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HomeMy WebLinkAboutARDENWOOD 39415_REVISIONS TO RAMSGATE APTS PLACING OF STRANDS AND ANCHORAGES TECHNICAL NOTES TYP. EXTERIOR P. STEM WALL TYP. GARAGE EXT. ODEAD END AND SECONDARY POUR 1. LAYOUT BULKHEAD BY LOCATING THE CENTER OF THE STRANDS PER STRANDS SHALL CONFORM TO ASTM A-416 1 .�, CONIC.CURB 3 FREMS BY DIMENSIONS ON THE STRAND PLAN. (NOTE: BULKHEAD DOES NOT PROPERTIES OF 7-WIRE STRAND: 1/2"DIAMETER d O W!; p SEE ARCH DWGS, r= .DEP1HAVE TO BE BRACED LATERALLY,THERE IS NO TENSION ON THE �+ o F 1 LPNTENDONS UNTIL AFTER THE CONCRETE IS POURED). P(ULTIMATE) 270 KSI < � 1/2"0 STRAND OPTIONAL SINGLEAREA .153 SQ.IN, ? � y,z1 =C POUR OR SECOND2. MARK LOCATION OF INDIVIDUAL ANCHORAGES AND DRILL A 3/4" z a ..,0 1/2"0 STRAND ? �o /2'0 STRAND CONC.DRIVE BY n � a POUR ON ROUGH I EPNDIAMETER HOLE IN BULKHEAD UNLESS NOTED OTHERWISE. F(ULTIMATE)-POUNDS 41,300# n RNAL SURFACE a OTHERS-REFER z \ 1/2"0 STRAND ' SLAB SURFACE ORTE-(MODULUS OF ELASTICITY) 28,500,000 P51 - z (UNDSCAPE) \ e = TO ARCH. a x WITH SAND AYT 3. LAY ALL STRANDS IN ONE DIRECTION,THEN LAY ALL STRANDS IN THE `o w a x `` 1%"CLR. PERPENDICULAR DIRECTION. REFERING TO THE PLAN,SELECT INDIVIDUAL MAXIMUM FORCE(.8 FSU)TO FINAL SURFACE * SEE ARCH Z /23/)5 ALTERNATE COLOR-CODED COILS OF STRAND AND UNROLL THEM IN PLACE, OVERCOME FRICTION 33,000# (LANDSCAPE) „. z _ _ OR PLAN M 12 DESIGN EPN STRANDBEGINNINMUST EXTEND BEYOND ITHE BULKHEAD LINE, TAEACHA STRESSING END. MAXIMUM ANCHOR FORCE(.7 FSU) 28,900# _T f- -I 'll :� •I III UNIT ELONGATION PER FOOT -11 -� �- 1 _III _T(iL)n 4. PLACE ANCHOR AND POCKET FORMER INTO BULKHEAD AND NAILS (PA POUNDS)(121-AREA E .081 r III _I I�' *SAND OVER ANCHORS WITH 2 NAILS TIGHT TO THE BULKHEAD. 16d RING Fe=LOW RELAXATION 26.6 KSI 2[ r *SAND OVER +°J z SHANK NAILS RECOMMENDED. VISQUEEN `o < WSOUEEN jE Q 5. TIE DEAD-END,IF ANY,IN PLACE APPROXIMATELY 1-1/2" DEFORMED REINFORCING STEEL SHALL GRADE a0(/3,�a) g a 1-�j5 BOTTOM - - m / CONFORM TO ASTM A-615 GRADE 60 SAND UP) NATURAL OR COMPACTED - TI g FROM BULKHEAD. SUPPORT SO THAT THE CENTERLINE OF THE GRADE BENT GRADE ro(#5 W) NATURAL OR COMPACTED FINISH GRADE 1-#5 BOTTOM 1= ANCHORAGES IS APPROXIMATELY 3 1/2"BELOW TOP OF SLAB. FINISH GRADE 1-#5 BOTTOM =III- #3 ® 18'E.W._ t. ICBO REPORT ER-a597 BRICK VENEER 9,. 9" OR 6X6 X 6X6 Q 6. AT STRESSING ENDS,REMOVE WRAPPING TO APPROXIMATELY BRICK VENEER BASE(IF OCCURS) MIN. 6"INSIDE THE BULKHEAD. DO NOT REMOVE GREASE. GENERAL NOTES BASE(IF OCCURS) 9 DEEPEN IXT. TIE CABLES AT INTERSECTION- Q SLIDE END OF STRAND THROUGH THE HOLE IN THE ANCHOR 1. THIS IS TO CERTIFY THAT THE POST-TENSION FOUNDATION 1l T DEEPEN EXT. 114Id:FOOTING AT HD'S. 1'-0" SUPPORT ON CONIC.BLOCK OR AND THROUGH THE BULKHEAD. HAS BEEN DESIGNED IN ACCORDANCE WITH RECOGNIZED FOOTING AT HD'S. 1-Q 1-#5 BOTTOM PLASTIC CHAIR-SEE PLAN FOR 2"MAX. EXPOSED STRAND AT STRESSING END. CABLE SPACING ENGINEERING PRACTICE AND FOR SOILINFORMATION AS PROVIDED BY: NOTE: SAND SHALL ALSO BE PROVIDED IN GARAGE 7. STRAIGHTEN TENDONS,CURVING THEN SMOOTHLY AROUND HOLES OR LEIGHTON&ASSOCIATES © NOTE; SAND SHALL ALSO BE PROVIDED IN GARAGE NOTE: SAND SHALL ALSO BE PROVIDED IN GARAGE OBSTRUCTIONS. PLACE SUPPORT AT CABLE INTERSECTIONS FOR PROJECT NO. : 111092-002 SLAB AREA FOR CONCRETE CURING. SLAB AREA FOR CONCRETE CURING. SLAB AREA FOR CONCRETE CURING. l'-6"t EXPOSED 5"SLABS AND THICKER,TIE THE STRANDS TOGETHER. FOR 4"AND 4 1/2" DATED: M M R �E•REFER TO TABLE 'A' ON THIS SHEET REFER TO TABLE'A' ON THIS SHEET *REFER TO TABLE 'A' ON THIS SHEET STRAND 0 DEAD ENDS L•� SLABS USE INTERMEDIATE SUPPORTS BETWEEN STRAND INTERSECTIOS, 2, PRIOR TO OBTAINING A BUILDING PERM HALL HH-a STRAND TO INCREASE PLACEMENT ACCURACY. TYP. CORNERS TYP. STEP DETAIL O TYP. OFFSET DETAIL FRIO RD THESE POST-TENSIONING PLANS TO SOILS ENGINEER FOR SCHEDULE r'y 8. CHECK STRANDS FOR TEARS IN PLASTIC WRAPPING AND REWRAP THEIR REVIEW AND APPROVAL TO BE IN CONFORMANCE WITH THEIR 6 SYOp�, ( H• t'-6" E- IF TEAR IS LONGER THAN 4". SOILS REPORT RECOMMENDATIONS.THE BUILDER SHALL FOWARD ALL ,I 'D' 'L' 1/2"0 STRATI PERTINENT SOILS REPORTS TO THE POST-TENSIONING ENGINEER ��•ILI I�_1- <�F1'C i 4 0 18"O.C. W 00 � CONCRETE BEFORE.AND DURING,THE COURSE OF CONSTRUCTION OF THIS PROJECT. O"-3" l'-6" n 3 'ALL S E� O OVER 3"-6" 2'-0° ANCHORS TYP. 1_6" N � C0 00 1. CONCRETE SHALL BE SPECIFIED IN GENERAL NOTE 6(UNLESS SULFATE 3. SILL ANCHORAGE PER ARCHITECTURAL PLANS. THICKEN CURVE MIN. TRANSITION _ _ I-•ii Z M I I IS NOT NEGLIGIBLE THEN FOLLOW 14/PTD)AND CONSIST OF: SILT AS REQUIRED FOR CONCRETE COVERAGE AT ANCHOR CURVE ®ALL CORNERS OVER 6"-9" 2'-6" ASTM ND CEMENT ASTM O BE CLEAN TYPE OR II AND AGGREGATE PER COLTS PER UBC WHERE OCCURS. THE CONCRETE NP. U.O.N. OVER 9"-1'-O" 3'-0" = CONSTRUCTION rW ASTM C-, WATER A IU CLEAN AND POTABLE. CORROSIVE CONTRACTOR SHALL VERIFY LOCATION OF ALL BOLTS,TIE- JOINT OPTIONAL - W I` CO ADDITIVES,SUCH AS CALCIUM CHLORIDE SHALL NOT BE USED. DOWNS,POST-ANCHORS,ETC.,WITH STRUCTURAL PLANS W PARTITION � OVER 1'-0"-1'-3" 4'-0" �x �� � Zj_III-I � � � VERIFY WITH LATEST SOILS REPORT TO DETERMINE IF TYPE V'CEMENT PRIOR TO COMMENCING WORK AND BE RESPONSIBLE FOR SAME. WALLS ONLY w MI ® 1RI O.C. iTT��- �T-a IS REQUIRED PRIOR TO CONSTRUCTION (REFER TO UBC 97 TABLE 19-A-4), w MIN. HORIZ. REINF. AND 2001 DEC TABLE 19A-A-4. 4. UNLESS OTHERWISE NOTED,STOOPS,PORCHES,OR OTHER ATTACH- v>• ~� d' �' MENTS SHALL BE CAST INDEPENDENT OF THE POST-TENSIONING SLAB. 1-#4 CONY. WHEN ,,.6 r? N4 OR 1/2"0 E-+r .--I 2. PLACEMENT SHALL BE IN ONE CONTINUOUS OPERATION UNLESS D' EXCEEDS 1'-0" A Tu STRAND CONT. O Z �• OTHERWISE SPECIFIED AND SLAB SURFACE SHALL BE CURED 5. DRAINAGE: ALL SURFACE WATER MUST DRAIN AWAY FROM Hi STEP DETAIL ® 6 WITH HUNTS COMPOUND OR EQUAL,OR OTHER METHODS SLAB AND NO PONDING WILL BE ALLOWED NEXT TO FOUNDATION. CONTRACTORS tip• > w ;7 USING GOOD CONSTRUCTION PRACTICES AT CONTRACTOR'S OPTION. 6. CONCRETE TO BE MINIMUM f'c=3,000 PSI AT 28 DAYS,5"MAX. o OPTION ;ter x 3. A MINIMUM OF THREE(3)CYLINDERS/SLAB SHALL BE TAKEN TO SLUMP, 1-1/2"MAX AGGREGATE.MAX.WATER/CEMEMRIOUS M` - - L-Q DETERMINE CONCRETE STRENGTH. CONCRETE SHALL BE UNIFORMELY MATERIALS RATIO=0.6. USE TYPE'IL'CEMENT.CONCRETE QUALITY IIr "� #4 OR 1/2"0 r- ~ CONSLIDATED AND VIBRATED AROUND ANCHORAGES. PER UBC 97,TABLE 19-A-4 AND 2001 CBC TAB III LE 19A-A-4. --' 1'-4" STRAND CONT. PREPARATION FOR STRESSING 7. THE SOIL UNDER PERIMETER BEAMS AND SLAB SHALL BE SEE PLAN FOR -_ 1. REMOVE POCKET FORMER. NEAR OPTIMUM MOISTURE PRIOR NOTE; OILS ENGINEER IN WRITING. OF CABLES R TO CONCRETE PLACEMENT L12±6" LAYOUT& SPACING AND SHALL BE VERIFIED BY S SAND SHALL ALSO BE PROVIDED IN GARAGE 2. CHECK INSIDE EACH POCKET HOLE,MAKING SURE THAT PORTION OF ANCHORAGE 8. AN UNDERLAYMENT OR SLIP SURFACE SHALL SLAB AREA FOR CONCRETE CURING. BE APPLIED UNDER THE POST- t' 1'-0" IS CLEAR. IF A FILM OF CEMENT PASTE HAS INTRUDE,REMOVE IT COMPLETELY, TENSIONED SLAB. SEE SOILS REPORT. VISQUEEN AND SAND THICKNESS - REFER TO TABLE 'A' ON THIS SHEET - REFER TO TABLE 'A' ON THIS SHEET LISTED ARE PER SOILS REPORT. SEE TABLE"A"BELOW. 3. INSERT A PAIR OF GRIPPERS BY HAND INTO EACH ANCHORAGE. Es 9. POST-TENSIONING: Q TYP. EXTERIOR TIE BEAM '/(�, TYP. INT. FOOTING EXTERIOR POTSHELF PAD FOOTING " , 4. PUT A CRAYON MARK ON THE STRAND AT THE EDGE OF THE SLAB. A. STRESSING RAMS SHALL HAVE BEEN CALIBRATED. "oNz`H'zU A YELLOW CRAYON AND A WOODEN CARPENTERS RULE ARE RECOMMENDED. B. TENDON STRESSING SHALL BE PERFORMED BY FACTORY N9IE: FOR COMPLETE INFO NOTw u v SHOWN REFER TO 1/PT-D 1/2" �rE3 8M z�yw�z TRAINED PERSONNEL OF THE POST-TENSIONING CONTRACTOR, 0 STRAND �w�ira-- Nzo STRESSING PROCEDURE 10. SAFETY: DO NOT STAND BEHIND OR OVER RAM DURING - � 1. THE STRESSING OPERATION MUST BE UNDER THE IMMEDIATE CONTROL STRESSING OPERATIONS. 1/2.0 STRAND I N NS OF A PERSON EXPERIENCED IN THIS TYPE OF WORK; HE MOST 11. UPON COMPLETION OF EACH TENDON INSTALLATION,THE ADJACENT � w N I_ 4 EXERCISE CLOSE CHECKING AND RIGID CONTROL OF ALL OPERATIONS. CONCRETE SHALL BE MARKED BY THE OPERATOR TO PLAN I( PEMMEIER P.BEAM fC= PER PLA cv z�' o oocj-3gm gs INDICATE IT HAS BEEN TENSIONED. TAILS MAY NOT BE EXTERIOR nE BEPAI z M \ 2. THE STRESSING OPERATION SHALL NOT COMMENCE UNTIL CONCRETE REMOVED UNTIL TENSIONING HAS BEEN VERIFIED. FINISH PER SfR WALL CURB WHERE z w ' x wc`sga�ooio'�'�z� TEST CYLINDERS,CURED UNDER JOB SITE CONDITIONS,HAVE BEEN ARCH. I OCCURS ¢ cwTicSEECH DWG. REINF. c�,�,,,c�.+oF, w-_ n TESTED AND INDICATE THAT THE CONCRETE IN THE MEMBER HAS ATTAINED 12. POST-TENSIONING SHOP DRAWINGS ARE ONLY FOR STRAND w © Z * PER PLAN o� o3�c�o THE STRENGTH CALLED FOR ON THE STRUCTURAL DRAWINGS,OR 2,000 PSI MIN. PLACEMENT AND STRESSING RECESS DETAILS. IF APPLICABLE n w oo _ -' a PER PLAN iNo�ws-.gym o... 3. ALL PRESTRESSING STEEL SHALL IP STRESSED C MEANS OF 13. POST-TENSIONING SHOP DRAWINGS MAY NOT BE DRAWN TO SCALE Y 7 v _ I: r iO INTERIOR HYDRAULIC JACKS OR EQUAL,EQUIPPED WITH ACCURATE READING, AND ARCHITECTURAL DRAWINGS MAY SHOW VARIATIONS FOR ALTERNATE I I * + �- CALIBRATED HYDRAULIC PRESSURE GAUGES. A CALIBRATION CHART ELEVATION DESIGNS.PLEASE VERIFY ALL CONDITIONS BEFORE STARTING. FINISHED SHALL ACCOMPANY EACH JACK. GRADE * 14. SEE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR EXACT I- P u F-1 4. THE POST-TENSIONING OPERATION WILL BE CONDUCTED SUCH THAT LOCATION OF BULKHEADS AND OPENINGS,ETC. ACCURATE ELONGATION OF THE PRESTRESSING STEEL CAN BE RECORDED a AND COMPARED WITH EN THE STRUCTURAL EN THE COMPUTATIONS SUBMITTED AND APPROVED BY 15. UNLESS NOTED,ALL EXTERIOR WALL ANCHOR BOLTS SHALL BE 5/8'DIA i mp 1-#5 BOTTOM - wPIP ENGINEER. 0 4'-D"o.c.OR IN ACCORDANCE WITH ORIGINAL STRUCTURAL PLANS. 1-#5 TOP&BOY. __..c> 1'-0" REINF. S. INDEPENDENT INSPECTOR SHALL RECORD ALL JACKING FORCES AND 2' TOTAL)EMBED. 1'_O•' PER PLAN U 16. INTERIOR WALLS MAY BE ANCHORED WITH 7/32"DIA SHOT PINS O 2'-0"o.c. (2 TO TO INTO ADJACENT ELONGATIONS AND SUBMIT PROMPTLY TO THE STRUCTURAL ENGINEER FOR APPROVAL. EXCEPT WHERE ANCHOR BOLTS ARE SPECIFICALLY CALLED FOR SPACING OF FOOTING OR STANDARD PER PLAN D„ EXTERIOR E-1 LESS THAN 6'-0"o.C.,SHOT PINS SHALL HAVE AN LC.B.O.APPROVAL NOMBER. HOOK. 6. THE MAXIMUM JACKING FORCE SHALL NOT EXCEED 80%OF SHOT PINS SHALL HAVE AN I.C.B.O.APPROVAL NUMBER. REFER TO TABLE 'A' ON THIS SHEET REFER TO TABLE 'A'ON THIS SHEET THE ULTIMATE FORCE OF THE TENDON. (41.3 x.80=33.0 KIPS). 17. CABLE Y VARY SHOWN ON PLAN ARE FOR PLACING HOOWN O NPLAN.E CRACK CONTROL JOINT _DT1EL+ �j 7. TENDONS SHALL BE ANCHORED AT A FORCE NOT .EXCEED 70% AND MAY VARY BUT NOT TO EXCEED THE MAX SHOWN ON PLAN. DEEPENED FOOTING O RAISED STEM 1fALL O DETAIL OF THE ULTIMATE FORCE OF THE TENDON.(41.3 x JD=28.9). 12 3 t 13 & THE STRESSING OPERATION PROCEEDS AS FOLLOWS: 18. D.E.AND S.E.MAY BE REVERSED END TO END. 1 SEE "N OVER 18" 19. ANCHORS SHALL HAVE CURRENT I.C.B.O, NUMBERS. 1y ARCH. ONLY FINISH GRADE _ w m *REMOVE GROMMETS AT THE STRESSING ENDS; CHECK INSIDE EACH 20. THE CONCRETE FOUNDATIONS FOR THIS PROJECT WERE NOT DESIGNED LOCATION OF CRACK * q - 1/2"4 STRAND GROMMET HOLE TO MAKE SURE THAT THE ANCHORAGES ARE FREE TO RESIST PERPETUAL MOISTURE OR WATER INTRUSION INTO THE CONTROL JOINT WHEN vw - 1/2'/STRAND EQ. Fri Fv°f+ FROM CEMENT PASTE;IF NOT REMOVE PASTE FROM ANCHORAGE, FOUNDATION WHICH COULD MIGRATE INTO FLOORING MATERIALS OR THE NEAR BEAM EQ. - VANDORPECNDUABBOCMTEB°BIC. • r, STRUCTURE ABOVE. IT IS THE BUILDERS RESPONSIBILITY TO HIRE QUALIFIED k� 2 4®24'VERT.BARS ONLY ,�I� ') FINISH'INSERT WEDGES,SIDE BY SIDE, BY HAND INTO EACH ANCHORAGE. CONSULTANTS RELATING TO ALL WATER INTRUSION AND MOLD ISSUES INCLUDING `b' m r'E'EXCEEDS 24"AND 6 f - R. GRADE THIS SUBMITTAL NAS BEEN REVIEWED FOR BUT NOT LIMITED TO VISQUEEN UNDER THE FOUNDATION,PLUMBING LEAKAGE. ZIP STRIP OR EQUAL a NOT GREATER THAN 30" 'JT_' DO NOT SAWCUT P.T.SLAB '� ,o GENERAL CDMPWNI.E WITH THE DESIGN 'PUT PAINT MARK ON EACH STRAND AT THE SLAB EDGE OR AT A APPROPRIATE CARPETING MATERIALS,LANDSCAPING AND LANDSCAPE MAINTENANCE. `� - CONCEPT.FIXED DISTANCE FROM THE EDGE OF THE SLAB. AND GRADING AWAY FROM THE FOUNDATION, Do NOT USE IN GARAGE 1/2"d STRAND �' ( REFER TO TABLE y, ( w 21. 18"SO. MIN.x Le+dio+3"CUR.) MIN.DEEP PAD TO BE PROVIDED _ I BELOW �I NO EXCEPTIONS TAKEN �4*STRESS THE STRAND TO 33 KIPS. ( ) AT HOEDOWNS.PROVIDE#4 BAR x 4'-0"LONG CENTERED AT INTERIOR / NOTE, I � REVISE AND RESUBMIT r �/ *SEAT THE WEDGES IN THE ANCHORAGE USING THE HYDRAULIC AND EXTERIOR HOEDOWN(U.N.O.).OMIT BAR IF STRAND EXIT WITHIN SHEAR CONE MAKE CORRECTIONS AS NOTED 1�1 (18"t)OF HOEDOWN.REINFORRCEMENT SHOWN ON CONVENTIONAL FOUNDATION - LOCATE FIRST VERTICAL BAR 9. ❑REJECTED P4 va SEATING DEVICE BUILT INTO THE RAM. CLAN$(ANCHOR BOLTS AND HOLDDWN DETAILS)ARE SUPERSEDED BY THIS NOTE 1` +�LL_.a�. MAX.3"FROM FACE OF CONIC. bt "REMOVE THE RAM. �' (AT ENDS OF STEM WALL) 12' �2j•�22 FIREPLACE FOUNDATISEE ARCHITECTURALON(OR MANUFACTURERS)DRAWINGS FOR ,$ 1/2?N FORMED v-c600vE u✓ *MEASURE FINAL ELONGATION. RECORD ELONGATION. \ CONTROL JOINT r 23. THESE DRAWINGS ARE BASED ON STRUCTURAL PUNS DATED: I n I USE IN GARAGE "H" HORIZ.REBARS IF+1 9. IF INCONSISTENCIES BETWEEN THE CALCULATED ELONGATIONS, MAY 20.ZOOS \ j 0-33" N/A ffI2 HORIZ. VERT. THE MEASURED ELONGATION,AND THE JACK GAUGE READING STRUCTURAL ENGINEERING BY;VCA ��\ i� 1-14 CONT.AT BOTTOM ! OCCUR,THE JACK-CAGE-PUMP UNIT SHALL BE RECALIBRATED. ��T � OVER 33"-40" (OMIT AT BEAM STRAND N/A N/A AN AGREEMENT OF WITHIN 7%SHALL BE SATISFACTORY. SPECIAL NOTES NOTE: ADDITIONAL CONTROL JOINTS CAN BE PLACED AT IF OCCURS 2-14(CONY.) #4 AT 24'D.G. NOTES & DET CONTRACTOR'S OPTION IN ACCORDANCE WITH GOOD OVER 40"-54" 2-4 CONY10. TENDONS STRESSED FROM ONE END ONLY SHALL BE SO INDICATED ON 1. THE CONCRETE CONTRACTOR SHALL VERIFY LOCATION OF ALL ANCHOR CONSTRUCTION PRACTICES. 