22 JUN 2- for your program. F -Description.... Trieste Wall Sections p This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 License:KW-06066134 Cantilevered Retaining Wall Design ;ode: C B C 2013,AC1 318-11,ACI 530-11 License To!GOUVIS ENGINEERING Footing Dimensions &Strengths 'Footing Design Results Toe Width = 1.00 It Toe Heel Heel Width = 3.00 Factored Pressure, '= 2,966 0 psf , Total Footing Width = 4.00 Mu':Upward = 1,341 849 ft-# Footing Thickness = 18.00 in ` Mu':Downward = 266 4,116 ft-# Mu:.Design.- = 1,075 3,267;ft-# Key Width = f -8.00 in Actual 1-Way Shear = 12.20 9.05 psi , Key Depth = 12,00 in Allow'1-Way Shear = 75.00 75.00`psi Key Distance from Toe = 1.00 It Toe Reinforcing None Spec'd fc = 2,500psi Fy = . 60,000 psi, Heel Reinforcing = None Spec'd Footing Concrete Density, = 150.00 pcf Key Reinforcing _ #4 @ 18.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.D0 ' @ Btm.:, 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13:58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:.Not req'd:Mu<phi•5'lambda"sgrt(fc)'Sm Key: #4@ 13.89 in,#5@ 21.53 in,#6@ 30.56 in,#7@ 41.67 in, Summary of Overturning &,Resisting Forces& Moments .....OVERTURNING..... .....RESISTING..... Force Distance• Moment Force Distance r,Moment Item lbs- ft ft-# Ibs` It ft-# Heel Active Pressure = 1,125.0 2.50 2,812.5 Soil Over Heel 1,680.0 2•83 4,760.0 Surcharge over Heel Sloped Soil Over Heel = Surcharge.Over Toe = Surcharge Over Heel Adjacent Footing Load "= Adjacent Footing Load , Added Lateral Load = Axial Dead Load on Stem= ` Load @ Stem Above Soil= 90.0 10.50 945.0 'Axial Live Load on Stem = Soil Over Toe = 0.50 ` Surcharge Over Toe. _ Total 1,215.0 O.T.M. 3,757:5 Stem Weight(s) = 1,008.0 1.33 1,344.0 Earth @ Stem Transitions= 1 Footing Weight = 900.0 2.00 1,800.0 Resisting/Overturning Ratio = 2.14 f Key Weight = 100.0, 1.33 133.3 Vertical Loads used for Soil.Pressure= 3,688.0 Ibs` Vert.Component = Total 3,688.0 Ibs R.M.= 8,037.3 'Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. F Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to.seftlement of soil . (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci ' Horizontal Defl @ Top,of Wall(approximate only) 0.177 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil: f 1 Use menu item Settings>Printing&Title Block Title 13.4'-0"Wall No.4(8/RW1) Page: to set these five lines of Information Job# 63089t Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 License:KW-06066134 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Criteria 1 Soil Data R Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf ' Wall height above soil = 6.00 ft Equivalent Fluid Pressure Method ,. Heel Active Pressure - 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf "� x FootingIlSoil Friction = 0.300 � Soil height to ignore for passive pressure = 12.00 in y Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height,to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of, Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = •.0.0 in Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 4.30 OK Wall Material Above"Ht" = Masonry Sliding = 1.86 OK Design Method = LRFD LRFD Thickness = 8.00 Total Bearing Load = 2,508 Ibs Rebar Size = # 4 ...resultant ecc. = 3.47 in Rebar Spacing = 16.00 Soil Pressure @ Toe = 1,072 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 361 psf OK 2,000 psf +fa/Fa - 0.219 sf Allowable = Total Force @ Section 1 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,501 psf Service Level Ibs= ) ACI Factored @ Heel = 505 psf Strength Leve ,. Ibs= 544.0 Footing Shear @Toe = 5.4 psi OK Moment....Actual ? Footing Shear @ Heel = 2.2 psi OK Service Level -#ft 725.3 Allowable = 75.0 psi Strength Level -#= . Sliding Cates Moment.....Allowable = 3,309.4 Lateral Sliding Force 605.0 Ibs Shear.....Actual less 100%Passive Force= - 375.0 Ibs Service Level psi= less 100%Friction Force = - 752.3 Ibs Strength Leve! psi= 8.6 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 69.7 ....for 1.5 Stability = 0.0 Ibs OK Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data Pm psi= 1,500 Fy psi= 60,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 NOT considered in the calculation of soil bearing Load Factors Equiv.Solid Thick. in= 7.60 Building Code CBC 2013,ACI Masonry Block•Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 Concrete Data Earth,H 1.700 Pc psi= Wind,W 1.300 Fy psi= Seismic,E 1.000 •• Use menu item Settings>Printing&Title.Block Title 13.4'-0 Wall No.4(8/RW1) Page: to set these five lines of information ,.Job# 63089 Dsgnr: Iggy Date: 22 JUN 2015 for your program. y . Description.... - Trieste Wall Sections This Wallin File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpz.RPX: (c)1987-201li, Buila,1.16.8.,2 Licensee:tc1N-06056134 Cantilevered Retaining g Wall Desi n ;ode:"CBC 2013,ACI 318-11,AC1 530-11 License: License To:GOUVIS ENGINEERING Footing Dimensions&Strengths I Footing Design Results O Toe Width = 1.00 ft, Toe Heel Heel Width = 2.50 Factored Pressure' - Y,501, -505 psf Total Footing Width = 3.50- Mu':Upward = 703 ' " 1,141 ft-# Footing Thickness _ 18.00 in ; Mu':Downward. • 266• 1,960 ft-# Mu:•Design = 437 819 ft-# Key Width = 0.00 in Actual 1-Way Shear' = 5.41 2.18 psi' Key Depth = 0.00 it Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe 0.00 ft;,- Toe Reinforcing = None Spec'd . fc = 2,500 psi Fy 60,000 psi, Heel'Reinforcing = 'None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing #4 @ 1 B.00 in Min.As% = 0.0018 Other Acceptable Sizes& Spacings Cover @Top 2.00_ @ Btm= 3.00 in 'Toe: #4@ 6,17 in,#5@ 9.57 in,#60 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. r Heel:Not req'd: Mu<phi'5'lambda'sgrt(fc)'Sm Key: No key defined » Summary of Overturning & Resisting FOrceSA Moments .....OVERTURNING..... ......RESISTING..... Force Distance "Moment Force Distance Moment Item . ', Ibs y ft ft-# Ibs ft. - ft-# Heel Active Pressure = 605.0 1.83 1,109.2 'Soil Over Heel = 880.0 2.58 ' 2,273.3 Surcharge over Heel = 3 Sloped Soil Over Heel = Surcharge Over Toe = , = Surcharge Over Heel = , Adjacent Footing.Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 'Axial Live Load on Stem =• ' Soil Over Toe - = 0.50 Surcharge Over Toe . Total 605.0 O.T.M. 1,109.2 Stem Weight(s) _ 840.0 1.33 1,120.0 Earth @ Stem Transitions= Footing Weight = 787.5 1.75 1,378.1 Resisting/Overturning Ratio = 4.30 '. �, Key Weight = t ` Vertical Loads used for Soil Pressure.= 2,507.5 Ibs Vert.Component = Total= 2,507.5 Ibs R.M.= 4,771.5-, 'Axial live load NOT included in total displayed,or used for overturning resistance,but is included forsoil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement'of soil... ` (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall(approximate only) 0.085 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil.; ' r r .t .4 S�i�Gf011� i y 1-0 40 NM aims �Q :. j so - ; jo wry won To& : MOA ova 001 .. 3.5.. Use menu item Settings>Printing&Title Block Title 14.4'-,0"Wall NoA(81RW1)w/Wind Page: to set these five lines of information Job# 63089 Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections . This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX en (o)1967-2016, Build 11.1b.6.12 License: Ctilevered RetainingWall Design ;ode: CBC 2013,AC1 318-11,AC1 530-11 Licensee:KW-0606613a an g License To:GOUVIS ENGINEERING Criteria Soil Dataa'° Retained Height = 4.00 ft Allow Soil Bearing = `2,660.0•psf Wall height above soil = 6.00 ft Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Passive.Pressure = ' 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf Soil Density,Toe 0.00 pcf , i� FootingIlSoil Friction = 0.300 - Soil height to ignore rl sr for passive pressure = 12.00 in 4 Surcharge Loads �, Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs. Used,To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width 0.00 ft Surcharge Over Toe = 0.0 = Eccentricity - 0.00 in g ...Height to Bottom 0.00 ft ry Used for Sliding&Overturning The above lateral load Wall to Fig CL Dist = 0.00 it Axial Load Applied t0 Stem has been increased 1.00 Footing Type Line Load pp by a factor of •Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 15.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc It= 0.00 Overturning = 2.55 OK Wall Material Above"Ht" = Masonry Sliding = 1.62 OK Design Method = LRFD LRFD Thickness 8.00 Total Bearing Load = 2,508 Ibs Rebar Size = # 4 ...resultant ecc. = 7.13 in Rebar Spacing = 16.00 Rebar Placed at = Edge Soil Pressure@ Toe = 1,447 psf OK Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.467 Allowable = 2,660 psf Total Force @ Section I Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @ Toe = 2,025 psf Strength Leve Ibs= 661.0 ACI Factored @ Heel = 0 psf ! Footing Shear @ Toe = 7.6 psi OK Moment Service Actual e Level ft-#_ � Footing Shear @ Heel = 4.6 psi OK Strength Level ft-#= 1,544.3 Allowable = 75.0 psi Moment.....Allowable = 3,309.4 Sliding Calcs Shear.....Actual - Lateral Sliding Force 695.0 Ibs less 100%Passive Force= - 375.0 Ibs Service Level psi= less 100%Friction Force = - 752.3 Ibs Strength Level psi= 10.5 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 69.7 ....for 1.5 Stability = 0.0 Ibs OK Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data fm psi= 1,500 Fy psi= 60,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ration' = 21A8 NOT considered in the calculation of soil bearing Load Factors Equiv.Solid Thick. in= 7.60' Building Code CBC 2013,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 Concrete Data Earth,H 1.700 F psi= Wind,W 1.300 y psi= Seismic,E 1.000 Use menu Item Settings>Printing&Title Block Title 14.4'-0"Wall No.4(81RW1)w/•Wind Page: to set these five lines of information Job'# 6308a. Dsgnr. Iggy, Date: 22 JUN 2015 . for your program. ' Description..... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\Retain Pro,10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.15.6.12 License:Kw06056134 Cantilevered Retaining Wall Design ;ode: CBC 2013,ACI 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Footing Dimensions &Strengths, A Footing Design Results Toe Width = 1.00 It Toe Heel Heel Width = 2.50 Factored Pressure = 2,025 0 psf Total Footing Width 3.50 Mu':Upward = 915 „ 568 ft-# Footing Thickness 18.00 in Mu':Downward 266 1,960 ft-# Mu: Design = 649 1,393 ft-# Key Width 0.00 in Actual 1-Way Shear = 7.57 - 4.64 psi Key Depth = 0.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe = 0.00 ft 'Toe Reinforcing = None Speed t 9 P , fc = 2,500psi Fy = 60,000 psi Heel Reinforcing, -None Speed Footing Concrete Density =. 150.00 pe, `Key Reinforcing = #4 @ 18.00 in Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi'5'lambda'sgrt(fc)'Sm Key: No key defined Y Summary of Overturning & Resisting forces&-Moments •.....OVERTURNING..... . .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft it-# Ibs ft ft-# Heel Active Pressure = 605.0 1.83 1,109.2- Soil Over Heel = 880.0 2.58 2,273.3 Surcharge over Heel = Sloped Soil Over Heel _ Surcharge Over Toe = - Surcharge Over Heel = . Adjacent Footing Load _ Adjacent Footing Load = Added Lateral Load ` = i Axial Dead Load on Stem= Load @ Stem Above Soil = 90.0 8.50 765.0' Axial Live Load on Stem = ' = Soil Over.Toe 0.50 Surcharge Over Toe = Total 695.0 O.T.M. 1,874.2 Stem Weight(s) = 840.0 1.33 1,120.0 Earth @ Stem Transitions= Footing Weight = 787.5 1.75 1;378.1 Resisting/Overturning Ratio = " 2.55 Key Weight = Vertical Loads used for Soil Pressure= 2,507.5 Ibs, Vert.Component = - Total= 21507.5 Ibs R.M.= 4,771.5 '.Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure 1S NOT considered in s the calculation of Overturning Resistance. Tilt , Horizontal Deflection at Top'of Wall due to settlement of soil (Deflection due to wall bending not considered) 4 Soil Spring Reaction Modulus 250.0 •pci Horizontal Dell @ Top of Wall(approximate only) 0.115 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil: Use menu Item Settings>Printing&Title Block Title '16.A;8'-0"Wall No.2(6/RW1) Page: to set these five lines of information Job# 63089 Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 License:KW-06066134 ' Cantilevered Retaining Wall Design ;ode:CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING (Criteria - Soil Data Retained Height = 7.33 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 7.00 ft Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft - Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00.pcf x�€ • FootingliSoil Friction = 0.300 Soil height to ignore j for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem ,Adjacent Footing Load Surcharge Over Heel = 0.0 psf. Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 It Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 It Eccentricity = 0.00 in Used for Sliding 8 Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem has been increased 1.00 Footing Type Line Load PP i by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary 1 Stem Construction , 2nd Bottom Stem OK Wall Stability Ratios Design,Height Above Ftc ft= 7.33 0.00 Overturning 1.97 OK Wall Material Above"Ht" = Fence Masonry Sliding = 1.51 OK Design Method = LRFD LRFD Thickness = 8.00 Total Bearing Load = 3,323 Ibs Rebar Size = # 5 ...resultant ecc. = 9.48 in Rebar Spacing = 8.00 Soil Pressure @ The = 1,669 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK 2,000 p '�/FB+fa/Fa sf o.st1 Allowable = Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,323 psf Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Leve ibs= 1,826.8 Footing Shear @ Toe = 14.3 psi OK Moment....Actual Service Level ft-#_ Footing Shear@ Heel = 11.2 psi OK Strength Level ft-#= 4,463.4 Allowable = 75.0 psi Moment.....Allowable ft-#= 8,733.3 Sliding Calcs Lateral Sliding Force 1,559.4 Ibs Shear.....Actual less 100%Passive Force= - 1,354.2 Ibs Service Level psi= less 100%Friction Force = - 996.8 Ibs Strength Leve psi= 29.0 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable = 69.7 ....for 1.5 Stability = 0.0 Ibs