3-#4(CONT.) #4 AT 12"O.C. THE PLACING DRAWINGS,TENDONS THAT ARE STRESSED FROM BOTH ENDS BOLTS,HOEDOWNS,POST-ANCHORS, PLAN DIMENSIONS,FRAMING, PATIOS, NEED NOT BE STRESSED FROM BOTH ENDS SIMULTANEOUSLY IF IT CAN BE PORCH STEPS,DEPRESSIONS,SLOPS,PLANTER SHELVES,EXTERIOR POST- 19U7 U.B.C. OT CHC TABLE 19A-A-4 .B.C. TABLE 19-A-4 / SHOWN THAT THE WEDGES ON THE OPPOSITE END ARE PRE-SEATED AND CAUSE PADS,WALLS AND ALL OTHER DETAILS PRIOR TO COMMENCING WORK REQUIREMENTS FOR CONCRETE QpOFESSIONq NO SLIPPAGE OF THE TENDON. THESE TENDONS MAY HAVE MORE ELONGATION AND BE RESPONSIBLE FOR SAME, AT ONE END THAN AT THE OPPOSITE END. ELONGATION FROM BOTH ENDS 2. COORDINATE ALL DETAILS WITH ALL TRADES PRIOR TO STARING CONSTRUCTION. EXPOSED TO 14 MUST SOLUTIONS Qs`4 Pj Agry MUST TOTAL THE ELONGATION SHOWN ON THE PLACING DRAWINGS. 3. SPECIAL INSPECTION REQUIRED FOR REINFORCEMENT AND PT BEFORE NORMAL-WEIGHT 1. 11, ELONGATIONS SHOWN ARE BASED ON.70 IS. MEASURED ELONGATION CONCRETE POUR AND DURING STRESSING OPERATION. AGGREGATE 79 UNDER TO 7%OVER IS ACCEPTABLE, IF MEASURED ELONGATION WATER-SOLUBLE MEASURED ELONGATION EXCEEDS TOLERANCE,CONTACT THE ENGINEER, 4. THE SOILS ENGINEER TO REVIEW THE POST-TENSIONED SLAB-ON-GRADE AL- s N C 0 6 PLANS FOR COMPLIANCE WITH THE FOUNDATION RECOMMENDATIONS. .�., SULFATE CEMENIRIOUS WEIGHT AND * E 1-07 / (SO4 IN SOIL M41ERbYI, UGHPNDMTGIERI 12, TAKE SAFETY PRECAUTIONS AS NECESSARY: DO NOT PERNR WORKMEN 5. THE SLAB-ON-GRADE,SUB-GRADE,AND FOOTINGS SHALL BE OBSERVED BY -"r,. G�C� SULFATE PERCENTAGE BY SULFATE(50 IN NOBY RMAL-IGHT CONCRETE PSI I Jj CIVIL �w TO STAND BEHIND OR ABOVE JACKS WHILE STRESSING TENDONS. THE SOILS ENGINEER PRIOR TO CITY INSPECTIONS AND CONCRETE PLACEMENT. ,�A O, ,21- 1 EXPOSURE WEI Hi WATER PP CEMENT TYPE ECAE CUNCREE �lE OF DpUV�Q SEALING STRESSING HOLES 6. TO MINIMIZE SHRINKAGE CRACKING,STRESS STRANDS TO 50%OF CITY OF LAKE ELSINORE ( ( 5 Negligible 0.00-0.10 0-150 JACKING FORCE WITHIN TWO DAYS OF POUR AND 100%AS SOON BUILDING I L D I N G D _ '' }u r' 1. THE REUSABLE PLASTIC GROMMET FORMS A HOLE 2"IN DIAMETER AS CONCRETE REACHES 2,D00 PSI. DIVISION WHICH IS TO BE FILLED AND SEALED WATER TIGHT. 7. A QUALIFIED CORROSION ENGINEER SHOULD BE CONSULTED TO DETERMINE 2 II,I(MS) IS DRAW © Moderate 0.10-0.20 150-1,500 (MS) 0.50 4,000 EpN o 2. USING A CUTTING TORCH,BURN OFF EXCESS STRAND 1/2'TO 3/4'BACK HE PROTECTION OF POST-TENSIONING STEEL AND REINFORCEMENT DUE TO CHLORIDE Py 1 -r�;Iit based on .`REVISED .;uc.c to CHECKED BACK IN HOLE. BE CAREFUL NOT TO DIRECT FLAME ON GRIPPERS. C 10 IL. c Severe 0.20-2.00 1,500-10,000 V 0.45 4,500 USE A LARGE HOT FUME AND COMPLETE THE CUT AS QUICKLY AS POSSIBLE. B. A TOTAL OF 1"IN 40 FEET VERTICAL DIFFERENTIAL SETTLEMENT S USED IN I n f - h n of TIE •I:,I,ar1e B. A. \ 3. PAINT EXPOSED ANCHORAGE,GRIPPERS,AND STUB OF STRAND ive DESIGN (0.25"IN 40 FEET STATIC&0.75 IN 40 FEET DYNAMIC. `U'y' II'1 via ,"' ,0 Such V PLUS DATE /yy\\ �e p;C 1, of such Very severe OVER 2.00 OVER 10,000 POZZOIANs 0.45 4,500 MARL 18, 2005 Gj 1 T 1 , _.__.. _. --...._- _. SCALE F" WITH RUST-O-LEUM PRIMER OR EQUIVALENT. TABLE A -- 1.A lower water-cementitious materials ratio or higher stenyth moy be required for low N.T.S. a 4. AFTER TENDONS ENDS HAVE BEEN COATED,THE CONTRACTOR SHALL DRY EXPANS. INDEX SLAB SAND DEPTH OF EMBEDM OVERALL INTER. permeability or for protection against corrosion of embedded items or freezing and PACK BLOCKOUTS WITHIN 10 DAYS.ANON-METALIC,NON-SHRINK,WATER THK. (IN/MILL/IN) EXTERIOR FTG. FOOTING thawing(Table 19-A-2). JOB BA3No TIGHT GROUT MIX SHALL BE USED. 0-50 5" 2"/10 MIL/2" 18' 12" 2.Seawater. a 3.Pozzolon that has been determined by test or service record to improve suffate resistance pTD when used in concrete containing Type V cement. 19'-6" 25'-0" 61'-0" 62'-6" 19'-6" 13'-0" 27'-0" 53'-0" 43'-6" 24'-0" REVISIONS BY Al 3/8" Al 7/8" A4 7/8' As" Al 3/8" A7/8" A2 1/8" A4 1/8" p3 3/8" p1 7/8" BLU-ORA GREEN NO COLOR RED-GRN BLU-ORA RED-ORA GRN-YEL BRN-GRY WHT-GLD BLU-PUR 1 8/19/05 &DG.DEPi EPN 6"I. 2'-9"t I AT 2'-10 3 AT 2'-9 t 2 AT 3'-1't 3'-2't 2 AT '-8"t �� 4 AT '-O°t 4 AT 3'-1"t ;�''�- �— "�— '� 'r 2 B/19/05 Ao EPN 5 84'-10" 11/15/OS cur AYT TYP. 3'-fi"a'-3" 38'-0" 21'-6" 25'-4" 5 11 h Yn O 1 12/23/05 �Lt�RNtE EPN m� G� I r 2-4 TOP& BOTTOM ------ - G EXTEND 3'-0"PAST EA.PANEL. e N ? I�� I I I I rn G J +> oa 1 1 I I 24°SQ.x I),EPT REQUIRED rc 0 I I I w A 12 80. 1W. I VERI PIPE LO ATION I I I I I i i \0 V/7, ` W/ LUMB PlA S -- --- --- -- U1 w dm o E-F I I I I I I I 2 E3 I 0 I I I a CO C\2 2` O a 0 I I I I I I I I I V) 0') CO I I I 24"SQ.x[� I AS REQU ED�sF I I I w Z 0) 0) I I 9, I I o I 2-#4 TOP&BOTTOM I I I I w `�j C'') CO J EXTEND 3'-0 PAST EA.PANEL, I J I I I I 10 I 11i -- ___ -_ __- -- -_ ?' a/a' I I I ;H 2-@@4 x 6'-0' ,--1 F r-- 41. . Z TYf3(AS SHOWN) I I I I �.!/ 6,_4" o g 4'-3"/4_6.. w o\> Q, Fa-I I I I 771 T(111 1 #4 TOP&BOTTOM I I I ;, r'"-- _-- --- --� r-- --- -- 11 ^z 4� w I I 12 N I I z I I I I 1 o\a t I I I 11 I 1 MAX 1 I I TYP. FOR PLUMBING 5'-6" 3'-6" I I I I I VERIFY PIPE LO iION 5'-4" 3'-2" 6'-8 3'-2" 9'-6 o I W PL MB PLAN / '. ., 13 r �orrx z� o v �w�woo �wZ SIM. I I I 3 3 " 1 I--- I --J L ,-. a= `� •� PTD I CRACK C NTROL J01 T I I , I D _ 1 ( i C K CONTR L JOINT -.4 r I I p�52�m Q�NOQ� oMa t I I I 0.1 I I , --- r I NNa a I r r-- --- � -- -- _� I •I I I I I I : Too �wol.,s� rrz�or� Mdo w o I � _ I ___ o 1 I I - + Nil, I o a M �iD" 111 #4 TOP&Bo OM I= 14 1 I I < `t3'-6^ 1-�4 T' &BOTTO I 11 _J � w o nP. I I 1 I `I I _ - - e cO j11 11 I' I --- -J L-- `oar O h U PTD j 1 I 24"S0.x lE I AS REQU EDsf - -o -- �I - _ I _ -_—J: �-- J --� r-- - 1. �-I I , v I I w/ AT I , qT.E.W. II +2 -- - - L-- --- I 1 1 1 III Mdm ^ w 4AT12"O.C. y 2-4 TOP&IB OM I I I I T MID DEPTH I I o I I - 5 I t l I I I II --- -_-__-- --- J -L - - -EXTE D 3_OjP T EA_PAN L.--� -2 8'-8" -2 3'-2" I 1= I I I 1 a r----/n I - - I w 1 /, I - --- ----- - --- :r - - -- --, r--- ---I I l i i i i .; 5/a'-9"/a' s" I °Os I ao I CRACK COIN JOINT d= I �, I I I r•a I 1 1 I I r �i I � I/ I I 11 I II 1-/4 TOP&BOTTOM o� L--- J L- - --- ---' 1--- --- --- I �^Y W • W $o ca 4' s"4'-6" D I I I I s I _ __ __ �� ��--� "�7 ;+ I I I I 24"SQ.x dE AS REQU RED s'_9" I 11 I n M Q o I I I I w/ AT 12P OT.E.W. ?y -- - I I 2 12 Pr h+�.1 T►� N V 1 ao> w 1-4I T &SOTTO 1 9 D 4 70P&BO OM I o M I I 1 I 14t# TOP OM 24-O" : r L--- 0� L-- I--- I --- --1 J :1 I I I I 11 I 21'-6" �1 - - 0 I _ 0 I �1 5/8" BLU _- z o M - -- - - I AT TiIC�D TTT 1 L I - ---- ---- - - BLU-BRN o ro = J L__ J � r' 1 I -- I °'A y' 4 AT 12" __..- 3'-s"/s'-s" 0 oQPOFF.SSin a TOP&BOTTOM I s'-s"/3'-3" SHEAR WALL ANCHOR BOLT SCHEDULE 11 r&:_r.saAssc�ClAler, dC. " xcuxeu N0. 6 n ct,a vm-s * EX.3-3-C"7 3'_6"/3'-6" ..n t• for, o`re O sj CIYIL �p 21'-6° 14'-6" 4' 2' 6'-B" 4' 2" 1 c al on is O 0 38'-0' 11'-0" 16'-6' � 'i`�..,.19'-4' .,��e ui '.I`Inyypumnp ntlmg u ur nm vme 'rF Of CAUEG� y„gip,, � ac aua vms G 84'-10" . n . DRAW M to vEmr tcrlw.vwi tcxrrlrs vIm e,aerzcnxu.nws. EPN � 2'-9't 2'-10't 2 AT S-1't 3' 2°t s q �n c1 11 cable —� �u avwvuvm mmwsxw�xr,nvma CHECKED y -- NOTE -_ c J a hu mil pre um i to give B. A. e�n,, f ur ca the PIT' ns of such HOLD DOWN SCHEDULE(U.N.O.) DATE 14'-0" 30'-6" 27'-0" 31'-0" 14'-0" 12'_O" cudu:,.,i.,, uc: u. 0 FOR COTS, FUR DIMENSIONING, MARCH 18, 2005 /.S1" p2 3/8" CALL-OUTS, FURR-OUTS � HARDWARE �2 1/8" p2 3/8" /�1" A7/8" s�wa rarxrwtm, anwas A RED-WHT GRN-GRY GRN-YEL ORANGE RED-WHT RED-BLU SCALE SCHEDULE. REFER TO ARCHITECTURE E� AND STRUCTURAL PLANS. '0 "t,u,«, 1 4" = 1'-0" a B SEE GENERAL NOTE 21 ON PTO I x::rw JOB 0. SHEET FOR STEEL REINFORCEMENT BA341 AT HOEDOWNS. PT. SLAB PLAN `RECREATION BLDG.' PT- 1 wru mica vw'ni v vKi o rie;Irrrvi.i'mr'o':m a v"uu� 2 OF 3 SHEETS REVISIONS BY I 8/19/05 aLDG.DEPT EI'N 2 8/19/05 'AO EPN REV.P 13'-6" Al" Q RED-BLK s^ 15 AT 3'-4"t 0 TYP. TYP, 1 V-4" 5'-0" '-4 5 PTD TYR f--y iH 12'-0" PER CH. I I SLOPE ' M.� / ---- -1 L 1 8 FT - --J e V ")� q 2-$4 TOOP&BO OM CO C\2 EXTEND 3'-0"P T EA.PANEL. = 1- O I I I I 0) I I 2 W �� 0) m PTD o y V CO CO " S IL•1 E- o z 12'_0• ,stet W Z"Qi E'-'M t O a fx PT. SLAB PLAN `MAIL KIOSK BLDG.' W�O vrYo�-c�wo u�� - swz�rnNOz s n. Nt NZW o��%w 30'-2" � oozW z��z R oVa�mgg 3-6 18'-0" �P.,8. t rn-wa�o�-tioz SIM. �- ooxwand �N�30 M0 PTD #4 AT 12"O.C. g PTD o I l a 1 I ! I l l w I I I- I - -- ---- W � 3"m FULL HEIGHT STEEL PIPE I; W/WELD STUD® To O.C. A w EACH SIDE EMBEDDED 18" 1� °j I INTO CONC.FT(16"S0. K o "j tO -2° L S-4" -0' 3'-4' 5'-z"X 1 24"DEEP) < SHEAR WALL ANCHOR BOLT SCHEDULE w 1 " PTD I I SYMBOL REMARKS ttP. ev u, 6. I 1 I ER pa I O SEE DETAIL 1/S➢-6 r l SEE DETAIL t/SD W oP I �'a+ " S>• I _ 10 -6 SEE DETAIL l/SD-6 I+y L-- - -------T- J --- -- I O SEE DETAIL I/SD-6 o r I LENGTHS ON SHEAR WALLS ARE MINIMUM SHEATHING LENGTHS. B VERIFY ACTUAL WALL LENGTHS WITH ARCHITECTURAL PUNS. Fi•I PTD FL4TWOR 6' VVV PTD -� INDICATES SHEARVALL WITH CONTINUOUS RIM PER DETAIL 3/SD-6 TYP. BY OTHER SIM. a'-e" HOLD DOWN SCHEDULE(U.N.O.) 3'-6" 3'-0" 10'-4" 4'-8" 30'-2" SYMBR FOUNDATION REMARKS OHTT22/4X4 PT. SLAB PLAN `POOL CABANA BLDG.' O HTT22/04 QPOFES'S/ON yQS���pt AR F(2� N0T0 SEE SHEET S SD-!AND SD-6 FOR I1m➢➢OWN CONNECTIONS.DEPTH W H.D.POST 486 S TO MATCH WIDTH OF WALL,U.NA(E.G.UPGRADE AXN TO 4X6 B 2X6 WALLS) * EXP - 1-07 s:i I rca,':aG. civil- OF C ki If Autr,or z un is DRAW la„g permlt pending NOTE EPN I... �~•Y�,,Cnuas. --- CHECKED r y n Ct a parmit based on 0 FOR COMPLETE DIMENSIONING, B. A. shall note construed to CALL-OUTS, FURR-OUTS&HARDWARE DATE w ry viu auon of the aVplicablo SCHEDULE. REFER TO ARCHITECTURE r It rasumed to glvo MARCH 18 2005 a cai�cei�tria prowslons of such AND STRUCTURAL PLANS. au v..•�, SCALE codes6:.,. 'eve•;% 0 SEE GENERAL NOTE 21 ON PTO 1 4" = 1"-0" a SHEET FOR STEEL REINFORCEMENT JOB No. a AT HOEDOWNS. BA341 PT-2 3 OF 3 SHEETS REVISIONS BY 1 5 20 051�Os'DEPT. EPN ! ! REV.#1 PLACING OF STRANDS AND ANCHORAGES TECHNICAL NOTES 1 TYP. EXTERIOR 2 TYP. STEM WALL TYP. GARAGE EXT. ODEAD END AND SECONDARY POUR Q2 slzo/os RE REVISIONS EPN 1 O CONC.CURB O a. BLDG.DEPT 1. LAYOUT BULKHEAD BY LOCATING THE CENTER OF THE STRANDS PER STRANDS SHALL CONFORM TO ASFM A-416 SEE ARCH DWGS. 1-#5 TOP Q3 7/15/05 RLv.#2 FM I DIMENSIONS ON THE STRAND PLAN, NOTE: BULKHEAD DOES NOT ! w d w = ( PROPERTIES OF 7-WIRE STRAND: 1 2"DIAMETER Z w 1-#5 TOP ¢ 1/2"0 STRAND OPTIONAL SINGLE Ap HAVE TO BE BRACED LATERALLY,THERE IS NO TENSION ON THE >< 1_5 TOP ti a POUR OR SECOND ®7/15/O5 REVISIONS FM TENDONS UNTIL AFTER THE CONCRETE IS POURED). P(ULTIMATE) 270 KSI # z N ac < :C o POUR ON ROUGH z a <n o > w 1/Y0 STRAND CONC.ORNE BY ry = N 2. MARK LOCATION OF INDIVIDUAL ANCHORAGES AND DRILL A 3/4" AREA .153 SQ. IN. z,�„ �0 1/2"0 STRAND z •^>z rn \ OTHERS-REFER = 1Ye"CLR. 1/2"0 STRAND WITH SAND OFACE OR Qg/g/05 REV. EPN DIAMETER HOLE IN BULKHEAD UNLESS NOTED OTHERWISE. F(ULTIMATE)-POUNDS 41,300# 3 M< FINAL SURFACE _ = TO ARCH. g E-(MODULUS OF ELASTICITY) 28,5DO,000 PSI - $ c (LANDSCAPE) = FINAL SURFACE -_ 3. LAY ALL STRANDS IN ONE DIRECTION,THEN LAY ALL STRANDS IN THE i ._ SEE ARCH ? ®11/15I05 RCE rE« AYT PERPENDICULAR DIRECTION. REFERING TO THE PLAN,SELECT INDVIDUAL MAXIMUM FORCE(.8 FSU)TO (LANDSCAPE) _ z OR PLAN '"� COLOR-CODED COILS OF STRAND AND UNROLL THEM IN PLACE, OVERCOME FRICTION 33.�# z o _ - J11=� I-1 1-1��IP Al2/23/05 palcr"r"�E EPN BEGINNING AT THE DEAD-END,IF THERE IS ONE,AT LEAST 18"OF MAXIMUM ANCHOR FORCE(.7 FSU) 28,900# I STRAND MUST EXTEND BEYOND THE BULKHEAD AT EACH STRESSING END. -1I hII Ilp=��� :� D py + ®01/06 REVISIONS EPN UNIT ELONGATION PER FOOT 4. PLACE ANCHOR AND POCKET FORMER INTO BULKHEAD AND NAILS (PA POUNDS)(12 AREA E .081 jE r- dE SAND OVER +" ? I WSQUEEN m A ANCHORS WITH 2 NAILS TIGHT TO THE BULKHEAD. 16d RING Fe=LOW RELAXATION 26.8 KSI 'AM �E N < _I Ir1E S SHANK NAILS RECOMMENDED. GRADE 4p A},#4) NATURAL OR COMPACTED 1-#5 BOTTOM 3 ® 18" E.W,DEFORMED REINFORCING STEEL SHALL Sy 5. TIE DEAD-END, IF ANY,IN PLACE APPROXIMATELY 1-1/2" CONFORM TO ASTM A-675 GRADE 60`SAND UP) NATURAL OR COMPACTED FlNISH GRADE 1-#5 BOTTOM R 6X6 X 6GRADE BEAM GRADE 60(15 UP) g"FROM BULKHEAD. SUPPORT SO THAT THE CENTERLINE OF THE FlNISH GRADE 1-#5 BOTTOM BRICK VENEERANCHORAGES IS APPROXIMATELY 3 1/2"BELOW TOP OF SLAB. A7. ICBO REPORT ER-4597 BRICK VENEER BASE(IF OCCURS) 9 MIN• CABLES AT INTERSECTION" PPORT ON CONC.BLOCK OR6. AT STRESSING ENDS, REMOVE WRAPPING TO APPROXIMATELY GENERAL NOTES BASE(IF OCCURS) -NM:DEEPEN EXT. 1'-0" ASTIC CHAIR-SEE PLAN FOR6"INSIDE THE BULKHEAD. DO NOT REMOVE GREASE. NOTE:DEEPEN EXT. FOOTING AT HD'S.SLIDE END OF STRAND THROUGH THE HOLE IN THE ANCHOR 1. THIS IS TO CERTIFY THAT THE POST-TENSION FOUNDATION FOOTING AT HD'S. 1 0" LE$PACING AND THROUGH THE BULKHEAD. HAS BEEN DESIGNED IN ACCORDANCE WITH RECOGNIZED NOTE: SAND SHALL ALSO BE PROVIDED IN GARAGE NOTE: SAND SHALL ALSO BE PROVIDED IN GARAGE - 2"MAX. EXPOSED STRAND AT STRESSING END. A ENGINEERING PRACTICE AND FOR SOILINFORMATION AS PROVIDED BY: NOTE: SAND SHALL ALSO N PROVIDED IN GARAGE Q l 7. STRAIGHTEN TENDONS,CURVING THEN SMOOTHLY AROUND HOLES OR LEIGHTON&ASSOCIATES SLAB AREA FOR CONCRETE CURING. SLAB AREA FOR CONCRETE CURING. SLAB AREA FOR CONCRETE CURING. STRAND 0 DEAD ENDS OBSTRUCTIONS.T. PLACE SUPPORT E CABLE INTERSECTIONS FOR PROJECT N0.: 111092-002 ® -3E REFER TO TABLE 'A' ON THIS SHEET '3E REFER TO TABLE 'A' ON THIS SHEET REFER TO TABLE 'A' ON THIS SHEET 0 5"SLABS AND THICKER,TIE THE STRANDS TOGETHER. FOR 4"AND 4 1/2" DATED: 005 DECEMB 3 2 O TYP. CORNERS O TYP. STEP DETAIL O TYP OFFSET DETAIL 0 SLABS USE INTERMEDIATE SUPPORTS BETWEEN STRAND INTERSECTIOS, 2. PRIOR TO OBTAINING A BUILDING PERMIT,THE BUILDER SHALL !^s SCHEDULE S<pp 8^ V-6" STRAND TO INCREASE PLACEMENT ACCURACY, FOWARD THESE POST-TENSIONING PLANS TO SOILS ENGINEER FOR �+ 1/2.0 STRAND F( 8. CHECK STRANDS FOR TEARS IN PLASTIC WRAPPING AND REWRAP THEIR REVIEW AND APPROVAL TO BE IN CONFORMANCE WITH THEIR L.� ,D, ,L, (•FNC)�, IF TEAR IS LONGER THAN 4". SOILS REPORT RECOMMENDATIONS.THE BUILDER SHALL FOWARD ALL 3 "ALL #4 0 18"O.C. Q PERTINENT SOILS REPORTS TO THE POST-TENSIONING ENGINEER 0"-3" 1'-6" ANCHORS TYP. 1'-6" CONCRETE BEFORE,AND DURING,THE COURSE OF CONSTRUCTION OF THIS PROJECT. 6'-0" MIN. TRANSITION _ _ OVER 3"-6" 2'-0" 1. CONCRETE SHALL BE SPECIFIED IN GENERAL NOTE 6(UNLESS SULFATE 3. SILL ANCHORAGE PER ARCHITECTURAL PLANS. THICKEN CURVE 0 ALL CORNERS OVER 6"-9" 2'-6" ��� CONSTRUCTIONX SLAB AS REQUIRED FOR CONCRETE COVERAGE AT ANCHOR TYP. U.O.N. OVER 9"-1'-0" 3'-0" JOINT OPTIONA IS NOT NEGUGIBLE THEN FOLLOW 14/PTD)AND CONSIST OF: BOLTS PER UBC WHERE OCCURS. THE CONCRETE _PORTLAND CEMENT ASTM C-150 TYPE I OR II AND AGGREGATE PER AT PARTITION OVER 1'-0"-1'-3" 4'-0" v 4 0 18"O.CASTMC-33. WATER TO BE CLEAN AND POTABLE. CORROSIVE CONITRACTOR SHALL VERIFY LOCATNN OF ALL BOLTS,TIE- ADD111VE5,SUCH AS CALGUM CHLORIDE SHALL NOT BE USED. DOWNS,POST-ANCHORS, ETC.,WITH STRUCTURAL PLANS MW.LS ONLY 6 ¢w MIN. HORIZ. RVERIFY WITH LATEST SOILS REPORT TO DETERMINE IF TYPE`V'CEMENT PRIOR TO COMMENCING WORK AND BE RESPONSIBLE FOR SAME. 1-#4 CONT. WHEN >�' w IS REQUIRED PRIOR TO CONSTRUCTION (REFER TO USC 97 TABLE 19-A-4). D' EXCEEDS 1'-0" V) AND 2001 DEC TABLE 19A-A-4). 4. UNLESS OTHERWISE NOTED,STOOPS,PORCHES,OR OTHER ATTACH- MENTS SHALL BE CAST INDEPENDENT OF THE POST-TENSIONING SLAB. _ STEP DETAIL 0 0 2. PLACEMENT SHALL BE IN ONE CONTINUOUS OPERATION UNLESS _ CONTRACTORS 6 1p�' �•...5 W OTHERWISE SPECIFIED AND SLAB SURFACE SHALL BE CURED 5. DRAINAGE: ALL SURFACE WATER MUST DRAIN AWAY FROM n Vo OPTION ,(.� w WITH HUMS COMPOUND OR EQUAL,OR OTHER METHODS SLAB AND NO PONDING WILL BE ALLOWED NEXT TO FOUNDATION. " C\2 USING G000 CONSTRUCTION PRACTICES AT CONTRACTOR'S OPTION. 6. CONCRETE TO BE MINIMUM f'c=3,000 PSI AT 28 DAYS,5"MAX. 3. A MINIMUM OF THREE(3)CYLINDERS/SUB SHALL BE TAKEN TO SLUMP, 1-1/2"MAX AGGREGATE. MAX.WATER/CEMENTMOUS �� ~� E� co O k - #4 OR 1/2"0 co CO DETERMINE CONCRETE ST ENGTH. CONCRETE SHALL BE UNIFORMELY MATERIALS RATIO-0-6.USE TYPE'II'CEMENT.CONCRETE QUALITY i'_q' STRAND CONT. CONSLIDATED AND VIBRATED AROUND ANCHORAGES. PER UBC 97,TABLE 19-A-4 AND 2001 CBC TABLE 19A-A-4. SEE PLAN FOR LAYOUT& SPACING W z 7. THE SOIL UNDER PERIMETER BEAMS AND SUB SHALL BE -0" NOTE; SAND SHALL ALSO N PROVIDED IN GARAGE r \ NEAR OPTIMUM MOISTURE PRIOR TO CONCRETE PLACEMENT OF CABLES •L' i'-0" SLAB AREA FOR CONCRETE CURING. PREPARATION FOR STRESSING h co 1. REMOVE POCKET FORMER. AND SHALL BE VERIFIED BY SOILS ENGINEER IN WRITING. (U.N.O.) REFER TO TABLE 'A' ON THIS SHEET *REFER TO TABLE 'A' ON THIS SHEET 2. CHECK INSIDE EACH POCKET HOLE,MAKING SURE THAT PORTION OF ANCHORAGE 8. AN UNDERUYMENT OR SLIP SURFACE SHALL BE APPLIED UNDER THE POST- jE IS CLEAR. IF A FILM OF CEMENT PASTE HAS INTRUDE,REMOVE B COMPLETELY. TENSIONED SUB. SEE SOILS REPORT. VISOUEENBELOW AND SAND THICKNESS 8 TYP• EXTERIOR TIE BEAM O TYP. INT. FOOTING 1 O EXTERIOR POTSHELF O PAD FOOTING �� H W d' LISTED ARE PER SOILS REPORT. SEE TABLE"A"BELOW. O 3. INSERT A PAIR OF GRIPPERS BY HAND INTO EACH ANCHORAGE. 9, POST-TENSIONING 1 � NOTE: FOR COMPLETE INFO NOT SHOWN REFER TO 1/PT-D 1/2"0 STRAND 0O Z 4. PUT A CRAYON MARK ON THE STRAND AT THE EDGE OF THE SLAB. A. STRESSING RAMS SHALL HAVE BEEN CALIBRATED. A YELLOW CRAYON AND A WOODEN CARPENTERS RULE ARE RECOMMENDED. S. TENDON STRESSING SHALL BE PERFORMED BY FACTORY ¢¢" 1-#5 TOP 'Z' u� TRAINED PERSONNEL OF THE POST-TENSIONING CONTRACTOR. FINISH PER ST M WILL F 1/2"0 STRAND _ z W a STRES5ING PROCEDURE 10. SAFETY: DO NOT STAND BEHIND OR OVER RAM DURING STRESSING OPERATIONS. ARCH. SEE CH.DWG. ¢ K 1-g4 Q a (c+ 1. THE STRESSING OPERATION MUST BE UNDER THE IMMEDIATE CONTROL =C= PER PLAN b LCO OF A PERSON EXPERIENCED IN THIS TYPE OF WORK; HE MOST 11. UPON COMPLETION OF EACH TENDON INSTALLATION,THE ADJACENT IF APPLICABLE n z EXERCISE CLOSE CHECKING AND RIGID CONTROL OF ALL OPERATIONS. CONCRETE SHALL BE MARKED BY THE OPERATOR TO ��1 rl OCCCURBR$HERE� a INDICATE IT HAS BEEN TENSIONED. TAILS MAY NOT BE PER PLAN w I 2. THE STRESSING OPERATION SHALL NOT COMMENCE UNTIL CONCRETE REMOVED UNTIL TENSIONING HAS BEEN VERIFIED. i v ^ oa g : z'6' PER PUN TEST CYLINDERS,CURED UNDER JOB SITE CONDITIONS,HAVE BEEN w _ TESTED AND INDICATE THAT THE CONCRETE IN THE MEMBER HAS ATTAINED 12. POST-TENSIONING SHOP DRAWINGS ARE ONLY FOR STRAND ll�ll" I� ���' THE STRENGTH CALLED FOR ON THE STRUCTURAL DRAWINGS,OR 2,ODO PSI MIN. PLACEMENT AND STRESSING RECESS DETAILS. FI 3. ALL PRESTRESSING STEEL SHALL BE STRESSED BY MEANS OF 13. POST-TENSIONING SHOP DRAWINGS MAY NOT BE DRAWN TO SCALE HYDRAULIC JACKS OR EQUAL,EQUIPPED WITH ACCURATE READING, AND ARCHITECTURAL DRAWINGS MAY SHOW VARIATIONS FOR ALTERNATE m p I * GRADENISH I CALIBRATED HYDRAULIC PRESSURE GAUGES. A CALIBRATION CHART ELEVATION DESIGNS. PLEASE VERIFY ALL CONDITIONS BEFORE STARTING. a SHALL ACCOMPANY EACH JACK. 1-#5 TOP&SOT. 14. SEE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR EXACT 1-#5 BOTTOM w 4. THE POST-TENSIONING OPERATION WILL BE CONDUCTED SUCH THAT LOCATION OF BULKHEADS AND OPENINGS, ETC. (2 TOTAL)EMBED. �" REINF. 'G'�o � 2'-6"INTO ADJACENT 1-0" ACCURATE ELONGATION OF THE PRESTRESSING STEEL CAN BE RECORDED PER PUN A�rF in Fz FOOTING i'-0" c zc>>-- o�F AND COMPARED WITH THE COMPUTATIONS SUBMITTED AND APPROVED BY 15. UNLESS NOTED,ALL EXTERIOR WALL ANCHOR BOLTS SHALL BE 5/8"DIA 1'-0" THE STRUCTURAL ENGINEER. 0 4'-O"o.c.OR IN ACCORDANCE WITH ORIGINAL STRUCTURAL PLANS. (U.N.O.) 5. INDEPENDENT INSPECTOR SHALL RECORD ALL JACKING FORCES AND 16. INTERIOR WALLS MAY BE ANCHORED WITH 7/32"D0.SHOT PINS 0 2'-0"o.c. PER PUN EXTERIOR W6wzg�,az ELONGATIONS AND SUBMIT PROMPTLY TO THE STRUCTURAL ENGINEER FOR APPROVAL. EXCEPT WHERE ANCHOR BOLTS ARE SPECIFICALLY CALLED FOR SPACING OF •If-REFER TO TABLE 'A' ON THIS SHEET REFER TO TABLE 'A' ON THIS SHEET moacx zo In LESS THAN RE ANCHOR SHOT PINS SHALL HAVE AN I.C.B.D APPROVAL NUMBER. w�Tw-�,a�ozz 6. THE MAXIMUM JACKING FORCE SHALL NOT EXCEED 80%OF SHOT PINS SHALL HAVE AN I.C.B.O.APPROVAL NUMBER. CRACK CONTROL JOINT 13 DEEPENED TING 14 RAISED STEM WALL O DEEPENED FOOTING AT BLDGS. 4. 5. 7. 8 & 14 THE ULTIMATE FORCE OF THE TENDON. (41,3 x.80=33.0 KIPS). i) ? 17, CABLE LOCATIONS SHOWN ON PLAN ARE FOR PLACING CONENIENCE r..+ 3"t E "H"OVERz 7. TENDONS SHALL BE ANCHORED AT A FORCE NOT TO EXCEED 70% AND MAY VARY BUT NOT TO EXCEED THE MAX SHOWN ON PLAN. OF THE ULTIMATE FORCE OF THE TENDON.(41.3 x.70=28.9). FINISH GRADE ARCH. ONLY N _ Wo� ogJWQ_z 78. D.E.AND S.E.MAY BE REVERSED END TO END. _ /" • ,t A " 3 0" o'U-'iWa 5 LocAnoN OF CRACK + 1 2 0 STRAND EQ. i 9 1 _ :�. ��-, Iwo��•+ so g�� 6. THE STRESSING OPERATION PROCEEDS AS FOLLOWS: 19. ANCHORS SHALL HAVE CURRENT I.C.B.O.NUMBERS. CONTROL JOINT WHEN ? 0 1/2"0 STRAND -REMOVE GROMMETS AT THE STRESSING ENDS;CHECK INSIDE EACH 20. THE CONCRETE FOUNDATIONS FOR THIS PROJECT WERE NOT DESIGNED NEAR BEAM - w '( FINISH ... GROMMET HOLE TO MAKE SURE THAT THE ANCHORAGES ARE FREE TO RESIST PERPETUAL MOISTURE OR WATER INTRUSION INTO THE s 2 #4 0 12"VERT. - x GRADE '~" '-ur-ii " FROM CEMENT PASTE;IF NOT REMOVE PASTE FROM ANCHORAGE. FOUNDATION WHICH COULD MIGRATE INTO FLOORING MATERIALS OR THE ZIP m �� P •( #SDAT 12i H RIZONTAL ZIP STRIP OR TG AL 'BE EXCEEDS FI2" , wN VERT STRUCTURE ABOVE. IT IS THE BUILDERS RESPONSIBILITY L HIRE QUALIFIED P.T.SLAB - DO NOT SAWCUT -INSERT WEDGES,SIDE BY SIDE, BY HAND INTO EACH ANCHORAGE. CONSULTANTS RELATING TO ALL WATER INTRUSION AND MOLD ISSUES INCLUDING DO NOT USE IN GARAGE 1/2•d STRAND `� w SLAT SMALLER ( o BUT NOT LIMITED TO VISQUEEN UNDER THE FOUNDATION,PLUMBING LEAKAGE, - ' ( THAN 24" - v� "PUT PAINT MARK ON EACH STRAND AT THE SUB EDGE OR AT A APPROPRIATE CARPETING MATERIALS,LANDSCAPING AND LANDSCAPE MAINTENANCE, �" 2 CL . 2"CUR FIXED DISTANCE FROM THE EDGE OF THE SLAB. AND GRADING AWAY FROM THE FOUNDATION. ? 1 REFER TO TABLE NOTE: I COMPACTED FILL _ •ice E) 21. 18"SO.MIN.x(Le +dia + 3"CLR.)MIN, DEEP PAD TO BE PROVIDED \ SLLOW T _ _ 'STRESS THE STRAND TO 33 KIPS. LOCATE FIRST VERTICAL BAR ©•o AT HOEDOWNS.PROVIDE#4 BAR x 4'-0"LONG CENTERED AT INTERIOR MAX.3"FROM FACE OF CONC. Z F•--1 -SEAT THE WEDGES IN THE ANCHORAGE USING THE HYDRAULIC AND EXTERIOR HOEDOWN(U.N.O.). OMIT BAR IF STRAND EXIT WITHIN SHEAR CONE -1�` 12" (AT ENDS OF STEM WALL) 1 SEATING DEVICE BUILT INTO THE RAM. (18"i)OF HOEDOWN.REINFORCEMENT SHOWN ON CONVENTIONAL FOUNDATION �• �� �..� FORMED v-GROOVE W W PUNS(ANCHOR BOLTS AND HOEDOWN DETAILS)ARE SUPERSEDED BY THIS NOTE. r M l l /2 CONTROL JOINT h o w d -REMOVE THE RAM. I I I 1 USE IN GARAGE 22. SEE ARCHITECTURAL(OR MANUFACTURERS)DRAWINGS FOR i 1 HO I.R 84R$ "H" HORIZ. VERT. I � �w� � � U -MEASURE FINAL ELONGATION. RECORD ELONGATION. FIREPLACE FOUNDATION DETAILS. 0-25" 1-#5 BOTTOM F 23. THESE DRAWINGS ARE BASED ON STRUCTURAL PLANS DATED: �� OVER 25"-54" #5 0 12"O.C. 0 12-- N A N A Z5 O 9. IF INCONSISTENCIES BETWEEN THE CALCULATED ELONGATIONS, MAY 2D-2005 OVER 12"-18" 2-#4(CONT.) 4 AT 24.O.C. t2"DEEPEND FOOTIN g� F�1 W THE MEASURED ELONGATION,AND THE JACK GAUGE READING STRUCTURAL ENGINEERING BY:VCA NOTE: CONTADDIFRACTOONALR'S CONTROL JOINTS CAN BE PLACED AT �< CONTRACTOR'S OPTION IN ACCORDANCE WITH GOOD OVER 18"-30" 3- 4(CONT.) (POURED MONOLITHIC WITH OCCUR,THE JACK-GAGE-PUMP UNIT SHALL BE RECAUBRATED. CONSTRUCTION PRACTICES. # ( ) #4 AT 12"O.C. PT STAB-ON-GRADE) € Q AN AGREEMENT OF WITHIN 7%SHALL BE SATISFACTORY. SPECIAL NOTES 10. TENDONS STRESSED FROM ONE END ONLY SHALL S EN .E 50 INDICATED 1 THE CONCRETE CONTRACTOR SHALL VERIFY LOCATION OF ALL ANCHOR I DETAIL 1,7 DETAIL 18 DETAIL 19 DETAIL A THE PLACING DRAWINGS.TENDONS THAT ARE STRESSED FROM BOTH ENDS BOLTS,HOEDOWNS.POST-ANCHORS,PLAN DIMENSIONS,FRAMING, PATIOS, 1 NEED NOT BE STRESSED FROM BOTH ENDS SIMULTANEOUSLY IF IT CAN BE PORCH STEPS,DEPRESSIONS,SLOPES,PLANTER SHELVES,EXTERIOR POST- SHOWN THAT THE WEDGES ON THE OPPOSITE ENO ARE PRE-SEATED AND CAUSE PADS,WALLS AND ALL OTHER DETAILS PRIOR TO COMMENCING WORK NO SLIPPAGE OF THE TENDON. THESE TENDONS MAY HAVE MORE ELONGATION AND BE RESPONSIBLE FOR SAME. AT ONE END THAN AT THE OPPOSITE END. ELONGATION FROM BOTH ENDS w MUST TOTAL THE ELONGATION SHOWN ON THE PLACING DRAWINGS. 2. COORDINATE ALL DETAILS WITH ALL TRADES PRIOR TO STARING CONSTRUCTION. ^ ^ A 11. ELONGATIONS SHOWN ARE BASED ON.70 F'S. MEASURED ELONGATION 3. SPECIAL INSPECTION REQUIRED FOR REINFORCEMENT AND PT BEFORE VAAIDOR/+E CHI ABBOCMTES,INC. CONCRETE POUR AND DURING STRESSING OPERATION. Fov K '.5 '.:.�t;c='- r, 7%UNDER TO 7%OVER IS ACCEPTABLE. IF MEASURED ELONGATION sCOTT FA.zEKA s�s;::SeaA'.-�C.'*:�. F+•1 MEASURED ELONGATION EXCEEDS TOLERANCE,CONTACT THE ENGINEER. 4. THE SOILS ENGINEER TO REVIEW THE POST-TENSIONED SLAB-ON-GRADE /( THIS 8tJlM117 TAL HAS BEEN REVIEWED FOP [`I 12. TAKE SAFETY PRECAUTIONS 0.S NECESSARY: CO NOT PERNR WORKMEN PUNS FOR COMPLIANCE WITH THE FOUNDATION RECOMMENDATIONS. By DATE 2-1 7-�r�ll GENERAL COMP TO STAND BEHIND OR ABOVE JACKS WHILE STRESSING TENDONS. 5. THE SLAB-ON-GRADE,SUB-GRADE,AND FOOTINGS SHALL BE OBSERVED BY CONCEPT. LANCE WITH THE DESII Thee p �r be n re a^. r a.he enc to 1�1 V///��� THE SOILS ENGINEER PRIOR TO CITY INSPECTIONS AND CONCRETE PLACEMENT. a nh r crc zr r rc e. F •!ze n NO EXCEPTIONS TAKEN yL SEALING STRESSING HOLES 6. TO MINIMIZE SHRINKAGE CRACKING,STRESS STRANDS TO 50%OF he A y c u p n T PE ry REVISE AND RESUBMIT JACKING FORCE WITHIN TWO DAYS OF POUR AND 100%AS SOON a prcv..t r ��hs{, MAKE CORRECTIONS AS NO?EC 1. THE REUSABLE PLASTIC GROMMET FORMS A HOLE 2"IN DIAMETER AS CONCRETE REACHES 2.000 PSI. G' WHICH IS TO BE FILLED AND SEALED WATER TIGHT. .. T s uare - a p rc.t 0a ed c REJECTED r_ 7. A QUALIFIED CORROSION ENGINEER SHOULD BE CONSULTED TO DETERMINE £r t --p s not f t ce s u d F+1 2. USING A CUTTING TORCH,BURN OFF EXCESS STRAND 1/2"TO 3/4"BACK A THE PROTECTION OF POST-TENSIONING STEEL AND REINFORCEMENT DUE TO CHLORIDEp u cF - in of the BACK IN HOLE. BE CAREFUL NOT TO DIRECT FLAME ON GRIPPERS. I ccc s a n_ r res m:d t 4:' au 1 or y c m prov ^ns of sic w USE A URGE HOT FLAME AND COMPLETE THE CUT AS QUICKLY AS POSSIBLE. cotes'ha!! 8. A TOTAL OF 1"IN 40 FEET VERTICAL DIFFERENTIAL SETTLEMENT IS USED IN va 3. PAINT EXPOSED ANCHORAGE, GRIPPERS,AND STUB OF STRAND DESIGN(0.25"IN 40 FEET STATIC&0.75"IN 40 FEET DYNAMIC). WITH RUST-O-LEUM PRIMER OR EQUIVALENT. 