OK Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data fm psi= 1,500 Fy psi= 60,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 considered in the calculation of soil bearing pressures. Load Factors Equiv.Solid Thick. = 7.60 Building Code CBC 2013,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 Concrete Data Earth,H 1.700 fc psi= Wind,W 1.300 Fy psi= Seismic,E 1.000 �I Use menu Item Settings>Printing 8:Title Block ' 'Title '15.A:8'-0"WallNo.2(61RW1) Page: , to set these five lines of information Job# 63089 Dsgnr. Iggy Date: 22 JUN 2015 ' •for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1967-2015,•Huila 11.15.6.12 9 g License:rcw-06066114 Cantilevered Retaining Wall Design ;ode: CBC 2013,ACI 318-11,ACI 530-11 License To:GOUVIS'ENGINEERING Footing Dimensions&Strengths Footing Design Results Toe Width = 1.79 ft Toe, Heel Heel Width = 2.46 Factored Pressure = 2,323 0 psf Total Footing Width = -4.25 Mu':Upward 3,172 358 ft-# ` Footing Thickness = 18.00 in Mu':Downward _ `759 2,943 ft-#. Mu: Design = 2,412 2,585 ft-# Key Width = 12.00 in Actual 1-Way Shear 14.27 11.16 psi Key Depth = 14.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 1.79 ft Toe Reinforcing = None Spec'd fc = 2,500psi Fy 60,000 psi Heel Reinforcing = None Spec'd ! Footing Concrete Density = 150:00 pcf Key Reinforcing = #5 @ 14.35 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi'5'lambda`sgrt(fc)'Sm Key: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in, Summary of Overturning & Resisting'Forces &Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,559.4 2.94 4,58§.8 Soil Over Heel = 1,575.7 3.35 5,284.4 Surcharge over Heel _ Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= `Axial Live Load on Stem = Soil Over Toe I d = 0.90 Surcharge Over Toe = Total 1,559.4 O.T.M. 4,589.8 Stem Weight(s) _ 615.7 2.12 1,308.2 Earth @ Stem Transitions= Footing Weight 956.1 2.12 2,031.5 Resisting/Overturning Ratio = 1.97 Key Weight = 175.0 2.29 401.0 Vertical Loads used for Soil Pressure= 3,322.5 ,Ibs Vert.Component = ' ( Total= 3,322.5 Ibs R.M.= 9,025.1 i Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in , the calculation of Overturning Resistance. r Tilt Horizontal Deflection at Top of Wall due to settlement of soil t (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only), 0.155 in ' The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. i J. i Use menu item Settings>Printing&Title Block Title '15.6:8'-0"Wall No.2(6/RW1)W/W Page: to set these five lines of information Job# 63089t Dsgnr:_ Iggy Date: 22 JUN 2015 for your program. Description...: Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2015, Build 11.16.6.12 License:KW-06066134 Cantilevered Retaining Wall Design- ;ode: CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Criteria Soil Data i Retained Height = 7.33 ft Allow Soil Bearing = 2,666.0 psf Wall height above soil = 7.00 ft Equivalent Fluid Pressure Method g Heel Active Pressure - 40.0 psf/ft " d. Slope Behind Wall = 0.00 = ,. Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf ' FootingliSoil Friction = 0.300 Soil height to ignore l for passive pressure = 12.00 in Surcharge Loads M Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load _ . 0.0#/ft. Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning Height to Top = O.00,ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load Pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 40.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary ' Stem Construction end Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 7.33 0.00 Overturning = 1.67 OK Wall Material Above"Ht" = Fence Masonry Sliding = 1.76 OK Design Method LRFD LRFD Thickness = 8.00 Total Bearing Load = 4,556 Ibs Rebar Size # 5 ...resultant ecc. = 15.75 in Rebar Spacing = 8.00 Soil Pressure @Toe = 2,558 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK - 2,666 �/FB+fa/Fa 0.9e2 J Allowable = psf Total Force @ Section I Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,582 psf Service Level ' Ibs= ACI Factored @ Heel = 0 psf r Strength Leve Ibs= 280.0�, 2,190.8 Footing Shear @ Toe = 20.0 psi OK Moment....Actual Footing Shear @ Heel = 18.3 psi OK Service Level ft-#= Allowable = 75.0 psi Strength Level ft-#=. 980.0 8,405.6 Sliding Calcs Moment.....Allowable ft-#= 8,733.3 Lateral Sliding Force = 1,839.4 Ibs Shear.:..Actual less 100%Passive Force= - 1,866.7 Ibs Service Level psi= less 100%Friction Force = 1,366.7 Ibs Strength Level psi= 34.8 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable = 69.7 ....for 1.5 Stability = 0.0 Ibs OK Wall Weight psf= 84.0 Rebar Depth 'd' in- 5.25 Masonry Data f m psi= .1,500 Fy psi= 60,000 , Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 considered in the calculation of soil bearing pressures. Load Factors Equiv.Solid Thick. 7.60 Building Code CBC 2013,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 Concrete Data Earth,H 1.700 fc psi= Wind,W 1.300 Fy psi= Seismic,E 1.000 Use menu item Settings>Printing&Title Block Title '15.B:8'-0"Wall No.2(6/RW1)W/W Page: to set these five lines of information Job# 6308R. Dsgnr: Iggy.. Date: 22 JUN 2015 for your program. 1 Description...' t Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx:RPX RetainPro(c)1987-2016, Build 11.16.6.12 License:KW-06066134 Cantilevered Retaining Wall Design ;ode: CPC 2013,ACI 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Footing Dimensions&Strengths Footing Design Results Toe Width = 1.42 ft Toe Heel Heel Width _ 3.58 -Factored Pressure = 3,582 0 psf " Total Footing Width = 5.00 *.. Mu':Upward = 3,115. 542 ft-# Footing Thickness = 18.00 in Mu':Downward = 494 7,328 ft-# Mu: Design = 2,621 6,786 ft-# Key Width f = 72.00 in , Actual 1-Way Shear = 19.96 18.34 psi Key Depth' = 20.00 in c Key Distance from Toe = 1.42 ft Allow 1-Way Shear = '75.00 75.00 psi Toe Reinforcing = None Spec'd fc 2,500 psi Fy = .60,000 psi, Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pp-1 Key Reinforcing #5 @ 14.35 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings ' Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. `j Heel:#4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. 'Y Key: #4@.9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in, Summary of Overturning & Resisting Forces&;Moments .....OVERTURNING..... .....RESISTING..... t; Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs It ft-# Heel Active Pressure = 1,559.4 2.94 4,589.8 'Soil Over Heel = 2,565.2 3.54 9,083.0 Surcharge over Heel = Sloped Soil Over Heel = ) 4 i Surcharge Over Toe = , Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = 280.0 12.33 3,452.4 Axial Live Load on Stem = Soil Over Toe = 0.71 Surcharge Over Toe = Total . 1,839.4 O.T.M. 8,042.2 Stem Weight(s) _ 615.7 1.75 1,077.1 Earth @ Stem Transitions= ' - ;Footing Weight =. 1,124.8 2.50 2,811.4 Resisting/Overturning Ratio 7 1.67 Key Weight _ 250.0 1.92 479.0 Vertical Loads used for Soil Pressure= 4,555.7 Ibs Vert.Component = Total= 4,555.7 Ibs R.M.= 13,450.4 Axial live load NOT included in total displayed,,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered.in the calculation of.Overturning Resistance. / Tilt .Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall(approximate only) 0.204 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. " � F .i too WWWREWITNT ,- OWN UN I 1 4 : T x a T-0 : Omni i� TOM WIN YX Sofro Gout 14 k : V is 7 r ti E Y } ski. �: � ent'srOn�Cey M. N ,H - v T who f t YC � •.} - < 'v y I 4 - s. Use menu Item Settings>Printing&Title Block Title '15.C;8'-0"Wall No.2(61RW7)W/S Page: to set these five lines of information Job# 6308a.. Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\Retain Pro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.15.6.12 ';ode: CBC 2013,AC1 318-1.1,AC1 530-11 License:KW-06056134 Cantilevered Retaining Wall Design License To:GOUVIS ENGINEERING Criteria Soil Data Retained Height = 7.33 ft Allow Soil Bearing = 2,666.0 psf Wall height above soil = 7.00 It Equivalent Fluid Pressure Method Heel Active Pressure - 55.O.psf/ft ' Slope Behind Wall = 0.00 = Height-of Soil over Toe = 6.00 in Passive Pressure 300.0 psf/ft Water height over heel = 0.0 ft - Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf i f FootingIlSoil Friction = 0.300 i Soil height to ignore for passive pressure = 12:60 in = - i i Surcharge-Loads FLateral Load Applied to Stem -. Adjacent Footing Load Surcharge Over Heel = .0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ..Height to Top = 0.00 ft Footing Width = 0.00 It Surcharge Over Toe = 0.0 psf .,,Height to Bottom 0.00 It Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Fig CL Dist = 0.00 It Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 It Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction end Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 7.33 0.00 Overturning = 2.12 OK Wall Material Above"Ht" = Fence Masonry Sliding = 1.51 OK Design Method = LRFD LRFD Thickness 8.00 Total Bearing Load = 4,574 Ibs Rebar Size = # 5 ...resultant ecc. _ 11.28 in Rebar Spacing = 8.00 Soil Pressure @Toe = 1,956 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK .fb/FB+fa/Fa 0.703 - 2,666 p Allowable = sf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,738 psf Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Leve Ibs= 2,511.8 Footing Shear @ Toe = 15.2 psi OK Moment.,.Actual Footing Shear @ Heel 13.5 psi OK Service Level ft-#=. Allowable = 75.0 psi Strength Level ft-#= 6,137.2 Sliding Calcs Moment.....Allowable ft-# 8,733.3 Lateral Sliding Force = 2,156.3 Ibs Shear.....Actual less 100%Passive Force= - 1,894.3 Ibs Service Level psi= less 100%Friction Force = - 1,372.3 Ibs Strength Level psi= 39.9 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable = 69.7 ....for 1.5 Stability = 0.0 Ibs OK Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data I'm psi= 1,500 Fy psi= 60,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 considered in the calculation of soil bearing pressures. Load Factors Equiv.Solid Thick. = 7.60 Building Code CBC 2013,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFlD f Live Load 1.700 Concrete Data Earth,H 1.700 fc psi= Wind,W 1.300 Fy psi= r Seismic,E 1.000 y Use menu Item Settings>Printing&Title Block - Title `15.C:8'-0"Wall No.2(61RW7)W/S Page: to set these five lines of information Job# 63089 Dsgnr. Iggy Date: 22 JUN 2015 for your program. Description..:. Trieste.Wall Sections • 5 This Wall in Fite:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(e)06056 s�iia 1,.1s.6.,z License:KW-06066134 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11;AC1 530-11 34 License To:GOUVIS ENGINEERING ' Footing Dimensions &Strengths Footing Design Results Toe Width = 1.42 ft Toe Heel Heel Width = 3.58 Factored Pressure = 27738 0 psf Total Footing Width = 5.00 Mu':Upward = 2,468 1,705 ft-# Footing Thickness = 18.30 in Mu':Downward = 501 7,353 ft-# Mu: Design = 1,967 5,648 ft-# Key Width = 12.00 in Actual 1-Way Shear = 15.16 13.47 psi Key Depth = 20.00 in • - Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 1.42 ft Toe Reinforcing None Spec'd fc = 2,500psi Fy 60,000 psi - Heel Reinforcing None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 9.26 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings l Cover @ Top 2.00 @ Btm= 3.00 in• Toe: #4@_6.07 in,#5@ 9.41 in,#6@ 13.36 in,#7@18.21 in,#8@ 23.98 in,#9@ 30. { Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*5m Key: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in, Summary o orces & Moments :....OVERTURNING..... . ..-...RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft • ft-# _ , Ibs ft ft-# Heel Active Pressure = 2,156.3 2.95 6,364.7 Soil Over Heel = 2,565.2 3.54 9,083.0 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = _, Adjacent Footing'Load = _Adjacent Footing Load = Added Lateral Load' = Axial Dead Load'on Stem= ' Load @ Stem Above Soil = *Axial Live Load on Stem = - _ Soil Over Toe = 0.71 Surcharge Over Toe = Total 2,156.3 O.T.M. 6,364.7 Stem Weight(s) _ •615.7 1.75 1,077..1 Earth @ Stem Transitions= Footing Weight = 1,143.5 2.50 2,858.2 Resisting/Overturning Ratio = 2.12 Key Weight = 250.0 1.92 479.0 'Vertical Loads used for Soil Pressure= 4,574.4 lb Vert.Component = Total= 41574.4 lbs R.M.= 13,497.3 1 Axial live load NOT included in total displayed,or used for overturning 1 resistance,but is included for soil pressure calculation. p Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS.NOT considered in the calculation of Overturning Resistance. Tilt -� Horizontal Deflection of Top of Wall due to settlement of soil (Deflection due to wall bending not considered) a Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.156 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Use menu item Settings>Printing&Title Block Title '15.D:6'-0"Wall No.2(6/RW1) Page: to set these five lines of information Job# 63089. Dsgnr. Iggy Date: 22 JUN 2015 for your program, Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 License:KW-06056134 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,ACI 530-11 License To:GOUVIS ENGINEERING Criteria 1 Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf r: Wall height above soil = 7.00 ft Equivalent Fluid Pressure Method - Heel Active Pressure - 40.0 psf/ft Slope Behind Wall = 0.00 _ Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft ? - Water height over heel = 0.0 it Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf % FootingllSoil Friction = 0.300 " I Soil height to ignore for passive pressure = 12.00 in "- Surcharge Loads Lateral Load'Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.001 Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A Iled t0 pp Stem has been increased 1.00 Footing Type Line Load by a factor of _ Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = O.O ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction 2nd Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 6.00 0.00 Overturning = 1.69 OK. Wall Material Above"Ht" = Fence Masonry Sliding = 1.83 OK. Design Method = LRFD, LRFD Thickness = 8.00 Total Bearing Load = 2,340 