4. AFTER TENDONS ENDS HAVE BEEN COATED,THE CONTRACTOR SHALL DRY PACK BLOCKOUTS WITHIN 10 DAYS.A NON-METAUC,NON-SHRINK,WATER TABLE & DET TIGHT GROUT MIX SHALL BE USED. A TABLE A$$ ') EXPANS.INDEX THKB (IN/MILD/IN) EXTERIOR DEPTH F EMSEDM OVERALL INTER. 20 DETAIL 21 DETAIL 1997 U.B.C. TABLE 1IREME / zool CHC TABLE 19A-A-4 0-50 5" 2/10 MIL/2" 18 12" REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS NORMAL-WEIGHT OFESS! AGGREGATE QQR cq. WATER-SOLUBLE - SULFATE CEMEMITIOUS WEIGHTqpt A N �� (SO4)ON SOIL MARW T10, �J Hf SULFATE PERCENTAGE BY SULFATE(SO dIN NORMAL-WEIMT CONCRETE PSII N0.C 4'0486 .� EXPOSURE WEIGHT WATER PPM CEMENT TYPE WBATE CONCW.TE Negligible 0.00-0,10 0-150 qt EX.3- -07 JI&. Jj clvi\- �4 Moderate 0.10-0.20 150-1,500 H,IP(MS),b D,50 4,000 ,OF CAL1F��� CITY OF LAKE ELSINORE (MS) BUILDING DIVISION Severe 0.20-2.00 1.500-10A00 V 0.45 4'50D DRAW o REVISEC Very severe OVER 2.00 OVER 10,000 V PLUS 3 0.45 4,500 FS POZZOW CHECKED o 1.A lower water-cementitious materials ratio or higher slength may be required for low B. A. permeability or for protection against corrosion of embedded items or freezing and DATE o thawing(Table 19-A-2). JANUARY 18, 2005 r;4 2.Seawater. SCALE a 3.Pozzolon that has been determined by test or service record to improve sulfate resistance N.T.S. when used in concrete containing Type V cement. JOB No. e" 0 BA341 w PTD REVISIONS BY 05/20/05 BL# DEPT EPN Q 5/20/05 R'CEMSIONS EPN ©7/15/05 1&'#2 FM 0 7/15/05 AD RRNSIONS FM Qg 9/9/05 � EPN 63'-0" Al1/15/05 � AYF 35'-0" 28'-0" 57'-6" 65'-6" 56'-0" 62'-6" 69'-0" 35'-6" 30'-0" 22'-0" 20'-0" 14'-6" ,L2 3/4" L2 1/8" A4 1/2" AS 1/8" L4 3/8" R D ORA O5" �5 1/2"�2 3/4"�2 1/4" L1 5/6" Al 1/2" At" © 12/OS ao/cuENT EPN ORA-PNK GRN-SIL GLD f-GRN RED-SIL GOLD I 6 AT 3R 4D}GRN BLU/I GRN OR PUS I-PUR BLU-SIL BlU-BLK RED-Y—EL 7� ©t2/23/05 RAN EPN 3 AT 3'-10'f 7 AT 3'-3't I L L 2 AT 2'-10"f I. I 4 AT13'-O°f I L ALTU'lDESIGN 76'-6' f 9'-6' 13'-i" 11'-4• 4"N ACE IT-10' 6'-6° 9'-0" 5'-5" Q S-2"AIR CES-2" 7'-6" '-4 1'-9" 7'-10" 2'-1 T-4" '-4 t t w%2 SJ4 EX. P. F OR �• 1-14 T &BOTTOM Y r , BY OTH S s`O A 12'-6 N4 AT 12'0. - �• 1-114 OP 10 7/ " 5'-9"/6' AT MID DEPTH _�1.�,_ /�� `tr. 6" 8 PTD ED-G N TYP. Y { _I.1._. 5'-7" 24"SO.x 12"OP. ° 01 FTD w -#4 E.W.AT BOT. 5D \Y4 4. - - - TYR - / T BLDG. 5 L �l II ° I o > Ti ° 1 24' ,It 2"DP. I r. _ 30'SO.x 12"DP. I m. �+ - �4 AT 12"O.C. - �-I I- � w/2-#4 E.W.AT LjOT I w/2-}4 E. AT 60T. -- � r I II " ' AT MID DEPTH _I I- 1'YP.i I I I -- -- / "SQ.x 1Y DP. I I // �J / // I �.1 Q ° 2-N4 E.W. T BOif. I o�� Iroz y Wt` 1-{('4 TOP&BOTTOM - _ PTD I I ro N1'-0" I - ¢ ILi OD N IJ-,t�• 4>w.l -"1 I42°S. x 12" a �r 1 /-#4 E.W.AT BOT. 1-#4 T P&BOTT _"' "'Qo I J• L I -_2_a s SHOWN) O -- 4 oo y 6 / I I w I E_ ---- cl) CO r' sly III -' -_ T---_ --- _ I I --J L- 1 a1Q" x 12'DP. y 1 -- I- roP&Bo oM 5'_t " I I 2a"sQ.x 12°DP aM; SHEAR WALL ANCHOR BOLT SCHEDULE W z 1 w/4-4 E.W.AT BOT. 1 � 36 SO.x 12"D. 1 I I - - -J i♦4 �w/2-4 E.W.AT T. I w - CO co 11 nos N0. SHEAR WAIL TYPE REMARKS L/� + 7 I I I I -I Z' I I X y- n —a0 0 ist LEVEL F 1 �.•..-� 42" .x 12"D. 24" .x 12" P. OX 2 SEE S.W. SCHED. 1/SD-6 F'�� �} 5O, l II o -, Y 73 SEE S.W.SCHED. 1/SD-6 i I L 4 0 I I O Q ozv� I I I: 1 1 1 LI IJ I I z d 1 1 1 I OZ 13 SEE S.W.SCHED. 7/SD-6 4 � 4 1 I: 1 { { i I � I 23'-6" I- I I 3' 4' NOTE: SEE DETAIL i/SD-6 FOR SHEAR WALL SCHEDULE. lfD O I sax 12°DP. I W AT ROT L `. E� 30 - -- - -- '? 4-CRACK CONTROL JOINT----J -- -CRACK CO TROL JOIM 'J �' ------ -- --- -- zoX 6 - _____ _ _- -� -- -- o '"? SHEAR WALL HOLD DOWN SCHEDULE —————————— —— ——— ——— —— - d r 0 1 I I I I I IT DP. : _� I I I I 1-�J4 TOP&BOTTOM w/4- Ep.AT B I ¢ HOLE) OWN HOLD DAWNFOUND TYPE/ION POST SIZE REINFORCEMENT Ir-••-1 24'SO.x 12" B I I I 1 ( 9 r I I I I w/2-4 E.W.AT OT. tt' I 12"pi 6•X6" w I2-¢4 E.W.AT BOT. w I Pro F :I ,I Qo HTrzz w/ax I'm 1 I I I I P I I I I I I �yI 30"saix 19 o , ,--- DP.FT I�J — OI HTT22 W/4X ,I w — L -F�' I 6 11 HDQB W/4X i-�4 TOP&BOTTOM ��F z moz w 2-4 E.W.AT BOT. w/2-p4 E.W AT BQT. EXTEND 2'-D'PAST EA. HDBA. �r o I I I tJ -0- o sz= ooc�P 24' S0.x 12'DP. 1 I _ 1 I w 2-4 E.W.AT BOT. 1 I 1 I I - I I i 3' III Z4 72 64-6 W 2-6X4 3- 6 TOP&BOTTOM ¢rraz - �„�,��� II CEdB�SM^ENT18" I I 518M. I f 0 °o .l a coo / / ag JLL Z5 , 24"SQ.x 18" X I 1 o - 42"S.x 12"DP. I I I L I wI� B.E.W. EMBEDMENT I I Ina EXTEND 6'-0'PAST EA.Z4. moz z < oW( I I ��� T / P I I 0 / / NNE¢-Wo ¢¢w 2-4 B.E.W. \ , PTD I Z4 T 85 8 2 6x 4-#6 TOP&BOTTOM tiz ¢z 1 / ;.t 4 I—� --, f \- 1 D I V _ _ TEND 7-0 PAST Z4. = Joz �z T' a 2 W 6 IX EA W. T BOT. - a ��m s� ?i�- �NaWF 1 / X �-' I _ I X I I -I I I I I X II NOTES: SEE DET 7/SD 7 &2/SD 6 FOR HOLDOWNCONNECTIONS.1. o`�oa�o�'o K lm 2 Sa E2" P. _o•L— —I ———T9= 2. UPGRADE 4X4 TO 4X6® X6 WALLS.U.N.O. =w 5' U 2 U 22'-0" I I 42'S. % I� X I\ I I I w/-� •10 3, 8'-0" 13'-0" 9_6• c "? 3. ALL NAILS TO BE COMMON U.N.O. F_ I I w/-4 E.W. OT. - SO.x 12.OP. _L L �"SQ.x 12"D. 4. SEE DETAIL 4/SD-6 FOR HOLD DOWNS LOCATED AT INTERSECTING WALLS. P 24"S.x 12"OP. 3'-7" 0" -- r , _ w 2-4 E.W.AT 80T. - I 4-4 E.W.AT B T( w 2_ E.W.AT BOT. a `� 5. EXPANSIVENESS AND SULFATE CONTENT OF FINAL SOILS MATERIALS TO BE 24"S.x 12" " 3,-7. \ \ \ 48"SO. 12°DP. \ I I I a / I I / o�n� w/2- 4 E.W.A T. I I I I 1 1 w/4-4 .W.AT BOT. 1 r I I r I TESTED BY SOILS ENGINEER. IF EXPANSIVENESS OR SULFATE CONTENT N inner- RECOMMENDATIONS CHANGE,THE ENGINEER OF RECORD IS TO BE 12'X12°CONT.FIG. '� 'I \ ` "' I I"I I I II _ --F,_ — _ �43 IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S NEW RECOMMENDATIONS. r, -` W/2-#4 T&B - -, 1 --J 1-#4 TOP&BOTTOM r•r -• - °r;, �+y (DESIGNED BY OTHERS) - L I I I I - L L __ I_I_ E o"SQ.x t2'DP. -- J I - - ---, --- -- --- 14E.W. BOT. AT 12*O.C. a 1-#4 TOP&BOTTO c - -- - ATI MI DEPTH w/2--#4 E 2" AT B T. I'� I 3"P. SO x 12 OP. I CRACK CRACK 21, 1: j '� I �a2 #4 x W?AT OT. 0 I t� o �\>1 O - 7 I I I I �w 2-/4 E.W. T BOT. I ( CONTROL 1 CONTROL II I _ L 'y 7 = 7'-10 1'-8' N o X I A HANDICAP AR. JOINT JOINT 1 X I 1 Q i I I I TYP. 22• e 2_6^ I I e 24' I 1 I I I I 12 X 11 I I I I i2 °1 a rJ L ^^ OO T-4" I I I I I I PrD I 11 i I I I 1 W 1+1 `i=i I r-- --_---- x I 30"SQ.x 1 "DP. 30"SO.x 12° P. I I JOINT I w/ 4 .W.AT DO - qAC I CON OL 44 S• II fw/2-�4 E.W.Ai BOT. CONTROL tli--SM.---- - - JOWL __ w/2-4E. BOT. w/2-iI4 E W.A BQT. -- -� I--L-- - - --- -- --- --8 IIIf__ _ _ _ __ _ __ ____ __ __ _ __ _ _ _ ___ I N i A W PTD I I L w - 30 SO x 12 DP. °�' _J '- CRACK J -! J w L w/-� E.W.AT BOT. CRACK 2-6°I 1 io\a I a - __ I I I PE ARCH. 1 I 1 Q ( I i,l CONTROL \ 1 _ -- - N F 1 I a l CONTROL 11 1 w JOINT - I nP. i� I 0 o II a JOINT I I I: I I I =1 a X24"S x 12" P. a s I m a •PER RCH. m< rn a I I PER A H. I o a I sQ.x 121 DP. \ $a 411E ARCH. II I \ r w/2 y�4 E.W.A BO. ^w l I I I W I T-10' m a 1 I I 2-g4 E.W. 'A BOT. _ - IHANDICAP AR. I I I I1624'SQ.x 2-4 TOP& °m I PTD ' 21 II - II 3 I I I I I °- IEW?TROT. II_ Lr- - - PT 7" w/2 $4 'AT B T. - - TD '-2 c 8'-2° `T� , „ c + -114 1 ' J -- L — — �— — L-- I w tx z-/a TOP&6oTroM I = - ---- _ -- _ - I EXTEND 3"-0"PAST FA P � — - B � I _LJ- 2-{� TOP&BOTTOM :C 0 F`Oe I I — i s L J AP A ASSOCIATES, INc. I I BLDG. I ito 0+,• I 3 - aoa+, EX NO 3'-0'PAST EAR E. s a 24'SQ.x 18" I Tn + I PTD I TD t, x 72'OP. SO.x 12"DP. PTD 0 I I 'fi o OAT EMBEDMENT , • 0 36""�.x 12" w/-4 E.W.AT SOT. w/3-4 E.W.AT BOT. ® 36'SQ. . '° "' - w/2-4 B.E.W. Lw 3-4 E.W.AT BOT. I, 2-la TOP&BOTroN T-I 1 w 3-4 E.W.Ar BOT. f-1-1 �' en rev:a,v or ad.:e.er a to the 1-4 TOP&BOTTOM 1-4 TOP&BOTTOM® ——— —1 ——————— d Au-criz..-t is L_J B EXTEND 3-0 PAST EA PANEL. I e 3 0 HF78X18X1.1 6" 1-4 TOP&BOTTOM i I ( .: _ I i + g Germ t p ndi ng ® � 1-�4 TOP&BOTTOM --------- ------ I aCyage es PROFESS/ , HF76xt6xt.t © ss,,,nc,-- or granting of a ermit based rSEE METER CLOSET 4Q F pT HF78X78X1.1 8' P 24"SQ.z ,8"HF7IIXIII .t 6 �24"SQ.x 18° :•crvva'.of 1?��e plans snall nci be ecns—ed;�T OPPOSITE SIDE EMBEDMENT EMBEDMENT -•:c.�t or a.;:uve any vic!ation of the appiica :fOR INFO. NOT I� N0.C 04g6 7 w/2-4 B.E.W. w/2-4 B.E.W. 'odas or araranca. +;o;ermii presume-d to 9;SHOWN HERE. authority to vio!eie or cancel the Prcvisons cis l$ EXP. 1-07 W-10" 9'-9" 4'_4' -odes sna'I—:a::d. `\\sr CIVIL p 13'-2" -6" 9'-9 -6' 8'-10" -6" 9'-1" " 9'-," -6" 2,' 4'-8" METER CLOSET @ 9l 32'-10" 2"AI P E 37'-G" OPPOSITE SIDE °FOAUF� 70'-6° DRAW FS o CHECKED B. A. NOTE NOTE DATE 3 AT 3'-7"f 2 AT 3'-6"t B FOR COMPLETE DIMENSIONING, JANUARY 18 2005 DIMENSION BETWEEN CALL-OUTS, FURR-OUTS do HARDWARE SCALE a 29'_0" 22'-0" 26'-0" SCHEDULE. REFER TO ARCHITECTURE 1 4" i'-0" 1/4" BLU 5518" GRAN 2" GARAGE DOORS AND STRUCTURAL PLANS. JOB No. CRITICAL FOR INSTALLATION B SEE GENERAL NOTE 17 ON PTO y BA341 OF HARDY-PANELS. SHEET FOR STEEL REINFORCEMENT AR AT HOLDOWNS. PT- 1 2 OF 14 SHEETS REVISIONS BY Qj 5/20/05 �Ii EPN Q2 5/20/05 RREt1I EPN ©7/15/05 DEM REV 12 FM Q4 7/15/05 RREE7790NS fM L�9/9/05 REV EPN 63'-0" cLIEUT 35'-0" 28'-0" 57'-6" 65'-6" 61'-6" 62'-6" 69'-0" 35'-6" 39'-6" 31'-6" 29'-6" 26'-6" it/i5/05 �, AYT A2 3/4" 02 1/8" A4 1/2" A5 1/8" d4 7/8" A 5" L5" A5 1/2"A2 3/4"03 1/8" L2 3/8" A2 1/4" A2 AO CLIENI ORA-PNK GRN-SIL GLD-GRY RED-SIL RED RED-ORA RED-GRN BLU/GRN ORA-PUR BLK-NOC ORA-BLK GRN-PNK GRN-WHT © 12/05 R EPN 3 AT S-10"t 7 AT 3'-3°f 6 AT 3'-4°t 2 AT 2'-10':L 4 AT 3'-0`t ©12/23/05 u�NATE EPN 76'_6• ® 01/06 AG/cuLNr EPN RENSIONS 6'-10" 9'-6" 13'-i" 11'-4" 4"AI ACE 13'-10" 6'-6" 9'-0" 5'-5' Q 3•_2`A1RS E3,_2 7'-6" '-4 1'-9" 7'-10" 2'-1" 7'-4° '-4 24°S.x 12°DP w/2-4 E.W.AK 15 S• i y 1-#4 TOP&BOTTOM ] nP. 1-84 OP l 0 7/" # } - 6" 8 PTO ED-G 94 SO.z 12"DP. nP. I I I I 5'-7" 3'-OP \• _ a w/244 E.W.AT BOT. '- A PTD 5 TIT`. W PTD t 1- TOP&B OM ¢ `o"'�m L -I II N �"f 30"S0.x 12°DP. I /2-#4 E. AT BOT. 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SLAB BUILDING #4-TYPE I PT- lA 3 OF 14 SHEETS REVISIONS BIIY [ZI 5/20/O5 eEEV•A' EPN 5/20/05 AD IONS EPN7/15/OS �.12EPrFM7/15/05 �MSIONs FM9/9/OS �t EPN35'-0" 28'-0" 57'-6" 65'-6" 56'-O" 3 S0" 62'-6" 69'-0" 35'-6" 39'-V 31'-6" 29'-6" 26'-6" 11/15/05 REOEVMAYi A2 3/4" L2 1/B" L4 1/2" L5 1/6" d4 3/8" ,L5" L5 1/2"�2 3/4"A3 1/8" A2 3/8" 42 1/4" �2"ORA-PNK GRN-SIL GLD-GRY RED-SIL GOLD RED-ORA RED-GRN BLU/GRN ORA-PUR BLK-NOC ORA-BLK GRN-PNK GRN-WHT 12 OS AO/CLIENTEPN / REV.3 AT S-10°t 7 AT 3'-3°f 6 AT 3'-4"t 2 AT 2'-10"t 4 AT 3'-0°t umrNATE12/23/05 D6X;N EPN 76'-6' ® 01/06 EPN 3" 37'-1" Q 6'-10° 9'-6" 13'-1° 11'-4" 4"All ACE 13'-10" 6'-6" 9'-0" 5'-5" Q 3•-2•AIR CES-2° 7'-6' '-4 1'-9' T-'0" 2'-1 T-4" '-4 1 t 24`Sit.x 12"DP. ® w/2-4 E.W.AT T. 15 Q i Y 1-#4 TOP&BOTTOM PTD I 12'-6 TYP. 1-4 OP t0 7/ " 6" 8 PTD ED-G N'SO.x 12"OR TYP- I I I I 5'-7" S-0( \ ++ dz A Q PTD w/2-/4 E.W.AT DOT. 5 `N iv TYP. I I I I ♦ �� _— — — — — - \ PTD m XTO P&BO OM ¢ a m T f I — I I e 4AT12"O.C. 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ORA-PNK GRN-SIL GLDI-IGRY RED-SIL GOLD RED-ORA RED-GRN BLU/GRN ORA-PUR BLK-NOC ORA-BLK GRN-PNK GRNI-WHT ® 12/OS /CDC EPN 3 AT 3'-10"t L 7 AT T-3"3 I I I, I 6 AT 3'-4"t 2 AT12'-10'3 4 AT 3'-0"t REV. ©l2/23/05 o sc h EPN 76-6 ® 01/06 Ric ,ST EPN 3" 6'-10' 9'-6' 13'-1" 11'-4" 4'AI ACE 13'-10" V-6" 9'-0" 5'-5" Q 3'_2"AI EY-2" 7'-6' -4 1'-9' 7'-10" 2'-1" 7'-4` '-4" u 24"S.x 12 DP w/2-4 E.W.A T. 15 i y 144 TOP&BOTTOM PTD `S' Q nP. 1-#4 OP 10 7/„ y - r-1 r # �' - - 6" 8 PTD ED-G 04"So.x 12"OR TYp. I I 5'-7" 3'-Or \• ;i a 11 PTO w/2-#4 E.W.AT BOT. N= F — — — — PTD np. I I ♦ ��a _ 1 XITOP &BO OM a a d m T - JA JQ30"SQ.x 12"OP. w/24AT BOT.114 AT 12"O.C. -I I- w/2-r�4 E.W.AT CBOT I 24`SQ DP. -- - s; N _ — , _ AT MID DEPTH _1, I_. nP.i _ I -- -- - / "SQ.x 12"DP. _ \ 2-/4 E.W. T 8C{1. I T 6" \ 11 0\3 b 1-/4 TOP&BOTTOM - pTD N I I I I M J w 0 _ _ _ _ _ I�' S SHOWN) a _- 4 Y .I 7� I w/-4 E.W."AT BOt I I .i I `o I 4 a m O ----T-- '�I� — _ -r• — — r_— _ ----- � L -- ---I �— -- -- ---� — 1 Cn C7 Co —_ CAI 1 42• 'x 12'TP. 1 Y 3s sQ.x iz`D. i I I �'` --- - - J----- F -- -- r- - - - '-1 "f I w%2-4 E.W. OT. = SHEAR WALL ANCHOR BOLT SCHEDULE w 1 w 4-4 E.W.A BOT. - - qi 1 I I I I= �24 I I Ti ( -�3 NO. S® stV�f.EVEL E REMARKS r$-'i Co Co • -Z^l 24° Q.x 12° P. SEE S.W.SCHED. 1/SD-6 '- _ I B I < 73 SEE S.W.SCHED. 1/SD-6 �j 0 vv 1 1 I I L 1 I J. I_J I I 1 � Z z 1 1 I I I I I I I OZ 3® SEE S.W.SCHED. i/SD-6 1 l 23'-6" 1 { r-3" I f 1 1 1 i 0 � I i 30"SO.x 12"DP. 3' 4' z ----- -- -- - - w/2-$4 E W.AT BOT. I I I = , ;r NOTE: SEE DETAIL 1/SD-6 FOR SHEAR WALL SCHEDULE. LO t------- --- J a—X— J 1— I I — — — 20-6" -- -- I I -- I L_ J Z WMZ CRACK CONTROL JOINT - - CrkK CO OL JOINT - -- -- -- -- 0 1" ----- _________ �� _ _ _ SHEAR WALL HOLD DOWN SCHEDULE -- - <Y w 1 I I I I IL -1 I I I 1-#4 TOP&BOTTOM w2/4- E 12 AD BO. I - _ 1 / H SYMBOL N HOLD DOWN F UNDATION POST SIZE - - 24' x 12"DP. REINFORCEMENT i w/2-4 E.W.AT OT. 11 II I 6,X6. �wll2-4 E.W.AT BOT. P1� T-� PTD 1 =1 I I /� OO HTT22 W/4X t I I I F I I I I r I �J T - r q Qi HTr22 W/4% 1 F)pI I I `t{ 30"SQ.IX r D� L— Wig w o I 1 w 2-4 E.W.AT BOT. I w/2-/4 E.W AT B11 II HDO8 W/4X 1-#4 TOP&BOTTOM F zz 24"SQ.x 12"OR II 1 I1'-1 I 16'-0" 1 EXTEND 2'-0"PAST EA.HDBA. 1 I I t I I I— I __JJ l 3' oHsoN ocg- w 2-4 E.W.AT BOT. 1 I I I 3d'SQ.z 18" I I SIM. I zags&Y3 a�g 24"SO.x 18" O •i III Z4 T2/64-6 W/2-6X4 3-#6 TOP& BOTTOM g ti II I I BEL�MEMEMBEDMENT8 i 42"sq.,x 12"DP. I I I I N1 i I ( I 'ova EXTEND 6'-0'PAST EA.Z4. L I I `w 2-4 B.E.W. w 2-4 B.E.W. PTD I"' I " -z m e 1/r T-BOT.