Ibs Rebar Size = # 4 ...resultant ecc. = 9.61 in Rebar Spacing = 8.00 Soil Pressure @ Toe = 1,893 psf OK Rebar Placed at = Edge Soil Pressure @'Heel = 0 psf OK Design Data - 2,000 p fb1F6+fa/Fa - 0.568 psf Allowable = Total Force @ Section Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @Toe = 2,650 psf ACI Factored @ Heel 0 psf Strength Leve Ibs= 1,224.0 Footing Shear @ Toe = 11.4 psi OK Moment....Actual _ Footing Shear @Heel = 8.4 psi OK Service Level ft-# Allowable 75.0.psi. Strength Levei ft-#= 2,448.0 = " Moment.....Allowable• ft-#= 4,308.3 Sliding Cates Lateral Sliding Force = 1,125.0 lbs Shear.....Actual less 100%Passive Force= - 1,354.2 Ibs Service Level psi= less 100%Friction Force = - 701.9 Ibs Strength Level psi= 19.4 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable = 69.7 ....for 1.5 Stability = 0.0 Ibs OK Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data f m psi= 1,500 - Fy psi= 40,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 considered in the calculation of soil bearing pressures. Load Factors Equiv.Solid Thick. = 7.60 Building Code CBC 2013,AC1 Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 Concrete Data Earth,H 1.700 fc psi= Wind,W 1.30C Fy psi= Seismic,E 1.000 I ' r Use menu item Settings>Printing&Title Block Title '15.D:64".Wall No.2(6/RW1) Page: to set these five lines-of information Job# 63089 Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections' This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2015, Build 11.16.6.12 License:KW-06066134 . Cantilevered Retaining Wall.Design „ode: CBC 2013,ACI 318-11,ACI 530-11 License To:GOUVIS ENGINEERING'' Footing Dimensions&Strengths Footing Design Results Toe Width = 1.29 ft Toe Heel Heel Width _. 1.96 Factored Pressure = 2,650 0 psf Total Footing Width = 3.25 Mu':Upward 1,825 24 ft-# Footing Thickness = �18.00 in Mu':Downward = 419 1,388 ft-# Mu: Design' '1,406 1,363ft-# Key Width = 12.00 in Actual 1-Way Shear 11.44 8.42 psi Key Depth 14.00 in Allow 1=Way Shear, = 75.00 75.00 psi Key Distance from Toe .29 It Toe Reinforcing None Spec'd fc = 2,500psi. Fy = 60,000 psi ' Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 14.35 in Min.As% _ - 0.0018 Other Acceptable Sizes&Spacings Cover @Top 2.00 @ Btm= 3.00 in Toe: #4@ 6.17 in,'#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi'5'lambda'sgrt(fc)'Sm Key: #4@ 9,26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in, Summary of Overturningi Resisting Forces& Moments A .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# ` Ibs It ft-# Heel Active Pressure 1;125.0 ° 2.50 -2,812.5 Soil Over Heel 929.7 '2.66 2,420.6 Surcharge over Heel' = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = 'Axial Live Load on Stem = = Soil Over Toe 0.65 Surcharge Over Toe = Total; 1,125.0 O.T.M. 2,812.5 Stem Weight(s) 504.0 1.62 818.8 - Earth @ Stem Transitions= Footing Weight = 731.1 1.62 1,187.7 Resisting/Overturning Ratio 1:69 Key Weight = 175.0 1.79 '313.5 Vertical Loads used for Soil Pressure= 2,339.8 Ibs Vert.Component = Total= 2,339.8 Ibs R.M.= 4,740.6 'Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure:IS considered in the calculation of Sliding Resistance. , Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus. 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.210 ,in The above calculation is not valid if the'Heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. - r • 4 r Use menu Item Settings>Printing&Title Block Title '15.E_6'-0"Wall No.2(6/RW1)W/S Page: to set these five lines of information Job# 63083 Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\Retain Pro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 License:KW-06066134 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Criteria rSoil Data Retained Height = 6.00 ft Allow Soil Bearing = 2,666.0 psf za W ft all height above soil = 7.00 Equivalent Fluid Pressure Method Heel Active Pressure 55.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf I- Soil Density,Toe = 0.00 pcf ' l Footingl ISoil.Friction = 0.300 � Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning Height to Top. = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity 0.00 in Used for Sliding&Overturning The above lateral load Wall to Fig CL Dist = 0.00 It has been increased 1.00 Footing Type Line Load Axial Load Applied to Stem g ov I PP by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction , 2nd Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 6.00 0.00 Overturning = 1.62 OK Wall Material Above"Ht" = Fence Masonry Sliding = 1.61 OK Design Method = LRFD LRFD Thickness = 8.00 Total Bearing Load = 2,682 Ibs Rebar Size = # 4 ...resultant ecc. = 11.78 in Rebar Spacing = 8.00 Soil Pressure @Toe = 2,003 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK . 2 �/FB+fa/Fa 0.781 ,666 , Allowable = psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,804 psf Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Leve Ibs= 1,683.0 Footing Shear @ Toe = 14.0 psi OK Moment...Actual Footing Shear @ Heel = 10.3 psi OK Service Level ft-#= Allowable = 75.0 psi Strength Level ft-#= 3,366.0 Sliding Cates , Moment.....Allowable ft-#= .4,308.3 Lateral Sliding Force 1,546.9 Ibs Shear.....Actual less 100%Passive Force= - 1,687.5 Ibs Service Level psi= less 100%Friction Force - 804.7 Ibs Strength Level psi= 26.7 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable = 69.7 ...for 1.5 Stability = 0.0 Ibs OK Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data f m psi= 1,500 j Fy psi= 40,000 Solid Grouting Yes Vertical component of active lateral soil pressure IS Modular Ratio'ri' - 21.48 considered in the calculation of soil bearing pressures. Load Factors Equiv.Solid Thick. = 7.60 L' Building Code CBC 2013,ACI Masonry Block Type = Normal Weight ' Dead Load 1.400 Masonry Design Method LRFD Live Load 1.700 Concrete Data Earth,H 1.700 fc psi= Wind,W 1.300 Fy psi= Seismic,E 1.000 4 Use menu item Settings>Printing&Title Block Title' '15.E-6'70•'Wall No.2(6/RW1)W1 S Page: to set these five lines of information Job# 63089- Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections.. " This Wall in File:.c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1967-2016; Build 11.16.6.12 License:KW-06056134 - Cantilevered Retaining Wall'besign ;ode: CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Footing Dimensions,& Strengths footing Design Results; Toe Width = 1.54 ft Toe Heel Heel Width = 2.21 Factored Pressure = 2,804 0 psf Total Footing Width. = 3.75 Mu':Upward = 2,691 18 ft-# Footing Thickness. = 18.00 in MY:Downward = 576 1,911 ft-# Mu: Design = 2,115 1,893 ft-.# Key Width = 12.00 in Actual 1-Way Shear = 14.00 10.34 psi Key Depth = 18.