— - " I °v ��''m O Z4 T2/85-8 W/2-6%6 4- 6 TOP&BOTTOM N95arn �o$az<¢W 1 II J x \: I p I x ( 1 _'i I I I 1 x II 4 I_� I I ! B I EXTEND Y-0"PAST EA.Z4. w Jog =z�i I- /--------- - - - --'� - - - -- ------� - 1 - ... �,...... .... ::. _ - 4Oodm �N O�KW - - "�` 'S._D. I I EE D 1 =r,.+Wo woo o¢T' J --- _•..: _-• .".••.-.-"•.•.:. - -- •• •• 30"SO.x 12" P. L_.J --- y-9= _ ET 7/SD- &2/SD-6 FOR HOLDOWN CONNECTIONS. d NOTES : w I T i S L Y\ \ _\ I 1 r /2-N4 E.W. 4----I- car °a \% 42"SQ x'hZ" x I I �I 10-3. 8'-0' 3'-0" 2. UPGRADE 4X4 TO 4X6 Q 2x6 WALLS, U.N.O. �'oLL 22'-0` I W/-i4 E.W. T T. I 4B"SQ x 12"O 4 3. ALL NAILS TO BE COMMON U.N.O. SQ.x 12"DP. _L L P 24" x 12"DP. 3' 7' 0" -� S-7" -- r 1 w 2-4 E.W.AT BDT. - 1 r 4-4 E.W.AT B n ¢ i�10 4. SEE DETAIL 4/SD-6 FOR HOLD DOWNS LOCATED A7 INTERSECTING WALLS. I 24'SQ.X 12- 48"SQ. 12"OR I I I—I II / # I w/2- E.W.AT BOT. w/2- A •T. 1 1 I -I I ( I �\�I 5. EXPANSIVENESS AND SULFATE CONTENT OF FINAL SOILS MATERIALS TO BE I 1 i w/4-4 I.W.AT BOT. r �n TESTED BY SOILS ENGINEER. IF EXPANSIVENESS OR SULFATE CONTENT iN /z-�4T&B sa '♦`{, `� 12"Xi2"CONT.FTC. j ( I I II- I I _ -._, aQ3 RECOMMENDATIONS CHANGE,THE ENGINEER OF RECORD IS TO BE /. 1 L - --- - - - „I \- I /2 S�f4 E.WZ"D BOT. '" IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S NEW RECOMMENDATIONS. F� �1 L - (DESIGNED BY OTHERS) _ _ __ , -- - - I L-- - 1-4 TOP BOTTOM _ `F�' , _ ?�,� L __ I I I yO I _ter a` -- -- J L J L I L J: 1 -- N - AT112"O.C. � V 1-4 TOP&BOTTO 30°SQ.x 2"DP. I C -- -T - AT Mld DEPTH -1 io r I w/2-/4 E. AT BIT I IN I w 2 SQ EW? TD SOT. 1RACK CONTROL I CONTROL 1 CRACKI 2t' I ( -J42�g4 x W?AT OT. 0 -10I c I M I I I I I I I L it X 1 A H NDICAP AR. JOINT JOINT 1 x `NN" I I I I TYP. zz' s" z 6 I I I s 24' I y_4. 1 I 1 I 12 x 11 I I: i I I I I 1 I I I I PTD 1 11 1 I�•:I I 1 � 1 '� � Iwo I'^�''�• w/2-4 E.W.AT S. C CK 30"SQ.x 12" P. I CONT OL 44 -0 U _ o r a �1 _ I I 30"SO.x 1 "DP. J�� I-_ ----- 1 OL - - -w 2-4 E W.q BOT. I JOINT w/ �'4 E.W.AT BO I I 1 S8. I -�- J L w/2_/4E.W CBOT.- / L -J -- -- J L 1 ---u — Pip I PTO - 30 SQ x 12 DP. t - -- r , 1 I PE ARCH. I CRACK I`. J 1 L- 11 i Li. 1 W/�- E.W.AT BOT. I 1 CRACK - 2'-6'J _ r I & i CONTROL w 1 x 1 W 1 CONTROL \ nP. o I -- JOINT t 1 ( 1 I I I i t JOINT I 8 m a w w a 1 0 X 0 II x a N rc w e PTD i a0 /. 24"$.X 12" P. ao I 1 I J PER JRC.. z I P ARCH. a 11 I \ n� PER A H. 1 p W/2 4 E.W.A B0. Ina 1 I I "SQ.x 12 DP. \ w `�j1 w v'w 1 ;H I 7'-10" 2-4 E.W. T BOT. w a 1 \ HNDICAP aR. i t I I I I I m 2 1 24"sQ. x 2° I 2-a TOP a BD �� I 3 3 I= 1 I 1 1 1 4"SQ 12 DP. i L PT 7" w/ If4 "AT B T. _ 8- -" PTO 21 II - II '-2t c _ I 8'_2" _ /� }IE.W. T BOT. I L 1 0 2-14 TOP h BOTfOt1 — 1 L J - - L - - - - , .I EXTEND S-0"PAST EA —: _ _.• - _ v -: - w .- R ASbOC'Al S w L I I J " I J 3 -y 2-� TOP&BOTTOM f 3 G0 I I W+� EXF NO 3'-0"PAST EA._ %NE.. TD "SO.x 12"DP. SQ.x 12'DP. PTD C{' "0 PTO rje I I B+� i _ °dNP '0n is LLIY� 14_ L 1 36" x 12" w/ #4 E.W.AT BOT. w/3-4 E.W.AT BOT. ® 36"SO.x 12"DP. o e„n.Fc d•n9 w 3-4 E.W.AT BOT. I, 2-14 TOPE BOTTOM rl 1 w/3- 4 E.W.AT BOT. 1-4 TOP&BOTTOM ------- -------- Y iI 1-4 TOP&BOTTOM 1 ExTu1O 3-o PA'ST EA.PAFEL I : I I �� HF78x1 axt.t e" 1-�4 TOP&BOTTOM © 1-�4 TOP&BOTTOM - - - an ermd oa=_ed on HF78X18X 1.1 L, L a 01 not oe ccr�t•ced to Q N _ ROfESS/p HF78X18X1.7 8 HF78%18%1.1 8 i G the 24°D x 18" 24"S0.z 18" s sumec 1 such EMBEDMENT EMBEDMENT 0 c pr0.0 0ns cf such n0• m/ w/2-#4 B.E.W. w/2-�4 B.E.W. '� N0. 0�.0486 o es s � 9'-9" 4'-4" •t�:a EX&' 31-07 13'-2" '-6" 9'-9" 1'-6" 8'-10" '-6' 9' 1" " 9'-1" 1'-6" 21'-• 4'-8" (r}Alf OF CAIFOe''\P 32'-10" 2°Al P CE 37'-6' 70'-6" DRAW FS c CHECKED \ 3 AT 3'-7"t 2 AT 3'-6"t NOTE NOTE : B. A. DATE o 0 FOR COMPLETE DIMENSIONING. JANUARY 18 2005 CALL-OUTS, FURR-OUTS & HARDWARE 22'-0" 26'-0" SCHEDULE. REFER TO ARCHITECTURE a 29'-0" �1 5/8" A2" DGARAGEOMORS�EEN AND STRUCTURAL PLANS. 1 4 SCALE a �2 1/4" GRN-NOC BLU-SIL GRN-BLK CRITICAL FOR INSTALLATION 0 SEE GENERAL NOTE 17 ON PTD JOB No. o SHEET FOR STEEL REINFORCEMENT BA341 c. OF HARDY—PANELS. AT HOLDOWNS. PT. SLAB BUILDING #14-TYPE I PT- 1C 5 OF14 SHEETS REVISIONS BY Qj 5/20/05 �•� EPN Q5/2D/05 ACONS EPN 30'-6" 60'-0" 62'-6" 54'-6" 62'-6" 60'-0" 63'-0" 69'-6" 39'-6" 32'-6" 24'-6" 22'-6" 14'-6" Q7/15/05 �.#� FM A2 3/8" A4 3/4" 05" L4 1/4" A5" 04 3/4" 5„ A5 1/2" A3 1/8" A2 1/2" 01 7/8" 01 3/4" 'L1" AD GRN-GRY PUR-GRY RED-GRN SIL-PNK RED-GRN PUR-GRY RED-ORA BLUI/IORA BLK-NOC ORA-YEL BLU-GRY BLU-GLD RED-YEL ®7/75/OS REVISIONS FM 4 AT S-9"t 2 AT '-10"t �, I 9 AT S-5"tI 4 AT 3'-6"t L3'-2-1 E I3 AT 3'-3"tI 2 AT 3'-2"t i 0 6" 9/9/05 REV. EPN TYR AT1/15/05 CEMENT AYr 0 2" 40'-8" 34'-9" 6'-2° " 12'-7" 3'-9" 10'-4° 3'-7" 10'-5" AI "ACE 13'-10' 6'-6' 9'-0' 5'-5" ® 12/05Guar EPN 9'-0" Q 7'-4" '-4 ©12/23/05 DALITNA'F EPN AIR ACE 11 VlVCIRK `q Q BY OTH 1-`4 TOP&BO 24°S.x 12"DP. �24"/jD w/2-4 E.W.AT BOT.K Q BY OTHERS 5'-9•/B' `y. Sim. ADD 3" OR P (18• BED.) PTD 1-#4 TOP&BOTTOM e - - 5-7- 3' / \FROM F E CO .ABOVE 0 \ RADE 4® O.C.E.W. 4'/3'-6" 4•_6"/4'_6" 30"SO.x 12"OR #4 AT 12' .C. - L'I 36"SQ.x 12' P. / / \ Q Y 1-#4 TOP&BOTT M r - ------ w/2-#4 E.W.AT BOT. _ I f w/3-4 E.W.AT B0i. 24"SQ.x 18" o 1 - ------ 1 Y - I / // wM2ED4EN.E.W. co ID 4 AT 12"O.C. / L J SHEAR WALL ANCHOR BOLT SCHEDULE w/4-4 E.W."AT BOT.� F - ------ _ rT MID-DEPTH - __ -_ - _1 / N N v t r I _ SHEAR WALL TYPE Y B U II �� -� w I I - I:+ J \� //n 8 I •i NO. 0 1st LEVEL REMARKS J4 AT 12'O.C. I z 1 II 't' _ I 4-6 / e x XO 14 SEE S.W.SCHED. 1/SD-6 I = w b' 1-= --- --- 4-4 E.W.°ATT 90 I I TIE BM.PER P.T. PLAN i _ 142' \ PTD TYR L 24 SQ.x 12" P I 1 �1 1/4" (MIN. 12"W 18"D W/ i^ I w -4 E.W.AT, I Tv 24"SO.x l "OF. I I I I 2-#4 T&B TYP.) SEE S.W.SCHED. 1/SD-6 4- 1 / i1 - n"�o RE -PNK - I w/2-#4 E.W AT BOT. 36"so.z 12"OR I- 1 #4 TOP& OTTOM 1 �i d; O 1 :1 - 10'-4° I I w/344 E V.AT BOT. I I I. I N I ( OZ ®3 SEE S.W.SCHED. 1/SD-6 I--- --- ---I :L -- -- xt"DP. _� rl IJ I J L -0� I - --w9/2- 'FF,' T�b --- --- -- - --- -- - --- -- --- --� / EX AT �wt^ LE --- __ __ _ _ I NOTE: SEE DETAIL 1/SD-6 FOR SHEAR WALL SCHEDULE. r -- ' I 2a2 S o x t2'DB r-- 1 L_ �- - -- - --- --- -- --I --- --� r- ——— 1: r -- --- -`�c-I 0" T1 tea# � 5' 1 .L 24"Sp.,IIx t "DP. x 1 "DP. �. SHEAR WALL HOLD DOWN SCHEDULE f� 36 SO.x 12" I I I P4 CD X _ 1,j LU 1 1 - II o HOLD DOWN HOLD DOWN TYPE/POST SIZE REINFORCEMENT SYMBOL AT FOUNDATION Q) I I I_40 11 I. 1 I W z rn A i LI-IJ I I I 00 Hrrzz w/ax CO co <, P r -- --- --1 T_-- -- --1 rJ — ----, 1 rT I I I 3,4. . :x tE Hrrzzw/ax I I I I I Z r N G N II HDQ8 W/4% EXTEND 2'0"BOTTOM AST EA. HD8A O Z I I I I I I I f i I I I I I N X - I I x SO.x 12"D. III Z4 T2/64-6 W/2-6%4 3-#6 TOP&BOTTOM �-� Z I I I -1 I / I 1 I I I "S Ixl "Di EXTEND 6'-0"PAST EA.Z4. W - -- --- -- - --- - -- - -- - - -- - 1-_f_- -- - --- w - `w 2-�4 E.W.Al BOT. yO Z4 T2/85-8 W/2-6%6 4-#6 TOP&BOTTOM O __ _- - --- • _ EXTEND 7-0 PAST EA. 4. —— — ——— 5 12"'D 1t' 4' I E E Z to CONTROL w - � 6 6 11 I I .I I I I I I I I / - E--� - I JOINT Q•x 12" P. / J J 24 X i I '; " NOTES: I I I PTD I -J -L �f 11 1. SEE DET 7/SD-1 &2/SD-6 FOR HOEDOWN CONNECTIONS, W 2 4 E.W.A POT. I I I / * pp I I 0 7 2. UPGRADE 4X4 TO 4X6 0 2X6 WALLS,U.N.O. TYP p I I w/2-4 E.W.AT BO. I I "; - 3. ALL NAILS TO BE COMMON U.N.O. II I 1 :I I # I 1 I I I I I e i'-10" 5-6 4.6'-3" a 4. SEE DETAIL 4/SD-6 FOR HOLD DOWNS LOCATED AT INTERSECTING WALLS. 30°SQ.x 12"DP. _ 30 SO. x 18 x ° x - -2" I I EMBEDMENT ® I 5. EXPANSIVENESS AND SULFATE CONTENT OF FINAL SOILS MATERIALS TO BE AS SHOWN) 1 1 1 I I w/2-4 E. .AT BOT. I w/2-4 .W.AT BOT. 24'S 4 x 121 1jw/2-#4 B.E.W. SIM. PTDI n= TESTEDBY SOILS ENGINEER.IF IXPANSIVENESS OR SULFATE CONTENT 10' " w 2-4 EW.A " 1 RECOMMENDATIONS CDHANGTHE SOI THE ES°E�NEEF REC REC IS TO BE MEND 24 SO.x 8 1 I IMMEDIATELY NOTIFIE O L NGI R'S N OM ATIONS. EMBEDMENT 1 I p I 0 ^Q� o�z I L -- --- -- - --- -- wl2a e.Ew -- � ��J I I. _ I__ _ x 12 21'-8' I - -- I .. ..-,al .. 18 M7... ._ ... .. -'i 1 r- -- - ( - '•.I J 6-„ c I -I S 1 w/2-4 E.W.AT BOT. m�y,X I X a/ A j4 TOP&BOTTO30"SQ.x 12 P w/22 '-6" 4"S 72"DP. X _ I7 x' •-5" 6,_0, I 4_5, O, 3 _ / I I .... MJ wV1N .2 N,rjz 1 © f w 3-4 E.W AT BD ,I f , 48"SQ. W. D. , w/-#4 E.W.AT BOT. -I I 12"xt2"CONT. FrG. S 7GR 1/ — , r I� , 3�SAD,x i DP. I I / 1 I I 1 _ + --I--II x .. .. .,L�-- — --� ��' o�&z w2-4 BT. T TT I I w4-4E.W.ATBOT. . I I I I. 1.. 1 P-P moWo I 22 W/2-#4 7&B r -- - s o 3 - 1 ^� oW �cEE 3- (DESIGNED BY OTHERS _, L I--I---tJ - L J I ^ SQ'x 1 " N <"'} L--- SD �L L { J 2�"5-E.W2"1DP. _ ;p ado -i `� 1 1{4 T TTOM EMBEDMENT d --� -J w%2-�4E.W?"ATBO II -.��- I - " -- L 0 -- --- L- --- - -- --A - �, a ---) --- Iw/2-49� �I I I '06 F40 1 t ' 1-#4 TOP& OTT M ""' I� w/3-4 .' AT BOT. - NI .1� .. .. ......: 1 "' _ J L I33Ipp I I �� I / 11 I 1 J J2 cn ��4 E.W?"AT OF. °i E I I I I I I I zz'-6 22'- LCRACK J I I X / TYP. CONTROL - 519 0+9 1 36"SQ. 12°DP. I I 1 1 1^^�-1 w �1 I I PTD i c 1 w/3-#4 .W. BOT. I 24"SQ.x 12°DP. I I 1 w/244 E.W-AT BOT. I j I I 1 I PTD 1 i JOINT I I_ I I II I V -- II CRACK I CRACK 1 3"SQ.x i P. I X _ 36'SQ,x 1 "OF. W.50. 12"OF. I I •`� I II °i I L_ O p ___ __ •-s" r I CONTROL i CONTRO w 2-#4 E.W.1 A BOT. w/3-#4 E.W T BOT. I I w/2-#4 W.AT BOT a J X I JOINT I I JOINT I I - I I-I I 1 I 2a" x 12°DP. �, nP. w -4 W.AT O obi 1 W Q'i 1 8 PTD ---- --- --- p __ -__ LI O �-24'S0.x 2"DP. r a a 1 r� 1 �J = C CRACK CRACK a< J w/2-�4 E. .AT Bc�T. I y W l s CRACK I a" 1 C N L i l CONTR L I CONTROL l y re I I24'SD.x 18 W 1"�1 -- --L J N I I a w I I CUNINU_ 9 I J TNT I c- 1 JOINT JOINT I I I EMBEDMENT I X 24"5 x 1 D. I I y W JOINT - a I I I X I 1 w/2-4 B.E.W. .h v 6' w/2-�4 W.AT T. $' a 8 I W I 1 1 1 30"SQ.p 1 "DP. I I n r� 7'-10" m W w/2-1141E. AT BOT. I• I 1 0 I- i 1 i a l I 1 I PTD nP. �'-41 8' 2° - 8' 2 - B'1"N w 2 6'-2 1 6 42' -' 8'-9" 1' < 24"SO.x 18" 1 _ I A 2-L14 TOP kBOTTOM -7" 8 2" a 1-�4 TOP BOTTOM 24 S 12 P. , w% EB.E.W. E%IEND N-T PAST P NEL I 24"S0.x 1 "D. 3 3 24"SQ.x 16" I w/-'�4 w/24 E. AT OT. "1 I PTD I PTD I 30"SQ.x 1 " P. I 3 rl EMBEDMENT (-- 1 W P D 1 1 1 rH II -4 TOf� BOTTOM BOT. I 1 PTD 1 I I w/2-{14 B.E.W. LI -J I-r 1--- - L - _-- -- - -- -- _-- I- - 1 - I- - LI J Lf I-I I I =3] J J I I L- L L I I 2-+4 TOP&BOTTOM N I _ - ro 3 - pctO�D Ynp"PAST fA PANE[ L _- J-I 2-/4 MP&BOTTOM r 1 I I 1-14 TOP k Bona.+ r 3 -I L_I -I 1 LJ ­IFD FBI PTD ® I 36"SQ.x 12 OP. "SQ.x 12"DP. D 3'-0"PAST EA PANEL. 3 E%TEND 3'-0"PAST FA PANEL I , �m PTD ^ r„__,,„, ,�s..c n.Es,Ixc. - /3-4 E.W.AT BOT. /3-#4 E.W.AT BOT. L - FTD I L LJ 1-#4 TO &BOTTOM LJ 1- TOP&BOTTOM 1 1 48"SO.x 12"DP. ^ T J 24"so.x 18° ^� 1-14 TOP&BOTTOM I I m I I J HF78xt xt.t 8" w/4-#'4 E.W.AT BOT. EMBEDMENT �+ t _1 I I HF78X78%1,1/81 ( ® w%2 S�4 E.W2A DIP. 1 I w/2-4 B.EW. I w/2 S�Q4 E.W?ATDBOT, I I I I d 2 e I I_I I I o e ns -- I yl -------- , --------r , 36"SQ.x 12"DP. r -- - + w 3-4 E.W.AT BOT. Ir a r----------- J L—J BLDG. II J 9 ar sat no:c co sa�e°d co • 2M DM x 18" 24"SQ.x 18" EM SO.DM x 18" � 8 EMBEDMENT EMBEDMENT EMBEDMENT �_EM SQ.x 18" EMBEDMENT DM % 18" SEE METER CLOSET c anv -:;cn er the acpicaote s PTD EMBEDMENT EMBEDMENT s rce �o p •ait presumec to gave w/2-#4 B.E.W. w/2-1f4 B.E.W. w/2-4 B.E.W. AT OPPOSITE SIDE w 2-4 B.E.W. .;;f?onr,to 1_. �te Or car:cel the previsions of such nP. w/2-4 B.E.W. / FOR INFO. NOT ::aes SHOWN HERE. epOFESST 40 9'-9' '-6' B'-10" '-6• 9'-1' 1'-6" 9'-D" '-6" 9'-0" ,'-6' 8•-9' •-6' u'-9" •_6' METER CLOSET @ 78'-2" !� NO 40486 OPPOSITE SIDE � P., -31-07 x 3'-2"1 7 AT 3'-3"t g• m9TFo IVIN- P. 22'-0" 26'-6" 22'-D" NOTE NOTE FS AT 5/8" �2" 01 5/8" BLU-SIL GRN-WHT BLU-SIL CHECKED DIMENSION BETWEEN 0 FCALL OUTS, FURR OUTSS&OHARDWARE B. A. GARAGE DOORS SCHEDULE. REFER TO ARCHITECTURE DATE o AND STRUCTURAL PLANS. JANUARY 18 2005 CRITICAL FOR INSTALLATION 8 SEE GENERAL NOTE 21 ON PTD SCALE a OF HARDY-PANELS. SHEET FOR STEEL REINFORCEMENT _ a AT HOLDOWNS. 1 4'JOB No.'_Or. o a BA341 PT-2 6 OF14 SHEETS REVISIONS IEY Qj 5/20/05 R� 1 EPN 205/20/05 fill EPN 305/15/05 8R'EDVG'RzEF' FM ®7/15/05 R"Am" FM 28'-0" 35'-0" 28'-0' 57'-6" 65'-6" 56'-0" 67'-6" 62'-0" 64'-6" 57'-0" 62'-0" 28,-0" 15'-6" At1/15/05 REV. CLIENT AYT A2 1/8" L2 3/4" A2 1/8" A4 1/2" A5 1/8" dt 3/8" 64 7/8" 04 7/8" 05 1/8" L4 1/2" A4 7/8" L2 1/8" 01 1/8" ,G/GENT GRN-SIL ORA-PNK GRN-SIL GLD-GRY RED-SIL - GOLD RED RED-BLU RED-YEL GLD-PUR RED-BLU GRN-SIL RED-SIL © 12/05 10 EPN 4 AT 3' 9"t I 2 AT 3'-10"t 4 AT 3' 6'3 �� 10 AT 3'-5't 6 AT 3'-6"t 2 AT 3'-7'i `I I T— �—���-� I I ©12/23/05 �N EPN 89'-2" ® 01/O6 A REVISIONSo/GNt EPN 0 t° 37'-1' AIR CE 51'-8° Q 11'-4" 11'-2" AIR ACF3,_2' 7'-6° '-4 t'-9" 7'-6' 2'-1" 9'-6" 5'-8" '-1 2'-4" 11'-2" 3"SO.x 12"DP. w 2-#4 E.W.AT GOT. Y SIM. TIE SM PER PT PLANS Q B r (MIN. 2"WX18"D W/ TYR 10 1-4 TOP PTD 2-q4 &B) Q 6--6' B PTD 2"S0.x 12"OP. AT 12°O.C. TYP. Y PTO E.W.AT BOT. -9" MID-DEPTH 4'-9" 3' 0 o ---- --- AT MID-DEPTH PTD .N - '- -- -,-, 2-4 E.W.AT BOT. AZI, , r Y 0 -------- -- I J °I - I -_-_---- -- r 1-{V4 TOP&BOTTOM w/ 1' --------L �. r~ ---- — — — -- -- - o r ----- — N 0 i 4 TOP& TTOM #4 AT 12"O.C. -I. -.L ( - W II _i - - ��_24 z 12"DP. L ,c AT MID-DEPTH I IN I I I �s Y I w 2-5p4 E.W.AT BO r -I-r 2-9" 2_9" a 30"S0.z 12" - t---- .A -I / A �.., -I• - i w/2-l4 E.W.A^ OT. iv <4W 'v - e° 1-#4 TOP BOTTOM --- -- --- - IJ I e^ L ,u„ -- 0 r- I - J i-f4 TOP&BOTTOM L1.�I. L;.LL I ^QW I I I \ . I 0 30"SQ, P. - 1,. 4 4"SO.x 12"D. I 11'-2" - I . _ w/2-/4 E. AlB . g lL J L I _s" - / 4 E.W,AT T. !- - Y is — --- -- _ -T i — —— — WALL AN ----- s --- r— V — — \I I I CH__ _ I� SHEAR OR BOLT SCHEDULE -1 ,---- -- T - I 24"SO.x 12'DP, 4"SQ. 1-/4 TOP N0. ® 1st LEVEL REMARKS L..� W SHEAR WALL TYPE . W 11 11 I I: 1 3a" .x 12"DP. I I I I I O I I 4 FFFF�iii E�20 r O x 12"DP. - - "/3' 8 3' 2° iv OX 12 SEE S.W. SCHED. 1/SD-6 !� Cr) 07 E.W.AT 98:I 11 I I I :I I i c Y v �\m Oy 13 SEE S.W. SCHED. 1/SD-6 W "� m 0) L J i i ( i I I P �Qo O 3® SEE S.W.SCHED. 1/SD-6 W r U Co C0 I I 23'-6" I_17 I I I:. -I _1 24"$Q x 12"D I I I 1-4 TWP BOTTOM I I I ,:, NOTE: SEE DETAIL 1/SD-6 FOR SHEAR WALL SCHEDULE. X ( 20'- ' I: n - w/2 @ E.W.AT OT. I I - a' '--I "•-I -- -- --- -- -- " n _ Ll_ __ J _ L SAS SHOWN - / I SHEAR WALL HOLD DOWN SCHEDULE I—� z --- -- - --- --- _ I F� -- --- _ N --- -- - --- --- -- --- ------ -- - 1- - X z_• REINFORCEMENT W O µi Qi _I I __ HOLD DOWN HOLD DOWN TYPE/POST SIZE �i '�r f I I SYMBOL AT FOUNDATION JOINT -I -� I'--- 4 �- �: � � � I 1 I 11 I I I 1 I I I I I I �I + I 1C3 a w CRACK I I 24"SO.z 1 °DP. v 1 I 9 1'-3" F 1 JOINT NTROL I PTD I I I © w/2-�E_W Ai GOT. 0 a � OO HT722 w/4x E1 —CONTROL I © I I I L PTD—— , I F 0' HTrz2 w/ax (s4 t 1 " °p II HDQ8 W/4X 1-/4 TOP& BOTTOM P. pTD I I ?in3 EXTEND 2'-0"PAST EA HDBA. ^� SEE AR H.PLANS FOR I I I I ( I T-3° SIM, 2 g" a I w I I 0 C W III Z4 T2/64-6 W/2-6%4 3-/6 TOP&BOTTOM EXTENT OF AIRSPACE 1 N ® I EXTEND 6'-0"PAST EA.Z4. 24° x 12°DP. 24 SQ.x 12'DP. - @4"SQ.x 12'D. 2'SO.x 12'DP. v za i2/65-6 w/2-sx6 a-gs TOP&BOTTOM 1 rr :I 1 w/2#4 E.W. T GOT. l i I I w/2-4 E.V.AT BOT. F = O w i I 4r/2-#4 E W.AT OT. I w 2-4 E.W,AT BOT. I I ® O L - a� E.W.2A 8 I EXTEND 7- PAST EA.Z4. Wgzg oN I I \ I w/-4 E.W.AT OT. 1 I 73' I I 24 DI. 3� w _ J( I )( _ NOTES: 5�. 00 II I II --_- N ANON �F --- --- -- -�. I X - ! L -1 r _ - ---- J J L_ __J-—— I® 1. SEE DET 7/SD-1 &2/SD-6 FOR HOEDOWN CONNECTIONS. J X _ -_ I��, ...X _s,,,.il ,,,,, ---- ... .... 6„ -.-.-"......'.. I 2. UPGRADE 4X4 TO 4%6 02X6 WALLS.U.N.O. ,i, ...L., _ .,,•�' „ LF J L_ ---1 Lf- --- L-J r- --1 2'-� J4'-9 3'-D" -2 - I O I i I 1 �' I I 12 72"D CO ? `i wy 3. ALL NAILS TO BE COMMON U.N.O. NQ,nw maozfri 8° J x 30 SQ,x 1�"DP. FIG. /2-�4 &B I o o\� 4. SEE DETAIL 4/SD-6 FOR HOLD DOWNS LOCATED AT INTERSECTING WALLS. o wz z I 19•-El I I I g' w - AT T. I I I DESI NED BY HER I I"I I �n.� " I 14°S X. 2'O 7'-9" I n rono S. EXPANSIVENESS AND SULFATE CONTENT OF FINAL SOILS MATERIALS TO BE •1 24-6 24 SQ. 12 DP. D"Sc.x 12"DP. I tN1 I ( (= _ '�Q� TESTED BY SOILS ENGINEER.IF EXPANSIVENESS OR SULFATE CONTENT o -'amo ES 12'WX12"D CONT.FTG. ;o w 2-4 .W.AT BOT. _ I - I w/ tf E. AT 0T. I - �o���ww �� / B 2-4 E.W. T BOT. X I I® RECOMMENDATIONS CHANGE,THE ENGINEER OF RECORD IS TO BE w �oz tz I w z- 4 T&B �1 7/8" / N I� 2 1 r 1� � , „ J L - J �c o "� / --- ° �- IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S NEW RECOMMENDATIONS. 'owoo w� (DESIGNED BY OTHERS) BLU-GRY I ( I . I rr.•• 1-/4 TOP&BOTro , I © I I I I __I J I I I IL`- —� I e. J 24° .x 12°DP -- -- - - Q w/24 E.W.AT B - „ I L --- -- T I �- -- -- L III %p°aT iz'E.W.BOT I_ i . I I X I I -- _ i2• 30"SQ.x 12ATIBOT. •' 1 I 22-s" I �I --- I I I .I, ..I', _ - I I `I I _ I I 0° O.x 12"DP. Z IIII to'-D" \ I3 I$ 1 - 1 I X (-, 1 I.,I 1 I I 1 - it/z+#4 E.W.AT GOT. 7,_4. _ [� SQ.x 2" P. TYp, I I I S M. I I_ 2'-2` •I SQ.z 12'DP. � 24°SQQ.x 12°DP. 2 1 I 2-/4 EI.A BOT ',, 12 I I I I I I 9 I I I. /3-#4 E.W.AT T. I I I F+1 V �w/2-/4 E.W.AT GOT. I PTD 1 I r,I I ! 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TYP. w/2-)14 B.E.W. or .❑e pro+is ons of Bach 40 FOR IN NOT �;ems sa,�:,-_.�.:d. ,; -6" 9'-9° 1'-6' 8'-10" '-6° 9'-1" '-6' 9'-0" 1'-6" 9'-0" 1'-6" 8'-10" '-6" 11'-6" '-6" 3'-0' SHOWN HERE. ,r 5 14, 0" " N0.Cf�y B6 7B•-2" METER CLOSET @ �;; EXP.3-3,-D7 OPPOSITE SIDE �4lEOFVA`1FOQ��P DRAW 2'-5"J 2 AT 2'-9•f 6• FS c TYP. CHECKED \ 26'-6" 22'-0" B. A. 02 of 5/8" NOTE NOTE DATE o GRN-WHT BLU-SIL B FOR COMPLETE DIMENSIONING, JANUARY 18 2005 y DIMENSION BETWEEN CALL-OUTS, FURR-OUTS do HARDWARE - GARAGE DOORS SCHEDULE. REFER TO ARCHITECTURE SCALE a AND STRUCTURAL PLANS. 1 4" = 1'-0'° CRITICAL FOR INSTALLATION I SEE GENERAL NOTE 21 ON PTD JOB No. a OF HARDY—PANELS. SHEET FOR STEEL REINFORCEMENT BA341 AT HOLDOWNS. PT-3 7 OF14 SHEETS REVISIONS BY Qj 5/20/05 tam.it EPN Q5/20/05 RREEVISIONS EPN Q3 7/15/05 BLDG.DEPT R' 53'-0" 52'-0" 53'-0" 59'-6" 52,-0" 59'-6" 59'-6" 59'-6" 42'-6" 31'-0" 23'-6" 36'-V 38'-6" 29,-0" 38'-0" 27'-0" 63'-6" 61'-6" 57'-0" 29'-0" 25'-6" 15'-6" 12 FM Z\4 1/8" A4 1/8" 44 1/8" A4 3/4" A4 1/8" A4 3/4" A4 3/4" A4 3/4"A3 3/8"A2 3/8" Al 3/4" A2 3/4" A3" A2 1/4" A3" A2 1/8" '5" AA 7/8" b4 1/2" A2 1/4" L2" Al 1/a" BRN-GRY BRN-PNK BRN-GRY PURPLE BRN-PNK PURPLE PURPLE PURPLE WHT-BRN ORANGE BLU-PNK ORA-CRY BLK-SIL TGRN-NOC BLK-BRN GRN-YEL RED-BLK RED GLD-PUR rG-RN�NOC GRN!-ORA RED-SIL ®7/15/05 �Slp� FM -� 9 AT 3'-8°1 F:::: � I 3'-7`t L2'-6`t 2'-3°f L 1 g° I 2 AT ', ��� I I 18 AT '-i"3 �� I 16° ®11/15/05 REM AYf -1 TYP. TYP. "'36-2 ©12 ALTERNATE EPN 23 05 41'-8' S'-10" 26'-0" / / DESIGN 7'-0' 2'-5- 3'-8" 9'-10" 12'-4" 4'-B" 2'-0" 9'-0" 3'-8' 8'-2- 3'-2"AIR ACE 19'-6 S-4" 13-4" 0 AI ACE - 5-6 -0 4- 2'-0" - 1 4'-1 t 3-0 12*-2" 12'-2" TYP. / 3"0 FULLHT.PIP W/ D 3IR #2 "0 PULL H0 PPE W. WELD STU S 0 13 O.C. WELD STUDS 0 1 O.C. EMBED 18 INTO 1 "SQ.X24" '-6" PTD 10 EMBED 18"INTO 14" 0.X24" DEEP MIN.CONC.F FG. PTD 1 lI IL II Q DEEP MIN. CON'. FTG. 1-4 TOP - p _g^ ��8" 4._6.r--- ---- b 24" 30"SO.x 12"OR ------- x 12"DP. ---- -"- - Y RE -BRN w/2-�4 E.W.AT BOT. Z w/2-4 E.W.AT BOT. w/2-�4 E.W.AT BOT. WIDE CURB( YPJ _ N 30`SQ.x 12" `7" I - I - -- _ --_ _ II a AT 12'O.C. r- I /4 AT 12"O.C. AT BLDG. 7 N w/2-/.E.W.AT BOT. ? 31 L - I J,I- AT MID DEPTH 15 W m FU HT. PIPE D. 30" x 12"DP. PTD WELD S 2"O.C. d w 2 14 E.W.AT B I --- - L --- - I 42"S x 12"DP. Z EMBED 1 'I u~sD.xza" i wI` LIL / L - 4 I-1 - w/4-4 E.W.AT BOT. DEEP MI CO FTC. -u I-#4 TOP&BOTT I _.I ;1, �; I I I I- L v J 1 _ v `� .I_ _ - 2a'- 1-4 TOP B TTOM w2 4-4 E.W PAT BOT. rl I #4 AT 12'O.C. a I I I I 24"SQ.x 2'DP. 42' .x 2"DP. �i _ I I i a W / I Z TRH PTH H /30' z 14'DIP. Y w/2-/4 E. AT BOT. I w/4 E. .AT B0. 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SHEAR E sWLLL TYPE REMARKS 2'-6" 7'-Q" , - ,9'=6° - 5'-2" 6'-6" _ ry1f1TCf1 UNE IuIATCH LINE 1 5-3 3-2 -4 8-5 14'-0" 16-6" r Y Q /2 SEE S.W.SCHED.1/SD-6 Q 13 SEE S.W.SCHED.1/SD-6 O ® SEE S.W.SCHEO.1/SD-6 DANCE BLDG. IV NOTE: SEE DETAIL 1/SD-6 FOR SHEAR WALL SCHEDULE. --- ry ASSOCIATES,INO. SHEAR WALL HOLD DOWN SCHEDULE ^for aG <n B tG,e �QEpt AR r HOLD DOWN HOLD DOWN TYPE/POST SIZE REINFORCEMENT �2Tmif Oending SYMBOL AT FOUNDATION .V •S. m't ;Cn IS NO CO.& d88 Oo HTT22 W/4X .I. a permit based o it * E7f�:'�' 07 # F Sn. .01 be Gorstrued,o J' CIVIL -vo do v rr1 ao•I of the ap lqT Q� mit Presumed to g ve OF CAS o f \� OI HOGS W/4x I.Or.Y d' [a .,e.;ie arovisio;;s O:such 11 HDQB W/4X EXTEND TOP&BOTTOM .....s a:,a.:::e'rLir!. EXPEND 2'-0"PAST EA.HDBA. 111 Z4 T2/64-6 W/2-6X4 3-06 TOP&BOTTOM DRAW EXTEND 6'-0"PAST EA Z4. FS QZ4 T2/85-8 W/2-6X6 4-#6 TOP&BOTTOM CHECKED EXTEND 7'-0'PAST E4.Z4. B. A. \ NOTES: DATE o 1. SEE GET 7/SD-1&2/SD-6 FOR HOLDOWN CONNECTIONS. NOTE NOTE JANUARY 18 2005 2. UPGRADE 4X4 TO 4X6 0 2x6 WALLS.U.N.O. SCALE d 3. ALL NAILS TO BE COMMON U.N.O. 1 4" = 1'-�" 4. SEE DETAIL 4/SD-6 FOR HOLD DOWNS LOCATED AT INTERSECTING WALLS. D FOR COMPLETE DIMENSIONING, & HARD - DIMENSION BETWEEN CALL-ours. PURR-OUTS& HARDWARE 5. EXPANSIVENESS AND SULFATE CONTENT OF FINAL SOILS MATERIALS TO BE GARAGE DOORS SCHEDULE. REFER TO ARCHITECTURE JOB o TESTED BY SOILS ENGINEER.IF EXPANSNENESS OR SULFATE CONTENT AND STRUCTURAL PLANS. BA341 RECOMMENDATIONS CHANGE,THE ENGINEER OF RECORD IS TO BE � •, INSTALLATION IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S NEW RECOMMENDATIONS. CRIL I ICI1L FOR 0 SEE GENERAL NOTE 21 ON PTO OF HARDY-PANELS. 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ORA-PNK _3 4-°" ———————J IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S NEW RECOMMENDATIONS. 4'-0" 11'-0` 7'-6" 7'-6` '-6" 3--10" DRAW METER CLOSET @ 75-°" ''-B° 7'-B" Fs 22'-8" AIR CE 28'-0' CHECKED OPPOSITE SIDE B. A. ---- DATE o s° 16 AT 2'-8"f NOTE NOTE JANUARY 18 2005 F TY 85'-0" 85'-6" 83'-6" 84'-0" 79'-6" 0 FOR COMPLETE DIMENSIONING, 1 4 SCALE -O DIMENSION BETWEEN CALL-OUTS, FURR-OUTS & HARDWARE z�6 3/4" �Ji 3/4" 06 5/8" pb 5/8" A6 1/4" GARAGE DOORS SCHEDULE. REFER TO ARCHITECTURE JOB No, o ORA-PNK ORA-PUR ORA-SIL ORA-GLD GRN-PNK AND STRUCTURAL PLANS. BA341 CRITICAL FOR INSTALLATION 0 SEE GENERAL NOTE 21 ON PM OF HARDY—PANELS. 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SEE DIET 7/SD-1&2/SD-6 FOR HOEDOWN CONNECTIONS. 2. UPGRADE 4%4 TO 4X6 02X6 WALLS,U.N.O. SCALE d NOT NOTE JANUARY 18 2005 ;4 3. ALL NAILS TO BE COMMON U.N.O. 0 FOR COMPLETE DIMENSIONING 1 4" = 1'-O" � ��/ , 4. SEE DETAIL 4/SD-6 FOR HOLD DOWNS LOCATED AT INTERSECTING WALLS. DIMENSION BGII►EEN CALL-OUTS, FURR-OUTS & HARDWARE 5. EXPANSIVENESS AND SULFATE CONTENT OF FINAL SOILS MATERIALS TO BE SCHEDULE. REFER TO ARCHITECTURE JOB No. o TESTED BY SOILS ENGINEER.IF EXPANSIVENESS OR SULFATE CONTENT GARAGE DOORS AND STRUCTURAL PLANS. DA341 RECOMMENDATIONS CHANCE THE ENGINEER OF RECORD IS BE CRITICAL FOR INSTALLATION 0 SEE GENERAL NOTE 21 ON PTO IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S NEW RECOMMENDATIONS. OF WDY—PANELS. 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QQ I 1 #4 TOP BOTTOM I I / 00 - _ _ - 1-#4 TOP&BOTTOM I� I I II /2-/4 EW AT BOT _ L-- 1T 6" n •;yc- L e m - / EXTEND 0 BOTTOM EA. — — -------- J r—, , -�— — — --% -- — —_- -- R1 4" -- PI ~QY'. Z4 /65-8 2-BX XTEN -, VO 2 W 6 # I —— — —J D- UR o Z4 LILY 1E ."•+ �, —. IJ RI �' l tP°1 ''�T SEE DET 7/SD-1&2/SD-6 FOR HOLDOWN CONNECTIONS. -1 r J 1-#4 TOP&BOTTDM I 2 L'—i I I I I% I I 7 2. UPGRADE 4X4 TO 4X6®2X6 WALLS,U.N.O. QPQTESS/pN I I I I i I I PTD I g'-z 1 I I 1 '-6' I .' , rn y S B. ALL NA S In BE COMMON U.N.O. o ! 'f0 O L SEE DETAIL 4/SD-6 FOR HOLD DOWNS LOCATED AT INTERSECTING WALLS. 5�O Pt ARNF/ v I µ I I I _ f 0 t'7 Y 0t e5�0 C''yS EX.SNENESS AND SULFATE CONTENT OF ANAL SOILS MATERIALS TO BE in - J J I L-J J TYP. �- J T tl ° h ENGINEER.IF EXPANSNENESS OR SULFATE CONTENT NQ 4 B6 -------- -- --------- I I I -- — �tvb, �iS� TE DBYSOILSEN ————————— J RECOMMENDATIONS CHANGE.THE ENGINEER OF RECORD IS M BE E -31-07 a IMMEDIATELY NOPFlEO OF 7HE SOILS ENGINEER'S NEW RECOMMENDATIONS. _�DOJ I I 8 x12 corm.FTG. I sl CTV1L �w I I I 2- #4 T&B 2-0" 3-6 1, 2'-" 8 "i OF CAl1F�P PT I I D SIGNED BY OTHERS) pTp L J BS'-0" SIM L J I L J SIM, D W 3/4" ---- PT. SLAB BUILDING „ 7-TYPE 4 FS 4'-0" 11'-0" 7'-6° 7'-6" '-6" 3'-70° CHECKED METER CLOSET @ 15'-°" ''-6° ''-6" B. A. 22'-8" AIR E 28'-0" DATE o OPPOSITE SIDE NOTE NOTE JANUARY 18 2005 ri SCALE d 5" i6 AT 2'-8"t 1 4" = 1'-O" lY B FOR COMPLETE DIMENSIONING, a DIMENSION BETWEEN CALL-OUTS, FURR-OUTS & HARDWARE E. GARAGE DOORS SCHEDULE. REFER TO ARCHITECTURE I JOB No. o 85'-0" 85'-6" 83'-6" 84'-0" 79'-6' AND STRUCTURAL PLANS. BA341 A6 3/4" A6 3/4" 66 5/8" A6 5/8" A6 1/4" CRITICAL FOR INSTALLATION 0 SEE GENERAL NOTE 21 ON PTD ORA-PNK ORA-PUR ORA-SIL ORA-GLD GRN-PNK OF HARDY—PANELS. SHEET FOR STEEL REINFORCEMENT AT HOLDOWNS. 11OF14 SHEETS REVISIONS BY Q7 5/20/05 REV I;EPT EPN Q5/20/05 AD ON5 EPN 53'-0" 52'-0" 53,-0" 61'-6" 59'-6" 59'-6" 42'-6" 31'-0' 23'-6" 36'-0" 38'-6" 40'-0" 38'-0" 27'-0" 63'-6" 61'-6" 57'-0" 29'-0" 25'-6" 15'-6" BLDG.DEPT 04 1/8" A4 1/8" 04 1/8" A4 7/8" 04 3/4" 04 3/4"p3 3/8"A2 3/8" Al 3/4" n,2 3/4" 03" 03 1/8" A3" A2 1/8" �5" 04 7/8" d4 1/2» 02 1/4" �2" �1 1/8" Q3 7/15/05 REV.12 FM BRN-GRY I BRNBRN-PNK BRN-GRY RED f' PURPLE PURPLE WHT-BRN ORRANGE BLU-PNK ORA-GRY BLK-SIL BLK-PBLK-PNNKK� BLK-BRN GRN-YEL RED-BLK RED OLD-FUR GRN-NOC GRN-ORA RED-SIL ®7/15/05 AD FM I I 9 AT 3'-8"t I ' 3'-7"t 2'-6"t L 2•-3�6" 2 AT '-0"f I ' I I 18 AT '-1"t I I � I 1 6" REVISIONS AI` TYP. —� T '�TYR Al1/15/05 RAM A1T 41'-8' V-10" 26'-0" 36'-2" Y-9. 7'-0' 2'-5" S-8" 9'-10" 12'-4" 4'-8" 2'-0" 9'-0" 3'-8" 6'-2" 3'-2"a E 19'-6° 3'-4" 13'-4' ©12/23/05 ALTERNATE EPN SIGN a s 5-6 -0 4-2 a-1i 4-11 3'-0° 12'-2" '-6 AD/cuENr ® / REVISIONS S 2714 -2° -2" 3' 0" Q Of 06 EPN W 0 FT HT. 