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 1.42 ft ,Toe Reinforcing - , = None Spec'd fc = 2,500psi Fy = 60,000 psi Heel Reinforcing = None Spec'd , Footing Concrete Density = 150.00 pcf Key Reinforcing , _ #5 @ 14.35 in Min.As% _ 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 1n Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi'5'lambda'sgrt(f`c)'Sri `Key: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in, Summary of Overturning & Resisting Forces,& Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ills ft 8# Ibs ft ft-# Heel Active Pressure = 11546.9 2.50" 3,867.2 Soil Over Heel = 1,109.6 2.98 3,305.0 Surcharge"over Heel = Sloped Soil Over Heel Surcharge Over Toe = + Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load Added Lateral Load Axial Dead Load on,Stem= Load @ Stem Above Soil= 'Axial Live Load on Stem = Soil Over Toe 0.77 _ , Surcharge Over Toe = Total 1,546.9. O.T.M. 3,867.2 Stem Weight(s) = 504.0 1.87 944.8 - Earth @ Stem Transitions= _ Footing Weight• = 843.5 1.87 •.1,581.2 Resisting/Overturning Ratio = 1.62 Key Weight 225.0 1.92 431.1 Vertical Loads used for,Soil Pressure= 2,682.2 "Ibs Vert.Component- _- ` Total= 2,682:2 Ibs R.M.= 4 6,262.0 g• 'Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in } the calculation of Overturning Resistance. Tilt ' Horizontal Deflection at Top of Wall due to settlement of soil ' (Deflection due to wall bending not considered) , Soil Spring Reaction Modulus 250.0 pci F" •3 Horizontal Defl @ Top of Wall(approximate only) 0.193 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil RZ ` • r ' e fence t ) . VMS MITI&: IS Ono 1 ::r....... .. .. -. ..... Y . Y. V YI t b s MIN y t ; <�(u11436m 1'S : 111 17 i r r Use menu Item Settings>Printing&Title Block Title '15,F*V-0"Wall No.2(6/RW1)W/W Page: to set these five lines of information Job# 63089. Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description....• Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 License:KW-06066134 Cantilevered Retaining Wall Design ;Ode: CBC 2013,AC1 318-11,ACI 530-11 License To:GOUVIS ENGINEERING Criteria Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 2,666.0 psf �I Wall height above soil = 7.00 ft Equivalent Fluid Pressure Method n Heel Active Pressure - 40.0 psf/ft wa.: Slope Behind Wall = 0:00 = I Height of Soil over Toe = 6.00 in 'Passive Pressure = 300.0 psf/ft " Water height over heel = 0.0 It Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf a'� T16nwIy FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs- Used To Resist Sliding&Overturning ...Height to Top = 0.00 It Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ..,Height to Bottom = 0.00 It Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load Pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 40.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Fstem Construction 2nd Bottom Wall Stability Ratios Stem OK Design Height Above Ftc ft= 6.00 0.00 Overturning = 1.50 OK Wall Material Above"Ht" = Fence Masonry Sliding = 1.87 OK Design Method = LRFD LRFD Thickness - 8.00 Total Bearing Load = 3,121 Ibs Rebar Size = # 5 ...resultant ecc. = 15.66 in Rebar Spacing = 8.00 Soil Pressure @ Toe = 2,203 psf OK Rebar Placed at Edge Design Data Soil Pressure @ Heel = 0 psf OK - 2666 �/FB+fa/Fa - os76 , Allowable = psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,085 psf Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Leve Ibs= 280.0 1,588.0 Footing Shear @ Toe = 17.9 psi OK Moment....Actual Service Level ft-#= Footing Shear @Heel = 13.4 psi OK= 13 psi Strength Leve, ft-#= 980.0 5,906.0 cs Allowable . Sliding Calle Moment.....Allowable ft-#= 8,733.3 Lateral Sliding Force = 1,405.0lbs Shear.....Actual less 100%Passive Force= - 1,687.5 Ibs Service Level psi= less 100%Friction Force = - 936.3 Ibs Strength Level psi'= 25.2 Added Force Req'd = 0.0 lbs OK Shear.....Allowable = 69.7 ....for 1.5 Stability = 0.0 Ibs OK Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data fm psi= 1,500 Fy psi= 60,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 considered in the calculation of soil bearing pressures. Load Factors Equiv.Solid Thick. = 7.60 Building Code CBC 2013,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 - Concrete Data Earth,H 1.700 fc psi Wind,W 1.300 Fy psi= Seismic,E 1.000 Use menu item Settings.>Printing&Title Block Title '15.F.6%0"Wall No.2(6/RW1)W/W Page: to set these five lines of information Job# 63089 Dsgnr. Iggy Date: 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.15.6.12 License:KW-06056134 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,ACI 530-11 License To:GOUVIS ENGINEERING Footing Dimensions& Strengths F Footing Design Results Toe Width = 1.92 ft Toe Heel Heel Width = 2.58 Factored Pressure = 3,085 0 psf Total Footing Width = 4.50. Mu':Upward = 4,366 3 ft-# Footing Thickness _ 18.00 in Mu':Downward = 860 2,851 ft-# Mu: Design =• 3,526 2,848 ft-# Key Width = 12.00 in Actual 1-Way Shear = 17.89 13.45 psi Key Depth = 18.00 in Allow 1-Way Shear = 75.00 76.00 psi Key Distance from Toe = 1.92 ft Toe Reinforcing' = None Spec'd fc = 2,500psi Fy 60,000 psi Heel Reinforcing = None Spedd Footing Concrete Density = 150.00 pcf Key Reinforcing _ #5 @ 14.35 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in • Toe:,#4@ 6.17 in,#5@ 9.57 in,#6@ 13.56 in,#7@ 18.52 in;#8@ 24.38 in,#9@ 30. Heels Not req'd:Mu<phi'5'lambda'sgrt(fc)`Sm Key: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in, Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... '....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs 8 ft-# Ibs ft ft-# Heel Active Pressure = 1,125.0 2.50 2,812.5 Soil Over Heel = 1,379.6 3.54 4,885.2 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load =. Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 280.01 11.00 3,080.0 'Axial Live Load on Stem = = Soil Over Toe = 0.96 Surcharge Over Toe Total 1,405.0 O.T.M. 5,892.5 Stem Weight(s) = 504.0 2.25 1,133.7 Earth @ Stem Transitions _ = Footing'Weight = 1,012.3 2.25 2,277.1 Resisting/Overturning Ratio = 1.50 Key Weight = 225.0 2.42 543.6 Vertical Loads used for Soil Pressure= 3,120:9 Ibs Vert.Component = Total= 3,120.9 Ibs R.M.= 8,839.7 -Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. ' Tilt Horizontal Deflection at Toip of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.177 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. 1 Use menu item Settings>Printing&Title Block Title '15.G:4'=0"Wall No.2(6/RW1) Page: to set these five lines of information Job# 6308a. Dsgnr: Iggy Dater 22 JUN 2015 for your program. Description.... Trieste Wall Sections i This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2016, Build 11.16.6.12 License:KW-06056134 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Criteria Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 7.00 ft Equivalent Fluid Pressure Method Heel Active Pressure - 40.0 psf/ft !( Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf Soil Density,Toe 0.00 pcf FootingliSoil Friction = 0.300 � Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem-1 Adjacent.Footing Load Surcharge Over Heel = 0.0 psf Lateral Load . - = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding 8,Overturning ...Height to Top = 0.00 It Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 It Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Footin T e Line Load Axial Load Applied to Stem ` by a factor of g yp Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity 0.0 in Design Summary Stem Construction end Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 4.00 0.00 Overturning = 2.59 OK Wall Material Above"Fit" = Fence Masonry Sliding = 1.52 OK Design Method = LRFD LRFD Thickness = 8.06 Total Bearing Load = 1,570 Ibs Rebar Size = # 4 ...resultant ecc. = 4.56 in Rebar Spacing 16.00 Soil Pressure @Toe = 922 psf OK Rebar Placed at- = Edge Design Data Soil Pressure @ Heel = 126 ps- OK - fb/FB+fa/Fa - 0.219 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe 1,290 psf Service Level Ibs= ACI Factored @ Heel = 176 psf Strength Leve Ibs= 544.0 Footing Shear @ Toe = 4.4 psi OK Moment....Actual Service Level ft-#= Footing Shear @Heel = .7 psi OK= 7 3. psi Strength Level ft-#= 725.3 Allowable. Moment.....Allowable ft-#= 3,309.4 Sliding Ca Lateral Sliding Force' - 605.0 Ibs Shear.....Actual less 100%Passive Force= - 450.0 Ibs Service Level psi= less 100%Friction Force = - 471.1 Ibs Strength Level psi= 8.6 Added Force Req'd = 6.0 Ibs OK Shear.....Allowable = 69.7 ....for 1.5 Stability = 0.0 Ibs.OK Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data fm psi= 1,500 Fy psi= 60,000 Solid Grouting. Yes Vertical component,of active lateral soil pressure IS Modular Ratio'n' = 21.48 considered in the calculation of soil bearing pressures. Load Factors Equiv.Solid Thick. 7.60 Building Code CBC 2013,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 Concrete Data j Earth,H 1.700 fc psi- Wind,W 1.300 Fy psi= I Seismic,E 1.000 Use menu item Settings>Printing&Title Block Title '15.G:4'-0"Wall No.2(61RW1) Page: to set these five lines of information Job# 63089 Dsgnr. Iggy Date: 22 JUN 2015 for your program. Description.... - 0. Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX ` RetainPro(c)1987-2016, Build 11.16.6.12 License:KW-06056134 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,AC1 530-11 License To GOUVIS ENGINEERING Footing Dimensions &Strengths. Footing Design Results Toe Width = 1.17 ft Toe Heel. Heel Width = 1.83 Factored Pressure 1,290 176 psf Total footing Width = - 3.00 Mu':Upward = 779 218 ft-# Footing Thickness = 18.00 in Mu':Downward = 349 863 ft-# Mu: Design = 430 645 ft-# Key Width = 0.00 in' Actual 1-Way Shear = 4:40 3.73 psi Key Depth = 1.04 ft.0 in' ,Allow 1-Way Shear = '75.00 75.00 psi Key Distance from Toe, = Toe Reinforcing = None Spec'd ' fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd , Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 14.35 in Min.As% 0.0018 '.Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm: 3.00 in', ' Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi'5'lambda'sgrt(fc)'Sm Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... • .....RESISTING..... Force Distance Moment' Force Distance Moment Item Ibs it" ft-# Ibs it ft-# Heel Active Pressure 605.0 1.83 1,109.2 Soil Over Heel = 559.7 2.42 1,352.1 Surcharge over Heel = " Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = r Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = •Axial Live Load on Stem = Soil Over Toe = 0.58 y Surcharge Over Toe = Total 605.0 O.T.M. 1,109.2 ;Stem Weight(s) = 336.0 1.50 503.8 Earth @ Stem Transitions= = Footing Weight, = 674.7 1.50 1,011'.7 Resisting/Overturning Ratio = 2.59 Key Weight __ 1.04 Vertical Loads used for Soil Pressure= '1,570.4 Ibs Vert.Component = Total= 1,570.4 Ibs R.M.=- 2,867.E 'Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of-active lateral soil pressure IS considered in the calculation of Sliding Resistance.. - s Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) ` Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall(approximate only) 0.094 in ; The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. t i -r r.e y 4 } x_ 11 0 t i Q x ' WAY 0 'r... ..9. x RON van •wily d4 4 too Center Dn Key - Rollo tt gay INS Z R. 1 .. S Use menu Item Settings>Printing&Title Block Title 15.14%0"Wall No.2(6/RW1)W1 W Page: to set these five lines of information Job# 6308R. Dsgnr. Iggy Date: 22 JUN 2615 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1967-2016, Build 11.15.6.12 License:KW-06056134 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Criteria Soil Data Retained Height = 4.00 ft Allow Soil Bearing = .2,666.0 psf I" Wall height above soil = 7.00 ft Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft f Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00.pcf ; - ; •• Soil Density,Toe = 0.00 pcf 7. FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in - Surcharge Loads Lateral Load Applied to Stemj Adjacent Footing Load Surcharge Over Heel = 0.0 psf " Lateral Load = 0.0#/ft Adjacent Footing Load 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.0D Footing Type Line Load PP by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 40.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0lbs (Service.Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction end Bottom Stem OK Wall Stability Ratios Design Height Above FtE ft= 4.00 0.00 Overturning = 1.54 OK Wall Material Above"Ht" = Fence Masonry Sliding = ' 2.18 OK Design Method = LRFD LRFD Thickness = 8.00 Total Bearing Load = 2,426 Ibs Rebar Size = # 4' ...resultant ecc. = 14.32 in Rebar Spacing = 8.00 Soil Pressure @ Toe = 2,006 psf OK sign Data Placed at = Edge Design Soil Pressure @ Heel = 0 psf OK 2666 fb/FB+fa/Fa 0.602 , Allowable = psf Total Force @ Section Soil.Pressure Less Than Allowable ACI Factored @ Toe = 2,808 psf Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Leve Ibs= 280.0 908.0, Footing Shear @ Toe = 11.5 psi OK Moment....Actual Footing Shear @ Heel = 10'A psi OK Service Level ft-#= Allowable = 75.0 psi Strength Level ft-#= 980.0 3,455.3 Sliding Cates Moment.....Allowable ft-#= 4,308.3 .. Lateral Sliding Force 885.0 Ibs ShearService Level L ve less 100%Passive Force= - 1,200.0 Ibs evel psi= less 100%Friction Force = 727.7 Ibs Strength Level psi= 14.4 Added force Req'd = 0.0 Ibs OK Shear.....Allowable = 69.7 ....for 1.5 Stability = 0.0 Ibs OK -Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data fm psi= 1,500 Fy psi= 40,000 Solid Grouting Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 considered in the calculation of soil bearing pressures. Load factors Equiv.Solid Thick. 7.60 Masonry Block Type _ Normal Weight Building Code CBC 2013,AC1 l Dead Load 1.400 Masonry Design Method ='LRFD Live Load 1.700 Concrete Data Earth,H 1.700 fe psi= Wind,W 1.300 Fy psi= Seismic,E 1.000 Z. s Use menu item Settings>Printing&Title Block Title 15.1 4'-0"Wall No.2(6/RW1)W/W Page: to set these five lines of information Job# 63089 Dsgnr: Iggy Date: 22 JUN 2015 for your program. Description:... Trieste Wall Sections • t This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX, RetainPro(c)1987-2016, Build 11.16.6.12 ° License:Kw-06056134 Cantilevered,Retaining Wall Design ;ode: CBC 2013,ACI 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Footing Dimensions& Strengths Footing Design Results Toe Width - = 1.17 ft Toe Heel Heel Width = 2.83 Factored Pressure = 2,808 0,PSf Total Footing Width =• 4.00 MY:Upward, = 1,602 39 ft-# Footing Thickness = 18.00 in W:Downward =, 349 2,672 ft-#- Mu: Design 1,253 2,633 ft-# , Key Width _ 12.00 in. Actual 1-Way Shear = 11.49 10.42 psi Key Depth = 12.