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Jill L - J 24"S.z 12"DR L J wa�SQ4 E.W?A�BOT. ° -- z-la roP&BDTroM 2-/4 TOP&BOTTOM /-ii4 AT 12"O.C. g W o ;.I PTD w/2-I4 E.W.AT BOT. _JI 1 L EXTEND 3'-0"PAST A EL. EXTEND 3•-0'PAST EA PANEL AT MID DEPTH 30° Q.z 12"DP. -4 TOP&BOTTOM49 1-14 TOP&BOITDM w/2 4 E.W.AT BOT. 24"SO.x 12"OF. "SO 12"DP. I kill I I I 42°S.x 12"DP. A w/2-#4 E.W.AT BOT. 1- TOP BOTTOM 2- .W.AT BOT. w/4-�4 E.W.AT BOT. 5 4" 22-0 2-6 2'-2" 4"S.x 12°D. "OQO 1 �1 1' 0 8'-10" 1'-7 8'-10" 1'-7 6'-10' -5 B'-8° 3 2'-8" - I I w}' �4 E.W.AT OT. I 2'-3 2'-3 2'-3 -f I I Il���llllll 30"SO x 12"DP. oD z i 30"s.x 12"DP. I I ��— J IL o� AT ACE - w/2-4 E.W.AT 3"S. 12 DP. W/2- E.W.AT SOTS _ 9 e e w�2-4 .W.AT BOT. IT ' 18' 4° s SHEAR WALL ANCHOR BOLT SCHEDULE 1a s° r — — -- -- — JL— N `?Ma `Gum �i SHEAR WALL TYPE 1/e 2-6" T-0" 1 --- -- ---- -- -- - - ----- ®1at LEVEL REMARKS MATCH LINE ,$•=6" -rJ•_Z' ---6•_6- ------ - m j _ MATCH LINE N� 1 3-2 -4 8-5 14,_O» 16-6 Qx 1p SEE S.W.SCHED.1/SD-6 A CE n Al"= 3 _ o <D 13 SEE S.W.SCHED.1/SD-8 OZ ® SEE S.W.SCHED.1/SD-6 01 on Is NOTE: SEE DETAIL 1/SD-6 FOR SHEAR WALL SCHEDULE- , +2 JpC'n PEOdiO.J B , -� SHEAR WALL HOLD DOWN SCHEDULE 's o rotAbe constelmll 'ueed d�o DI the a p0 g;a e oQROFEASSlOp4 r cs �:Dvs:0rs 01 such P R x^ ti s HOLD DOWN HOLD DOWN TYPE/POST 512E REINFORCEMENT 1 /^ SYMBOL AT FOUNDATION yv5 � Oo HTT22 W/4x s N0.C 9486 `� a Oi Hmz w/4x \ E -07 II HDOB W/4X EXTEND Y'0"POST EA HDBA&BOTTOM \�Tf UFICAI�F����P III Z4 T2/64-6 W/2-6X4 3-/6 TOP&BOTTOM P T. SLAB BUILDING 7 LEFT SIDE REVERSE-TYPE 4 EXTEND 6'-0"PAST EA.24. DRAW VO 24 T2/85-8 W/2-6X6 4-#6 TOP&BOTTOM FS EXTEND 7'-0'PAST EA 24. CHECKED \ NOTES: B. A. 1. SEE DET 7/SD-1&2/SD-6 FOR HDLDOWN CONNECTIONS. DATE O 2. UPGRADE 4X4 TO 4X5 0 2X6 WALLS,U.N.O. NOTE NOTE JANUARY 18 2005 ; 3. ALL Null To BE COMMON U.N.O. L�/� 0 FOR COMPLETE DIMENSIONING, SCALE a 4. SEE DETAIL 4/SD-6 FOR HOLD DOWNS LOCATED AT INTERSECTING WALLS. DIMENSION BGIWEEN CALL-OUTS, FURR-OUTS & HARDWARE 1 4" - 1'-0" 5. EXPANSNENESS AND SULFATE CONTENT OF FINAL SOILS MATERIALS TO BE TESTED BY SOILS ENGINEER-IF EXPANSIVENESS OR SULFATE CONTENT GARAGE DOORS SCHEDULE. REFER TO ARCHITECTURE I JOB No. O RECOMMENDATIONS CHANGE,THE ENGINEER OF RECORD IS TO BE 1}� •' M �ry AND STRUCTURAL PLANS. BA341 a. IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S NEW RECOMMENDATIONS. CRI I ICAL FOR INSTALLATION ION 0 SEE GENERAL NOTE 21 ON PTO 1 OF HARDY—PANELS. SHEET FOR STEEL REINFORCEMENT — AT HOLDOWNS. P 120F14 SHEETS REVISIONS BY Qj 5/20/05 -', EPN 05/20/05 &ONS EPN 53'-0" 52'-0" 53'-0" 59'-6" 52'-0" 59'-6" 59'-6" 59'-6" 42'-6" 31'-0" 23'-6" 36'-0" 38'-6" 29'-0' 38'-0" 27'-C" 63'-6" 61'-6" 57'-0" 58'-6" 49'-6" 24'-6" 22'-6" 07/15/05 R +� FM A4 1/8" L14 1/8" A4 1/8" A4 3/4" A4 1/8" L14 3/4" A4 3/4" A4 3/4-A3 3/8"A2 3/8" LN1 3/4" &2 3/4" A3" A2 1/4" L3" nI2 1/8" AS" A4 7/8" L�4 1/2" L4 5/8" A4 1/8" Al 7/8" Al 3/4" BRN-GRY �BRN-PNK BRN-GRY PURPLE BRN-PNK PURPLE PURPLE PURPLE WHT-BRN ORANGE BLU-PNK ORA-GRY BLK-SIL GRNT-NOC BLK-BRN GRN-YEL RED-BLK RED GLD-PUR PNK-PUR YEL-GRY BLU-GRY BLU-GLD ®7/15/OS FM 19 AT S-8"i 3'-7"t 2'-6't 2'-3"t 2 AT 0"t I I 1 18 AT '-1"t �, I L 6" REVISIONS I rYP. Tom— T � 7—T��nP. ® / / REV. 17 15 05 CLIENT AYT 4V-8" 5'-10" 26'-0" 36'-2" ALTERNATE ©12/23/05 DESIGN EPN 1'-9" 7'-0" 2'-5- S-8" 9'-10" 12'-4" 4'-8" 2'-0" W-0" 3-8" 8'-2" S-2'a CE 19'-6" S-4" 13'-4" AIR ACE 5- - -0 4-2 2'-O" 4- 1 4-11 S-D" 12'-2" '-6 © 01/06 /CUENr EPN D D 'FAIR 2 RFNSIGNS 3"0 FULLHT.PIP W/ 8 3"0 FULL HT. P PE W/ WELD STU S 4D 13 O.C. WELD STUDS 0 1 "D.C.- EMBED L 18 INTO 1 "SO.X24" '-6' PTD 10 EMBED 18"INTO 14" O.X24" 4 Q DEEP MIN.CONC. G. PTD 2 D Tl B II DEEP MIN.CON..FTC. --- --- - 1-�4 TOP _ 1 '-0" r--- Z ------ - i - 0 1/8.. ---- 24'SO.x 12"DR 30"SO.x 12"DP. Y w 2 4 E.W.AT BOT. z1. - Y RE -URN w/2-i4 EW.AT BOT. Z I r------- I - /- Q - w/2-#4 E.W.AT BOT. - WIDE CURB ( YP.) -- --- -'- 3 r I AT BLDG. 7 Q w 30'SQ.x 12"D. _ - -- _-_ _ II < r / AT 12"O.C. /4 AT 12"O.C. t5 3"0 FILLHT.PIPE W/ _ 30"SO E.W.AT BOT.L '�_"'I'-'I o• 31 L x »r - F ..� I 1. = AT MID DEPTH WELD 5 12"O.C. _ Q '- I Hi 30° Q.x 72 DP. _ _-_ _ - 42" x 12"DP. Z PTD EMBED 1 w t a"So-x2a" _ a Q W N I w/2 14 E.W.AT B I L --- - I 1-#4 TOP&BOTTOM i 0 - �I'I ao I ]l] I I I ® L V J V T'-TI' w/44 E.W.AT BOT. DEEP MI c c.FrO. c= 3 1- 4 TOP&BOTT M I _ pp a2"S z 12"OP. r I 4 AT 12"O.C. < 42"S.x 12"DP. i r 24'- �� Qo 1-#4 TOP B TTOM w/4-�4 E.W.AT BOT. AT-AH PTH I I I I _ 24"SQ.x 2"DP. I w/4- E. .AT 80 I - �' Z r %2- E.W�AT�BOT. t w/2-4 E. AT BOT. 1-�4 TOP BOTTOMt—f _ U-G Y Q W. L m - i 42/ EW"AT B a L_ sf--- L ---I I w a-4 E.W. BOT --- 4._6" is L- r ., L z - - °' tI 420 S x 2"DP. V r I fl PTD RED 1"LK n�o I 1 1 T„ '� I I /' I I _ —- — w a-4 E. .ar Bor. TT , 2 X 12"DP. __ 24" x 12°DP. ~ n x V N 24" x 12"DP. L.W.Al Id)I _ _I _, I I 48 .x 12" P. I v V % I I—— —— [- w/2-4 E.W.AT BOT, N Q 3 �;o o I I w/2-4 E.W.AT BO. I I I I = II�cr I/� I _I ® I I �w -4 E.W. BOT. I I r• - 30"SO.x 12"OP.� w2/4 4 .W"AT BOT w/-"E.W A T LIT.- I I = I -J I I I I 1 w/2-4 E.W.Al B - I ° L. 1-4 TOP&BOTTOM o o n m NCI J r J%z--#4 E. ?AT Bo 1 I I I I I Ig I N a o _ 42" x 12"D I,,, I °°Q z 30'so.x 12"DP. w/4 4 E.W.AT r. W/2-y4 W.AT BID. I I % - I I I I 1 - I I IN I 8" �, o N 3 `�jJ W 0 r _ [ a <Q o W 00 C�2 I I I I I I I I I L _ - I ® I I: I CRACK CONTR L INi ' I I w/ 4IE.WI A BOT� n a �'� Eby CC) O B -I L- --- -- -- -- ------ : L -- --J -- -- --- J 4J r—� r c) co U tz�"sg.x 12'DP. I I -0-� © nP. v — F E�Rcgr v w _/2-�4 .W?A BDL I I I 2-r4 E .AT 80.� ( t' 31 9 �� T T 24"sQ x 1Q'dP. w d I I I I _ PTD .2 E.W"AT B . I I w/2 4 EWE AT BO. iJ a I-- Ir I [a TOP&BO L J I r -- ------ 04 W r 30" Q x 12" 3(f SQ.z 72°Dp. Z o P' r n w/2 14 E.W.A a r. I I 1= I w -ya w.AT%OT.I I I I I I T o= o Z io\o 24"SQ.x 12"DP �azl, i w/2 /4 E.W.AT B T. I I 11-#4 TOP&BOfTO � 7-, I I I I I SO.lx W"D. �I I I ® 4 f 1 24 4 x 12" P. E I i I I Cj I i 1 D M x w 2-4 E. 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' . n _ z m + 24"SQ.x Q'D. 36"SO.x 18" '° ----- -- -- --- -- ---- -- , _ I ®Qo m c PTO I w/2-�4 E. 1 AT OT , I EMBEDMENT N I I I - - -r- `- - -- - �-- - - L of w 3-4 B.E.W. 1 38'-" _ - "o tl W lFh t� L. �. J L J 24�sQ.x iz D. °� a _ 24"S.x 12"OP. w 4 E.W.AT EOT. a � z-{a TOP&BorroM 2-4 TOP&BOTTOM /-� prp w/2-4 E.W.AT BOT. EXTEND 3'-O"PAST EL. —J I 1-�4 TOP ExfEND 3'-0'PAST FA.PANEL 30" Q.x 12"DP. qq 1-1,4 TOP&BOTTOM w/2 4 E.W.AT BOT. -#4 TOP&BOTTOM - x I I I I w 45p4 E.W"AT BOT. ~r 24" x 12"DP. "SO 12"DP. o n w/2-�4 E.W.AT BOT. 1- TOP BOTTOM 2-# .W.AT BOT. 5' 4" 22-0 12-6 2'-2" "Q o "S .x 12*DP. 1' 0 8'-10. 1'-7 8'-10" 1'-7 W-10' '-5 8'-8" 2'-8" I I w}' �4 E.W.AT T. I 2'-3 2'-3 2'- I 30"SO.x 12"OP. r, 4 -4" iv I 30" J, L w/2-N4 E.W.AT BOT. =I oom W AIR ACE - : w/2-4 E.W.AT 3" 12"DP. 00 I xei2°DP.o - w�2-I4 W.AT BOT. I I— I .. .. > I _ r SHEAR WALL ANCHOR BOLT SCHEDULE 1,A �I_� J > SHEAR WALL TYPE MATCH LINE - 2'-6" 7'-O" , -- —18'-6---- — -- 5'-2" —__6,-6- - c, '/ uJ N0. O lsi LEVEL REMARKS - MATCH LINE r 1 5-3 3-2 -4 8'-5 16 r- 1-{4 TOP OTTOM o t2 SEE S.W.SCHED. 1/SD-6 w w� YO 73 SEE S.W.SCHED.1/SD-6 ZO SEE S.W.SCHED.1/SD-6 -,��„-,;r__;,.,. 3ASSJCIATEa,INC. m•ppP ' -,��r' SUANC NOTE! SEE DETAIL I/SD-6 FOR SHEAR WALL SCHEDULE. MIN. H L 4 aAT P:ezn TT=;ie�vad for adr� ,ca to the SHEAR WALL HOLD DOWN SCHEDULE d,rd- DT: D i6 z P r9 QPOFESSlpy HOLD DOWN HOLD DOWN TYPE/POST SIZE SYMBOL AT FOUNDATION REINFORCEMENT ..,.e C. p.B I T9 0i a p IR tit based On �y T p '1S SC n f t LOn ne PP!i—°lt�oe �`m OD HTT22 W/4x ,o or nc ntic Ds,rni presumed to Olve r ND.C_OA'B'6 PP•Ca-. 0 HTr2z w/4x �...a.c the P,ovislcns o1 such 1 E -07 -:,des s7a�.L•e a,.o. �j CI v1L �p II HDOB W/4X t-I4 TOP&BOTTOM EXTEND 2'-0"PAST EA.HDB0. 'OF CA7.1E III Z4 T2/64-6 W/2-6X4 3-06 TOP&BOTrOM P T. SLAB BUILDING 8-TYPE _ 4 DRAW EXTEND 6'-0'PAST EA.Z4. VO Z4 72/85-8 W/2-6X6 4-#6 TOP&BOTrOM CHECKED EXTEND 7'-0'PAST EA Z4. B. A. NOTES: DATE o 1. SEE GET 7/SD-1&2/SD-6 FOR HOEDOWN CONNECTIONS. 2. UPGRADE 4X4 TO 4X6®2X6 WALLS,U.N.O. NOTE C NOTE JANUARY 18 2005 SCALE 3. ALL HAILS To BE COMMON U.N.D. �y 0 FOR COMPLETE DIMENSIONING, o 4. SEE DEFAIL 4/SD-6 FOR HOLD DOWNS LOCATED AT INTERSECTING WALLS. /D�IIMpE�/N�SION BETWEEN CALL-OUTS, FURR-OUTS & HARDWARE 1 4" = 1'-0" 5, EXPANSNENESS AND SULFATE CONTENT OF FINAL SOILS MATERIALS TO BE GARAGE DOORS SCHEDULE. REFER TO ARCHITECTURE JOB No. o TESTED BY SOILS ENGINEER.IF EXPANSNENESS OR SULFATE CONTENT AND STRUCTURAL PLANS. BA341 RECOMMENDATIONS CHANGE,THE ENGINEER OF RECORD IS TO BE �I w' IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S NEW RECOMMENDATIONS. CRL L ICAL FOR INSTALLATION 0 SEE GENERAL NOTE 21 ON PTO OF HARDY—PANELS. SHEEP FOR STEEL REINFORCEMENT P T—4E AT HOEDOWNS. 1F 13 OF 14 SHEETS REVISIONS E1Y Q1 5/20/05 �.DEPT EPN -- — -- — -- — — _ _ taM -�_ 10-5" " -- �-----� - L _-,-_�-_--- -- _ / / REVISI a EPN 5 20 05 MATCH UNE 2'-6" T-o° 1 -- 18'-6" - 5'-2" 6'-6" ---t*- a - ----MATCH UNE Q3 7/15/05 �',2DEM FM 1 8-5 16 r-'-' a 1-#4 TO TTOM - r 2 ® AI CE K e o ®7/15/O5 REVISIONS FM © 24"SO.X 12"OP. Q o -_- 24"S0.z 12 OR w/2-#4 E. AT BOT. 24°S.x 12" �C w 2-4 E.W. BOT. �! �v CLIENT PTO I 7 I i 4 AT 12" C. ®11 15 OS �y A1T"i 24" x 12"DP. l ` 1 w 2-4 E.W.AT BOT. _ I / w/2-$4 E.W.AT E F- /j 1 Yg F- 1 IF `m w SI AT MID DE o\c+ © uiERNAiE 15 _ .I"Z 12/23/OS SIGN EPN .NLF J r _ © Oi/O6 AO/cuENi EPN I I STAI 1 4 $ 'T %0 REMSIDN4 O\H Q 3 U ( I CK CON OL JOINT , w/2- E W.AT B �- --'� I � r ,24"S.z P. _a .: HOT. c u n n x 1-4 P)§ TiOM -I I I I I w/2 }� E.W.A - -- -- - - .:. :,I J w 2-4 E.W?AT HOT. J 4I SI] .. . °f SLOPE 1 - �:.. .. Z_ 30 SQ.#4 x 12"T H PER AlI I T-Z -- I r t _ I - Q w -/4 E.W.AT HOT. II 24"SQ.z 12 DP. I II o o I 30" L" z 12" P. - 30"S0.z 12°DP. w/ 4 E.W. T HOT. - w 2-4 E.W.AT r I L __ J L_ t 1201 I I N z w 10 Q 1-IF TOP&BOTTOM 0 ll l - 36"SD. x 12"DP. I PTD 0 2 4 TOP 80Ti0M __I tg m SLOPE I w/3-Lf4 E.W.AT BIT ��II I 3b"S,x 12" END 3'- PAST EA. PANEL. I n'y PER AR I OMIT IF ALL IS R OVED' w�' }4 E.W.AT 60T. I 0 3 ; CK CO OL JOINT I - _ 2'-0" �7 0 o e7 - P70 - -I 1 -- -- - il_l_Wl2-j4 3"S0.x i "DP. �- I�- = 1 RED-ORA I I IE.W.AT HOT. -J ---- I x 12°DP. B" w/-}F4 E.W-AT BOT. II I cu a-p. I I I _ L - - -- -- -- -� L SIM. 1 #4 TOP&BOTTO� -- I c o i 30"S z 12'DP �� I '-g" 15 I w/2-# E.W.AT OT. I -- -- _ I SEr CH. L-J - 30" 0.x 12" P. 1 i H W 0"S0.x 12°DP. 24"S0. 12"DP. w/2 4 E.W.A HOT. a ,D i n ;�d /2-#4 E.W.AT BOT. O I i i II w/2-�4 W.AT BO. - E-+ L2 W r- W C\2 }P4 TOP BOTTOM I I y SLOPE I RACK CON VOL JOINT ,< j _ 1 42°S .x 12 DP. I " a ,n LU L� TEND 3' 0"PAST EA.PANEL. I PER AR 1 j 1 w/4- 4 .W. T B T.� 1 I .® o �-I O 02 CO aD ao 3 I � 'S0.x 1 DP. !�, R w -#4 E.W.AT HOT. 6� I' ' ` m 24 S0.z 12"DP. I M 3 L o Co co W/-4 E.W.AT 80T. it I ( _ _L- --- 30'S0.JX DP. .:, ;��� U w/2-y4 T BOL I M i -- -- /4-#E ."A Bo.� - Tn NG� ��I"� E-W 1r�--I ir !,Top&BGTTO -' O I—J TOP&BOTTOM _ Z 0 A 9 w T4 E.W.AT HOT. i I I L rT�, z 2 4 TOP BOTTOM I I a PTD I I I -0 6'-4" ^ 04 a �Q E END 3S-"PAST EA. PANEL. SIM. CR CK CONTR L JOINT I o I 7-4" o\z to O PTD - -PExPE --1` +_ Zp- I SIP. I4_�C� InGm v pip I I PTD II W -14 TOP BOTTOM is 4 ...... .. 14 TOP&BOTTOM a Rom, ® WHT-PN 0 O' \' I I -4"1 2'-5"f 2 AT 3'-2"t �_� z 0 3 38'-6" 27'-6" o\i a�Fs S��z�Nw�ci PTD -- - -}"IT 8�3SIL -BRN v"i �mosW?� Qz °° T` -- -- Sua E II `CR CK CONT L JOINT 2-0' I `� PER R TYP. 00 �W z�1¢riz zEcc2 1-TP4 TOP&BOTTOM - �� r-� q�E i.AT HOT. ® I I 5 - PTD w �aEofyoo&w 78°S0.z 12'DP. - -- --J ---kOZ -- I I \ / `�"' o-xw�AaF-- \ =U�K�1—'' p3Wz iv - - _-- --_ --- _ ��__- ---.-J -_ -_ _ - zvai o�wsoao?I-go 1 71 _ 2- TOP&BOTTOM -j I ^ I I I -- -- T�YP'.(AS S OWN) / // EXTE D 3-0°PAST EA PANEL ® II I V I II CRACK ONTROL JOINT '_5. 24 S0.z 12'DP. �--T � f/1 r w -4 E.W. T 80T. H Pro 1 ' I I II III ER ARCH 2�2 S'dIE'?AT e0T ® 2'-0" I 1 24"S.z 12"DP. I O V /2-4 E W.AT HOT L-- -J - 1-#4 TOP N^ 18"SQ.x12"DP. J -- -- -- --- 2- TOP&BOTTOM I 1- TOP& OTTOM I I I I w%2-# E.W?ATOi. o I e SHEAR WALL ANCHOR BOLT SCHEDULE ,�1) EXTE D 3'-0"PAST EA.PANEL. II �.24 S .x 12 DP. I II m F I oG� N0. SHEAR WALL TYPE REMARKS E.W. T DOT. fT ®1st LEVEL SEE S.W.SCHED.1/SD-6 44 TO 1 -- - SLOPE I _^ -' -1/fI J —— L J—— I j N •"� 73 SEE S.W.SCHED.1/SD-6 -� C -- Z' ER ARCH i II I I zQ ® SEE S.W.SCHED.1/SD-6 PIP W CRACK CONTROL J NT I I 10 W 2-(J TOP&BOTTOM III�0 II _ .I I I I PTD NOTE. SEE DETAIL 1/SD-6 FOR SHEAR WALL SCHEDULE A �T ` — -- — -i -- 0D -- -1 -- -- I 1a°so.x Iz'DP. Lpl —— —— J L__ __ __ ___J ( j 2 x 12"DP. SHEAR WALL HOLD DOWN SCHEDULE N - -- --� -_ -- _- -- __ __ __ -- _ - w 4 EW.AT HOT. HOLD DOWN HOLD DOWN TYPE/POST SIZE REINFORCEMENT 2'-O' I 1- TOP& 01TOM I I I SYMBOL AT FOUNDATION ® II I� CRACK NTROL J INT I W4" 0.X . P. I 1 I O HTT22 w/4x N `O Hfi22 W 4X SLOPE _ _ ~� PTD I II -> u HD08 W/4X 1-/4 TOP&BOTTOM 71 0O PER AN H 1 24"S0.x 12°DP. BOTTOM 1 L J 1 4 T - EXTEND 2'-0"PAST El HDBA 24"SO.x 12"DP. 2'-0" I 2"SO.x 1 "DP. _ 24 x 12"OP. .� - S'jA A Es,ly f Z NI Z4 T2/64-6 W/2-6X4 3-/6 TOP&BOTTOM w/2-4 E.W.AT HOT. w 2- 4 EA AT HOT. I OP BOTTOM I I w/2-�'4 E.W.AT BOT. e " � ."" EXTEND W-0"PAST El Z4, 1-4 TOP&BOTTOM I- I /2-4 E AT HOT ,gym W 1 —— —— —— 17' 6" ,pM W. A Z4 T2/85-B W/2-6%6 4-/6 TOP @ BOTTgA_ i x �_ �-------- J - L- - - -- -- Al4" Q>. n PV E• to a N - a. L ExE D _ a 7' 0"PAST EA z BE, 8 �„,�� 1 '1( 4 —J 144 TOP&BOTTOM L_I x '.Il 0 .ty a do 5 i SEE DET 7/SD-1&2/SD-6 FOR HOLOOWN CONNECTIONS. 1 2 I 1 I F � I II ` Gan T h2 2pip e�G1 'y.IfP�ADE 4X4 TO{X6 0 2%6 WALLS,U.N.O. L-_ _J L-J _____J j I 9-2 t I 13'-6° I u, r ans s h eea,, Ls TO BE COMMON O.N.D. QROFESS/py °''° PTD I 'v I I I j t J p P any V `IOn OP he .} .E7AIL 4/SD-6 FOR HOLD DOWNS LOCATED AT INTERSECTING WALLS. —————— ———— TYP. I L—— ' kr ;y "Ce No a rru press tl to'FP'O`. �P )RNf,�fm L———— 1 I Ur y 1 :2 Or can,el ti`2 O:OVIS '.;5.,:TESTED BY SOILS AND SULFATE CONTENT VE FINAL SOUS MATERIALS TO BE 4 l SOILS ENGINEER.IF EXPANSIVENESS OR SULFATE CONTENT ,; S .3UCS Sn" Ja 3 RECOMMENDATIONS CHANGE,THE ENGINEER OF RECORD IS TO BE r^ I i I r IMMEDIATELY NOTIFIED OF THE SOILS ENGINEERS NEW RECOMMENDATIONS. li'� N0. 0486 X12 CUNT. FTG I I 'I EXP. 31-D7 I I 0 8 I I 2-y4 T&B 2-o' Y-6° 2'- -0. BAlt I 2 PT I D SIGNED BY OTHERS) pip CICA L_J 85'3/ SIM L,-J. I L_____J _OF CA �6 3/4" '-3 4-0 L�-----� sIM. DRAW ORA-PNK 4'-0• IV-0* 7'-6" 7'_6. 6" 3'-10" PIT. SLAB BUILDING #8—TYPE 4 FSW o METER CLOSET @ 15'-0" 7'-8" 7'-6" CHECKED 22'-8' AI 28'-0" B. A. D OPPOSITE SIDE CD NOTE NOTE JANUARYA18 2005 4i 6" i6 AT 2'-8"t 0 FOR COMPLETE DIMENSIONING, 1 4 SCALE _011 a DIMENSION BETWEEN CALL—OUTS, FURR-OUTS & HARDWARE 85'-0" 85'-6" 83'-6" 84'-0" 79'-6" GARAGE DOORS SCHEDULE. REFER TO ARCHITECTURE JOB No. O _ z�V6 3/4" N 3/4" A6 5/8" �6 5/8" A6 1/4" AND STRUCTURAL PLANS. BA341 ORA-PNK ORA-PUR ORA-SIL ORA-GLD GRN-PNK CRITICAL FOR INSTALLATION 8 SEE GENERAL NOTE 21 ON Pm OF HARDY—PANELS. SHEET FOR STEEL REINFORCEMENT T —�T AT HOEDOWNS. 1F+ 1M- 14 OF 14 SHEETS 01/20/2006 12:06 9092960534 LEIGHTON PAGE 02 ` Leighton and Associates; Inc W M�Ma 1 2 rsAw:n.: !R(,,r ^)4unb PROJECT MEMORANDUM To: FF Development, LP Date: January 16, 2006 5510 Morehouse Drive, Suite 200 (Revised ry 19, 2006)�-- San Diego, California 92121 P o 092-003 SkNG4 f Attention: Mr. Rob Graham 9 s -c No. 67160 From: Arasan Singanayaham, RCE 67160 EX . s� CIVIL art Subject: Revised Foundation Design Clarification, Proposed artments, Lot 257 of Tract 25479, South of the Intersection of Ardenwood Way and Highway 74, City of Lake Elsinore, County of Riverside, California Reference: Leighton and Associates Inc., 2005, Geotechnical Investigation, Proposed Ramsgate Apartments, Lot 257 of Tract 25479, South of the Intersection of Ardenwood Way and Highway 74, City of bake Elsinore, County of Riverside, California, Project No. 111092-001, dated March 24, 2005. P,PPi-LOVED In accordance with your request flisei to �}` ssociate Inc., is presenting this revised memorandum addressing �ffih�an8tiV.made by Mr. Bob Quane of Scot Pazekas & Associa Inc r the subject re ntial ko t. Based on my telephone conversation wi �,I� geatechnical engineer of record on this ptTcs ec`€to' e f lit i'e s1�at rC if i ff r�fi',NPt�L�equirements for minimum <,�.F of.s ono r �na:'1 e. �sth .r a n is embedment (Page fl. V o ,,the,ref�re_p'sec g ovtec pr j�p� ojeci geotecl�nical report requested the st cshl�alJabsign6raWlfbJ1b ardJVQtequ', ents for minimum embedment (Table 18- I c)' The issuance or granting of g g a permit based on approval of these plans shall not be construed to Based on my t c�k� n�rersatCorar4yitkiideltid aLf�i> to I�nr��#eEr�gizaeering Inc., and the information proiRis to i t �ortk& r'iocon�,t uc stand that the structural engineer has uti ��pugj inches em�m 'rtt(vmeasurefro�adjacent lowest soil grade) for exterior beams and 12 inches erbedment for interior beams (measured from the top of the slab). The effective depth of embedment(the footing depth measured from the bottom of the slab) is less than 12 inches for interior beams. Thus, we requested the structural engineer to use a reduced bearing capacity of 1500 psf with a minimum embedment depth of 6 inches. The fax tranmittal received on January 16, 2005 confirmed the interior beams were design utilizing a 1500 psf bearing capacity with specified embedment. 41715 Enterprise Circle N.,Sufte 103-Temecula,CA 92590-6661 961.298,0530-951.290,0634•www.leightongeo.com 01/20/2006 12:08 9092960534 LEIGHTON PAGE 03 111092-003 January 16, 2006 (revised January 19, 2006) According to the structural engineer and based on our review of site conditions, the UBC'Tab1'e' 18-I-C does not need to be followed for the foundations for proposed buildings. From a geotechnical standpoint, it is our professional opinion that the foundation design comply with our geotechaical recommendations (bearing capacity and potential differential settlements), and considered suitable for the proposed residential structures. The statement made regarding the UBC Table 18-1-C on page 14 of the project geotechnical report does not apply for the specific type of foundation designed for the subject site. We understand that Mr. Quane wanted us to clarify the subgrade reaction(k Value)value used in the foundation design.We had recommended a subgrade reaction value of 100 to 125 pci for very low to low expansive soils(Table 2 of the project geotechnical report, Leighton and Associates Inc.,2005). Based on information provided by the structural designer a k value of 100 pci has been used in,the design, which is a conservative value comparing to the recommended values). A fax transmittal verifying the k value used in the foundation design provided by the structural designer is attached with this memorandum. If you have any questions regarding this memorandum,please do not hesitate to contact this office. Attachments:Fax Transmittal from Beat Arnet(Arnet Engineering, Inc.)to Arasan Singanayaham (Leighton and Associates Inc.),three pages, dated January 12,2005 Fax Transmittal from Beat Arnet(Arnet Engineering, Inc.)to Arasan.Singanayaham (Leighton and Associates Inc_),two pages,dated January 16,2005 Fax Transmittal from Beat Arnet(Arnet Engineerin&Inc.)to Arasan Sinrganayaham (Leighton and Associates Inc.),two pages, dated January 19,2005 Distribution: (1)Addressee(mail and fax 949.206.1991) 01/20/2006 12:08 9092960534 LEIGHTON PAGE 09 01/19/2006 15:33 ARNET F-NGINEERING 714 3?98024 3 195129605:34 NQ.661 P001 ARNET ENGINEERING, INC, 1577 North Maim Street, Suite A ()range,CA 92867 (714) 379-3789 fax: (714) 379-8024 e-mail:beat@ atnetenOeering.c'Qln FAX TRANSM nAL COVER SSEET FAX TO: Leighton FAX NO: (951)296-0534 ATTN: Arasan Si aganyaham. ]DATE- 1119/06 FROM: Beat Arnet TIME: 1:30 pm FROJRCT: Ramsgate in Lake Elsinore, CA Total number of pages is 2,includiug this cover sheet (please call if you do not receive all pages, or if transmission is Blegible). MESSAGES/COMMENTS: Deal'Arasan: Tbas letter is written to address the k-value.The attached sons report Table 2 shows that k values ranges from 125 to 150 pci. In our Post-Tensioned Slab-on-Grade design We used conservatively 104 pci. Call me if you have any questions, c c: Rob Graham (Fairfield)Fax(949) 2W 1991 Tom V"Orpe (VCA) Fax 978-9929 NO, C 486 E 7 CIO- T�OF CA1�4�4 i I i 01/20/2006 12:08 9092960534 LEIGHTON PAGE 10 01i1g1�006 15:33 ARNET ENGINEERING 714 3?98024 4 19512950534 NCi.661 D1 2 �t f 111092-002 Match 24,2005 is DR Mi po -T sio n nsion potential(USC J.8-x) veosign Criteria yam,LOW Low Medtum E1=0-20 EIs 21-St} El-51-90 l✓dg�Moisture Center Lif): 5.5 feet Up Variation, Lift: 3.0£eat Differential C.entea Lift: 1.25 inches 2.0 inches 2.�inabs8 Swell.,Ym Edge 11ft. 0.4 inches 0.4 inchazs 0.8 niches Modulus of Subgmde Reaction(k) 150 psirin t2S psirrn 125 psi/in Plasticity lu,dex Nop Plac 15 25 Mininruxn Perimetez Pooh 12 inches 12 inches 18 inches embedment Depth L x Uptimum 1.2 x Opossum optianumMoisture Moisture Moisture Coutmt zagContent to 6 inches CnutGnt to 12 to 15 inches inches Two indies of sand over a Tamil vapcA zaducer(Visquee Underslab Trwtna� or apivadaj)over an additional two inches of sand (1) Deptls o£cxteiYor footing to be m asured from lowast adjacmt finish 0&or drams sovale flowima rclevatian(im than 5 fees I&W 11y from feting.Per code)' ; (2) LW4 area slabs should he tied too thr fnoti as b3 >: (3) Dcta of ea:p8nsion Giwk cocltrol Job for PT P Equival�aat of 30 or gzeater. (4) Underslab treaWx1't sand should have a Saari .3 `AE + 4s �t �a 01/20/2006 12:08 9092960534 LEIGHTON PAGE 07 v l. riU'curio .L.J-UJ HKIVtI t!`IL7114�tttiNU '/14 ,S'f`,itie�4 3 1'��1�s3fi�534 N0.625 9001 ARNET ENGINEERING,INC. 1577 Nofth Main.Street, Suite A Orange,CA 92867 (714) 379-3789 Fax: (714) 379-8024 e-mad: beat@ arneteugineering.com FAY,TRANSMITTAL COVER SUET FAX ' O: Leighton FAX NO: (951) 296-0534 ATTN: Arasan Singanyaham DATE: 1/16/06 FROM: Beat Amet VA TIME: 1:30 pm PROJECT: Ramsgate in Lake ElsiuOre, CA Total mm Iber of pages is 2, including this cover sheet (please call if you do not receive all pages,or if transtni.ssion is illegible). MESSAMICOMMr S: Dear.Arasan: This letter is writtea to address the revised ulterior soil bearing pressure, Since the imterior overall beam depth,is IT' only 1,500 psf is allowed. Refex to attached calculation sheet 2 showing an allowable load of 5.79 klf which is far greater than the 2,000 plf actual interior loads(U.N.O.). Call me if you have any questions. cc: Rob Graham, (Fairfield)Fax(949)2W1991 Torn VanDorpe (VCA) Fax 978-9929 ��eP�F AS/pyl a NO 4 7 ' s CIVI r of CA��, 4 -SJ I 01/20/2006 12:08 9092960534 LEIGHTON PAGE 08 alit lo/4XVin iz) HKNtz 1 t!v 31NEEN INU 'r14 JYtJU1424 19512960534 N❑.625 P002 • i FiIRNET ENGIN��R�NGrlNC 5" Calculations Remagate Apartments Lake Elsinore,CA Fairfield Development Moment Capacity of 50 Slab M=Stress k 3x ; where stressa(6 fc+P/A) = 370 psi 12" Leff. Sx=(b x &2) 1 6 (12xW) / 6 = 50 in2 M Flange nt (0.37 x 50) / 12 = 1.r>4 ft•k Since the,Moment at slab intarsectivrt is also equal to (wLA2) 12 where L_—L eff. Wve for Left. using maximum allow soil pressure of 2,500 psf ` I Laff.=((1.54x2)12.5)A0.5 = 1.11 t"t E%Wlent footing strip = 1.11 ft + 1 #t = 2.11 feet Total allowable bearing oapaelty for exterior beam z 2.11 feet x 2,600 psf 4.131 kit Load of 3-Story Building, Interlor Footings For interior beams use 1,500 psf 10 U allowable soil bearing pressure Mtn• since they are only 121, overall deep. S e 1 Leff. L effective= 1.43 feet I equivalent footing strip = 12/12 + 2x 1.43 feet = 3.86 feet AlloWabie load en interior footingl foot ; 5.79 ldf_ Page 2 01/20/2006 12:08 9092960534 LEIGHTON PAGE 04 ARNET ENGINEERING, INC. 1577 North Main Street, Suite A Orange, CA M67 (714) 379-3789 Fax: (714) 379-8024 e-mail: beat@ametenoeeriug.com FAX TRANSAUTTAL COVER SHEET FAX TO, Leighton FAX NO: (951) 296-0534 ATTN: Arasan Singanyahaaz DA,.TR: 1/12106 FROM: Beat Amet } TM: 6:00 am PROJECT: Ramsgate in Lake Elsinore, CA Total,number of pages is 3,including this covey sheet (Please call if you do not receive all pages, or if transmission is illegible) MESSAGES/COMMENTS: Dear Arasan: This letter is written to address your attached letter dated January 11, 2006. The allowable soil bearing pressure is 2,500 plf.Having a 12" wide exterior footing would allow a 2,500 plf perimeter load if flange action,of monolithically poured 5" SOG is m glected. If flange action is used a 4,610 plf perimeter load is resulting(sec attached calculation).However,just using the IT' footing width is providing enough support forthe Less than 2,500 plf perimeter load. 18"exterior embedment(24"miu.overall depth)for the peruneter beam is structurally suf£iciew.We also have 145 bottom bar in all the exterior beams. The 12"overall deep interior stiffening beams are providing enough stiffness to control the the vertical differential move nmt of V in 40 horizontal£eat. U13C 1997 Table 18-I C is not applicable for Post-Tensioned Slabs-on Orade or any other engineered foundation. It is only applicable for unengincered foundations. Call.me if you have any questions. cc: lob Graham (Fairfield)Fax(949)206-1991 Tom VanDorpe (VCA) Fax 978-9929 i r 01/20/2006 12:08 9092960534 LEIGHTON PAGE 05 -VJ ' Lc+ Uww U r-4Ld n1\1vL'1 U 11UIIVCCf411YU fl'{ Jf70KJe14 j:7jjd 0n'1Z)J4 MJ.b12 WOW 5" Caiouiations Ramsgate Apartments i ARNET EN6INEERIN6,ING take Elatnore,CA Fairfield Development Moment Capacity of 5" Slab M:=Straes x Sx ; wh®re Stress=(6 fo+P/A) 370 psi 1211 Leff. Sx=(b x dA2) / 6 = (12x5^2) 16 = 50 1n3 M Flange = (o.v x 50) 112 = 1.64 ft-k 31nce the Moment at slab intersection is also equal to (wLA2) t 2 where L=L Off, Solve for Leff. using maximum allow spli pressure of 2,500 psf 1.54x2 /2.5 A0.5 = 1.11 feet LOff {{ ) ) Equivalent footing strip = 1.11 ft + 1 ft = 2.11 feet Total allowable bearing capaolty for exterior beam = 2.11 fret x 2,500 psf = 4-61 klf »> Load of 3-Story Building. lnterlvr Footings 100 Mtn. - r L effective- 1-11 feet I off. 2" L elf. 1 Equlvalent footing strip = 12J12 + 2x 1.11 foot a 3.22 feet 1 Allowable load on interior footing/ foot = 8.05 Kips I I i I Page 2 01/20/2006 12:08 9092960534 LEIGHTON PAGE 06 VJIV 141144100 dti:1d HNNL I LNla 1 NLhK i NU Y14 3798024 4 19512960534 110.612 9002 g092960534 LEIGHTON PA(QE A1/02 91I1112005 19:01 903756@534 Fax Transmittal Leighton and Associates, Inc. A IEtGHTON DRouP COMPANY ion is intanded-ndely for The attached documentenfi a ncontairl amed as the-Recipiaarjflal trrr be ow. if you are not ormcOOn. This tthe intended ramp 9nt, be use by the individual Or tY or USi1 of the Contents onth19 ti8b5 �� � aware that any disclosure, CWW19, distrsbution. loess immediately fY Y pronibited, ff you have received this Vanslnlesion in error, p so we may arrange to relieve this tronsmissivn at no cost to you. Date; January 1 i, 2006 Project#: 111092-003 R60090t: Mr. Beat Arnet , and Mr. Rob Graham Company: At-not Engineering Inc., and Fair Field Development Fax Number: 714 379 8024 & 949 206 19131 Sender. Mr, Arasan 5ingeneyaham, RCE SubjWt Clarification regarding minimum footing embedment Beat, Bused on rely telephone conversation with Mr. Bob ttuane of Scan made onJAssociates Inc., I understand Bob would like to verity our state our project geetechnical report"UBC minimum embedment requirements should be followed (Table 18-I-C)". Can you provide a m®mo stating that your design oomply with the geotechnica! design parameters (I.e. the bearing COPQOW, settlement) and does mat need to meet the USC minimum embedment requiroments, sti that I can respond to Mr. Bob Quane's comment. Total number of pages (including cover sheet)' 01 original will 1 will not X follow SAX g51�9i3 4634 ■ 41715 Enterprise Ci[vie N,,##1 o3 a Tafiocula,CA 92590-SW V 961,296.0630 ■ i r Www.�g1911tOn�9000m ■ i 1 —