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 1.17 ft. Toe Reinforcing = `None Spec'd fc = 2,500psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 14.35 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm 3.00 in Toe: #4@6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel,.Not req'd:Mu<phi'5'lambda`sgrt(Pc)'Sm Key: #4@ 9.26'in;#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in, Summary of Overturning & Resisting Forces& Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure ' = 605.0 1.83 1,109.2 Soil Over Heel = 1,039.8 2•92 3,032.0 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = '280.0 9.00 2,520.0 Axial Live Load on Stem = = Soil Over Toe, = 0.58 Surcharge Over Toe = Total 885.0• O.T.M. 3,629.2 Stem Weight(s) = 336.0 1.50 503.8 Earth @ Stem.,Transitions= , _ = Footing Weight '899.8 2.00 1,799.1 Resisting/Overturning Ratio ' 1.64 Key Weight = 150.0 1.67 249.9 Vertical Loads used for Soil Pressure 2,425.6 lbs Vert.Component = Total= 2,425.6 lbs R.M.= 5,584.8 Axial live load NOT included in total displayed,or used for overtuming resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. x Tilt Horizontal Deflection at Top of Wall due to settlement of soil, (Deflection due to wall,bending not considered) Soil Spring,Reaction Modulus :250.0 pci - Horizontal Defl @ Top of Wall(approximate only),' 0.153 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe: because the wall would then tend to rotate into the retained soil. R 5o�td Grastt ; r a ... .. y T.0 t 1. C. 2d ' 1-0 'fyAk[ vivo F ;.Antsa� , '.. F j r� ; i . l Use menu item Settings>Printing&Title Block Title 16.7'-0"Wall(9/RW1)w/Wind Page: to set these five lines of information Job# 6308R. Dsgnr: Iggy Date: 22 JUN 2015 , for your program. Description.... Trieste Wall Sections This Wall in file:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX j RetainPro(c)1987-2015, Build 11.15.6.12 License:KW-06056134 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,AC1 530-11 License To:GOUVIS ENGINEERING Criteria ' Soil Data Retained Height = 2.00 ft Allow Soil Bearing = 2,660.0 psf Wall height above soil = 7.00 ft Equivalent Fluid.Pressure Method, Heel Active Pressure - 40.0 psf/ft s Slope Behind Wall = .0.00 _ Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf MIN Soil Density,Toe = 0.00 pcf FootingIiSoil Friction = 0.300 Soil height to ignore for passive pressure _ 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning, ..,Height to Top = 0.00 It Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 It Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 It Axial Load Applied t0 Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 15r 0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs ' (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary [Stem Construction ' Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.16 OK Wall Material Above"Ht" = Masonry Sliding _ 2.74 OK Design Method = LRFD LRFD' Thickness = 8.00 , Total Bearing Load = 1,351 Itis Rebar Size = # 4 ...resultant ecc. = 6.11 in Rebar Spacing = 16.00 = Soil Pressure @Toe 1',216 psf OK Rebar Placed at Edge Design Data Soil Pressure @ Heel 0-psf OK esig +fa/Fa = oz64 Allowable = psf Soil Pressure Less Than Allowable Total Force @ Sectione' .' ACI Factored @ Toe = 1,703 psf Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Leve Ibs= 272.5 Footing Shear @Toe = 8.4 psi OK Moment....Actual Footing Shear @ Heel = 3.0 psi OK Service Level ft-# Strength Level f4= 841.4 Allowable = 75.0 psi Sliding Calcs_ Moment.....Allowable = 3,309.4 Lateral Sliding Force = 285.0 Ibs Shear.....Actual less 100%Passive Force= - 375.0 Ibs Service Level psi= less 100%Friction Force = 405.3 Ibs Strength Level psi= 4.3 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 69.7 ....for 1.5 Stability = 0.0 Ibs 'OK Wall Weight psf= 84.0 Rebar Depth 'd' in= 525 Masonry Data I'm psi= 1,500 Fy psi= 60,000, . Solid Grouting = Yes Vertical component of active.lateral soil pressure IS Modular Ratio'n' 21,48 NOT considered in the calculation of soil bearing Load Factors Equiv.Solid Thick. in= 7.60'. . Building Code CBC 2013,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = LRFD Live Load 1.700 ` Concrete Data Earth,H 1.700 fc psi= Wind,W 1.300 Fy psi= Seismic,E 1.000 Use menu Item Settings>Printing&Title Block Title 16.7'-0"Wall(9/RW1)w/Wind Page: to set these five lines of information Job# 6300. Dsgnr: Iggy Date:. 22 JUN 2015 for your program. Description.... Trieste Wall Sections This Wall in File:c:\Users\acano\Documents\RetainPro 10 Project Files\63089 rw.rpx.RPX RetainPro(c)1987-2015, Build 11.15.6.12 License:KW-06066134 Cantilevered Retaining Wall Design ;ode: CBC2013,AC1'318-11,ACI530-11 9 License-To:GOUVIS ENGINEERING i Footing Dimensions &Strengths: : Footing Design Results Toe Width = 0.92 ft Toe Heel Heel Width = 1.58 Factored Pressure = 1,703% 0 psf Total Footing Width = 2.50 Mu'.:Upward = 617 33 ft-# Footing Thickness = 12.00 in Mu':Downward = 217 313 ft-# Mu: Design = 400 280.ft-# Key Width = 8.00 in • Actual 1-Way Shear = 8.43 3.02 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi • Key Distance from Toe = 1.08 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 18.00 in Min.As% = 0.0018 ` Other A 1.cceptable Sizes& Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 9.26 in,.#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 Heel:Not req'd:Mu<phi•5•tambda•sgrt(fc)•Sm Key: Not req'd:Mu<phi'5'lambda'sgrt(fc)'Sm Summary of Overturning & Resisting Forces& Moments .....OVERTURNING..... .....RESISTING..... Force Distance -Moment, Force Distance Moment Item Ibs ft ft-# Ibs - ft ft-# Heel Active Pressure = 180.0 1.00 180.0 Soil Over Heel = 220.0 2.04 449.2 ' % Surcharge over Heel = Sloped Soil Over Heel = - ' Surcharge Over Toe Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 105.0 6.50 682.5", -. •Axial Live Load on Stem Soil Over Toe = 0.46 Surcharge Over Toe_ Total 285.0 O.T.M. 862.5. a Stem Weight(s) = 756.0 1.25 945.0 Earth @ Stem Transitions= ' - Footing Weight = 375.0 1.25 468.8 Resisting/Overturning Ratio = 2.16 Key Weight = 1.42 Vertical Loads used for Soil Pressure= 1,351.0 Ibs Vert.Component = T Total= 1,351.0 As R.M.= 1,862.9 Axial live load NOT included in total displayed,or used for overturning _ resistance,but is included for soil pressure calculation. Vertical component of active'lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil.pressure IS NOT considered in the calculation of Overturning.Resistance. Tilt t Horizontal Deflection at Top of'Wall due to seftlement of soil' (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci ; Horizontal Defl @ Top of Wall(approximate only) 0.122 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil.