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HomeMy WebLinkAboutGRAHAM AVE 501_BLDG-2016-1465 \N AUTODESK. 6a.P' fia-0" FEAR ALL7DIRT RENTED CHAIN LINK\ OWNER-TIMPER/CRISHAL --—-.-— --—-- -—- —-- GENERAL REQUIREMENTS* MAIN ADDRESS: I I www autotle9k coMreWt 2501 W 237TH STREET, STE C A. GENERAL: TORRANCE, CA 90505 °OAR 1.ALL STRUCTURES SHALL CONFORM GARAGE UNDER GROUND ELECTRICAL FROM GARAGE MAINPANEL ADDR# TO THE 2013 EDITION OF THE CRC, CBC, REON LIGHT 6 '° [3s i12 CMC, CPC, CEC, CGBC AS WELL AS LOCAL LAWS Conwka"' ALTERNATE ADDRESS: a sso 3F 19'.8- Address 18530 DORMAN AVE 3%BLOPETM" ' UNOERGROUND AND ORDINANCES HAVING JURISDICTION. AddreBB Address TORRANCE, CA 90504 ELECTRIC CONDUIT Phone SEE NOTE HUNG +°-+ SCOPE OF WORK: WIRE Consultant APPLICANT:GENERAL CONTRACTOR, SE-CE ° ° g REBUILD GARAGES DEMOLISHED BY THE CITY Address LIC. 957530 B GARAGETO MH °'° y OF LAKE ELSINORE. 5 GARAGE REBUILDS- actress to e STEVE TIMPER G. C. °"-a'6'"' 20'X 20' BASIC GARAGES AND MERGE THE LOT Phone 2501 W 237TH ST, STE C SAGE WITH THE ADJACENT LOT TO THE EAST WHERE DRAINAGE PAVERS CORSDRan TYP SEE NOTE] t TORRANCE, CA 90505 THE 5 UNIT DETACHED APARTMENT Add ass NEON L!°"T ADDR# COMPLEX EXISITS AND IS BEING REHABED Add u° 1AIB CF OF CONCRETE 5'THICK OCCUPANCY GROUP OR CURRENT ZONING: °%"PETYP-> ' 70h� UNDER LE PERMIT 15-00000092 Phone UNDERGROUND s47uF 2 CAR GARAGES, FOR HOUSES ON ADJACENT ELECTRIC CONDUIT 6'-1" HUNG SEE NOTE 1 C°nSUltant RMU RESIDENTIAL MIXED USE DISTRICT E'RYICE °°°" 12'.T' LOT TO THE EAST(APPX 2,000 SF TOTAL). Ade eSS wade Address THE INTENT OF THE RMU DISTRICT IS TO REPAIR PARKING LOT AND DRIVEWAY BY Address PROVIDE A DEVELOPMENT OPPORTUNITY DRAINAGE PAYERS PAVING IT WITH CONCRETE AND MERGING THE Phone TO COMBINE BOTH RESIDENTIAL AND TYP BEE NGTEY EIPOT9RA1GUTLETB GARAGE LOT WITH THE 5 UNIT DETACHED SFR ANQSWRCHES IN Consultant RETAIL AND SERVICE USES, PREFERABLY HIS GAPAGE IS TYP. 6.12o VOLT GROUNDED GFI DUPLEX e.B REHAB LOT AT 501 W GRAHAM AVE. Adtl eBB 4'-o1m; ALLS QARAGES OVTIETS TYP AND°SWITCHES FOR HUNG THE NEON LIGHT WITH A I DUPLEX Address INCORPORATED INTO A MIXED USE gRLST FOR THE K%TB DO ONE RWILL Address WIRE NEON LIGHT DUPLEX FOR THE GARAGE DOOR WILL SERVICE $ ATTACHEDTO BE INSTALLED IN CEILING FRAMING UNDER GROUND Phone PROJECT.THE RMU DISTRICT TO EACH CEILING FRAME FROM MAW SITE ADDRESS IS: TO ACE FROM MAIN ACCOMMODATES PRIMARILY MEDIUM TO GARAGE PANEL 501 W GRAHAM AVE-GARAGE REBUILD 4%SLOPE TYP —>. TYPICAL ADDR# HIGH DENSITY RESIDENTIAL MIXED USE °"°� 103= 101 N POE ST-GARAGE REBUILD a 383 SF DEVELOPMENTS,WITH LIMITED COMMERCIAL, g HUNG WIRE 'DEELEmRICPDLE 103 N POE ST-GARAGE REBUILD INSTITUTIONAL, OFFICE AND SERVICE USES CE GARAAGE TEMP POWER I "'-a GARAGE 1S-°z6,6r' 105 N POE ST-GARAGE REBUILD DISTRIBUTED IN A MANNER COMPATIBLE 105'h POE ST-GARAGE REBUILD WITH THE STREET ENVIRONMENT AND G5RRA"AGE. FROM MAN WAGE PANEL g ALL IN -LAKE ELSINORE, CA 92530 FROM MAIN GARAGE PANEL u ADJACENT TO RESIDENTIAL AREAS. m No. Description Date NEON LIGHT REBUILD AS NEEDED ALL HUNG XARDY FRAME-HFX-BXWT'P WIRE CAL LED FOR CONNECTORS- DRAWING INDEX Tp�E Z%SLOPE YP ry ALGARAGESFTCORNERS ° '' ELECTRICAL SYSTEMS, INCLUDING OUTLETS, A 100-SITE PLAN, GARAGE TYP. ELECTRIC GARAGE ° 6 SWITCHES AND LIGHTING FIXTURES. MIDDLE GARAGE& PROJECT DATA J D"R A 101 -ALL 5 GARAGES AND 1 TYPICAL SECTION I '� �-�W-T [107 I A 101 -5 -ELEVATIONS TYPICAL ALL GARAGES �`- IP-o36rlY »esF IT-D. + p NOTE 2. POWER LINE CONNECTIONS ARE A 102-3D AERIAL VIEW 2QAP UNDERGROUND A 200-FOUNDATION/SHEAR WALLS GARAGe. ELECTRICAL NOT PART OF BUILDING/SAFETY REVIEW. FROM MAIN THIS WILL BE ADDRESSED WITH A A 400-ROOF FRAMING PLAN b --AGE PANEL S1:GENERAL NOTES AND TYPICAL DETAILS SEPARATE PERMIT. NEON LIGHT ]%S.GPE TYP— > \\` b S D b CEO CODE tooT TY1CA S.6^ PANEL I°O VOLT TYF CAL NOTE 1. PROJECTIONS, INCLUDING EVES, NOTE '' D"R POE ST. City of Lake Elsinore V J SHALL BE ONE-HOUR FIRE-RESISTSTIVE Ceo1 Planning Division Approval 1/1- CARENTRYGATE 3�3F T• er/V rlShal CONSTRUCTION, HEAVY TIMBER OR OF A NOW E—STI"°°""a K�ENDE p FENCE Approved By: COMBUSTABLE MATERIAL IF THEY PROJECT _ INTO THE 3/5 FOOT gate: S- -f 7 __ SPRINK�_ERED/UNSPRINKLERED SETBACKI $-L 5 1 'aRAAM��, ( ) LOT 2 LOT 1 J. /UAL(e >r .H L— `1 AREA FROM THE PROPERTY LINE.THEY MAY y Cendyfu S=Zcar�a/'�eS opiic�0 ysb " fe E CT�►1v+t'.''" PROJECT A MAXIMUM OF 12 INCHES BEYOND i ^ �S� lereby granted tcnssue a(b�unuc�p u THE 3 FOOT SETBACK. PLEASE SEE SHEET S1, " -------------- -L--- -- AIssue d r DETAIL 15. �.a a-e — -a �;l�T°OF L AKE ELSINORE he nce all In tpprovai of these plans siuL^u:oe RENTED CHAIN IINK BUILDING R.Ef`o i'41\/iJIrR 11.i leffrllt or approve anV,,);X, '�^+-' GRAHAM AVENUE 044 ff rr 1LIMl7 FJ L if V coxes nr ordinance i'0 7L'" SL `' '. to violate•r Pbt Plan ll•14.183NCrcted PERI'A'T Ir 3LDG o.Z�I�'f 21Zo trt miiraleiDs'' PERMIT Q�oFeSSION41 7 vsr-0^ DATE: Jr, �� Date 11/18/2016 �o��PraDo I,,ysoC2� /'�/ Drawn By TIMPER G56232 ��' Checked By VASQUEZ REy,�l e 13116 Q Al 0 0 SrArE of &o m Scale � AUTODESK. www autodesk con✓revt TYPICAL GARAGE 103 VOE ST Consonant Address Add— Add— Phone Consunant Address Add— kon Address :. Ph one _ t Consultant 501G M1A 10t POES EST trz PoE5 Address i _Pol s Address Adtlress Phone n Elevat nj AP 5 west 10 5 3/1U 6"=1'-0" Consultant Address Address Add ess Phone Consultant Add ess AdAddid ess ROOF ASPHALT SHINGLE Phone - -SLOPE 5/12 A / No. Description Date To Plp ate ENGINEERED TRUSSES NO P(U1WAIW Tb El�g I IV`�T7�i l_t3� c�J )T"iP 1 5"CONC.SLAB TO Foote c L5 t CITY( , t'3g ° �� Timper/Crishal B O.Foobn ��„e�•^ -2'-3" pf-,s,AlT# Garages 501 DpT� Graham REAR OF THE GARAGE SECTION FACING SOUTH . SECTION OFESSIO Pro/eetl�lrM®r�o:�:• 501, 101, 103, 105, 105 1/2 DO Fy PERMIT 15...,92 syp�3y Date oee.'-: AIM/2016 N C 6232 A Dawd TIMPER n T1P RG SECTION SOUTH I * Checked By VASQUEZ G a A101drq�OF F c S.I. As indicated AUTODESK. xmw.autodee—nn"s l Consultant Address Address Address Phone Consultant Address Address Address Phone Consultant Address Address Address Phone Consultant Address Address Address Phone Consultant Address Address Address Phone No. Description Date 3D AERIAL VIEW A 102 SHEET {� ��,�0� Timper/Crishal IDW Garages 501 # L�v Graham 3D AE VIEW i r Prow Number - PERMIT 15...92 QPpFES310Nk� Date - 11/01/2016 H 4 23cyc�m" Drawn By TIMPER 3 C a Cheated By VASQUEZ v ^/ V\ �q4 a Al m NOMINAL 1/2"CDX PLY OR APA RATED —SEE NOTE 1 ON SHEET A100 SHEATHING TO COVER WITH#30 FELT A AUTODESK. AND CLASS"A"DECORATIVE ASPHALT EXTERIOR SHINGLE TYP.ALL UNITS hSP_t415) LIGHT TYP. 23'-0" / 5/12 SLOPE TRUSSES PER DETAIL w ,eutodesk.cornhevit _ _Top Pate 11 LL FACIA 1'-6"TAILS HARDY STRONG WAL 6-° Cone"ltant Address (V Address ess M Top Plate AddPhone - � 8 ° M Consultant Address (h Address O Address Phone First Floor Consultant Address .,,. .O.Foote Fist Floor Address F.G. OVERHEAD SECTIONAL DOOR 8' HIGH X 16'WIDE,TYP. 1._ °' ° PA press hone B.O.Footle , " WEST ELEVATION 2'-3 6EAST ELEVATION TYPICAL FOR GARAGES A 501 GRAHAM, 101, 103, 105,AND 105 1/2 POE. Add— Ad Address n DOOR TYP.10.6 Elev.W. ess are„ /�SOUTH ELEV.10.6 SN Phone Phone are"=1LJ {p Consultant Add— Add— Acidness Phone SEE NOTE 2 ON SHEET A 100 MAIN ELECTRIC UTILITY POLE SUPPLIES NOMINAL 1/2"CDX PLY OR APA RATED No. Description Date ALL POWER TO THE BACK OF THE SHEATHING TO 5 TWO CAR-(SEE NOTE 2,A 100), 20'X 20'GARAGES WITH A 5 INCH SLAB % COVER WITH#30 FLOOR,AND FOUNDATIONS, SEE SHEET / FELT AND CLASS A 200 AND SEE THE DETAIL PAGE S1. "A"DECORATIVE ASPHALT SHINGLE OCC-] S_-, TYP.ALL UNITS 11'-6" 5/12 SLOPE TYP. M 100 AMP PANE _ ToyBlate n Tim er/Crishal LOCATION APPX. V 9""t v r _O,t'Its P ch PER SCE ' f`1� @�E1t pia ' arages 501 o EXTERIOR LIGH # +-D`' P °_ Graham h - a Olt,p.r J 1r3 '1£ F.F. FIRE RATED DOO ,. '` ELEV. TYP. AL .t' ova �' First Floor GARAG E ;1 .ti F.G. k 20'-0" k NORTH ELEVATION TYPICAL FOR GARAGES A PrejectNumber PEMT 1&;4i { EAST ELEVATION TYPICAL FOR GARAGES AT 501 GRAHAM, 101, 103, 105,AND 105 1/2 POE. ���P�PNDO o-� 11/01/2016 ,�, �P TIMPER STUCCO SIDING- 501 GRAHAM, 101, 103, 105,AND 105 1/2 POE. 56232 sQ a Checked By VASQUEZ �s /1 EAST Elevation 10.6 SN n NORTH ELEV.10.8 SN EX. 21 _�� s, C1� A101 — 5 a OF CA C C stele 3I8"=1'-0" I & AUTODESK. w autodesk conVrevh P0'_0" cons ant Address Address Atltlress Phone FOUNDATION NOTES 5/8" ABS @ 32"OC Address anant Add Address 0 0 1.SEE SHEET S1 FOR GENERAL NOTES AND TYPICAL DETAILS. Phone F- iConsonant 2.TYPICAL SLAB-ON-GRADE Add- � Add— STHD10 5"THICK MIN.WITH#4 BARS @ 12"oc, Phone - — HFX 12X78 EACH WAY PLACED MID-HEIGHT IN SLAB DIRECTLY 4"SAND OVER 90%D Co uftant 0Add- 4 COMPACTED SUBGRADE. Add— N FOUNDATION SILL BOLTS REQUIRE .331" Phone M - S1. 2 CAR.: GARAGE. THK.x2.5"x2.5" Dons"Want a SQUARE PLAT WASHERS. Addreu - Address GO Phone `c .5 FASTENERS IN PRESERVATIVE TREATED - WOOD OR FIRE RETARDANT sTHD10 ;51. TREATED WOOD SHALL BE OF HOT 4"x 4" o DIPPED ZINC COATED N GALVANIZED STEEL OR STAINLESS STEEL. HOLD-DOWN HARDWARE MUST BE SECURED IN PLACE No. Description Date 2%SLOPE TYP., PRIOR TO FOUNDATION INSPECTION. HOLD-DOWN CONNECTOR BOLTS INTO 4 : " 6 WOOD FRAMING REQUIRE APPROVED S1 ' S1 PLATE WASHERS; HOLD-DOWNS SHALL BE TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING. BOLTS INTO WOOD <HF12X78 FRAMING REQUIRE STEEL PLATE WASHERS IN ACCORDANCE WITH TABLE o o 2305.5 OF THE LA BUILDING CODE. = 1 I 3'_0" y L-------------- 5/8" ABS @ 32"OC 6 TIMPER/CR�ve o r Ia.ved_ N p a rd�r , of ��ooll 501 GRAHNVI p i or ntlng of a .E o,. REHA ,G PP r FOUNDATION PLAN TYPICAL ALL GARAGES ®�DG s ,.. FN DATION/SPtEAR WALLS POFESSIONq Project Number 15-92 �oQ DO�qS e Date 11/01/2016 Q�C56Z32�m A Drawn By TIMPER, Checked By VASQUEZ < D A200 STATE Of c '\ Soak 1/2"=1'4"', m GARAGE REAR 20FEET HARDY GARAGE DOOR RE-ENFORCEMENT STEEL 20' GARAGE FRONT 4" SLAB FLOOR - FOOTING FOR GARAGES TYP. SEE DETAIL ## - . �p.cabk2 „sue o owu.. 3 D SECTION OF GARAGE SLAB No ��� author Y t vf0 a - -pdes �' � \ o �\ Qi � �ypFEsslo �QQ C�pNUO� E2c e 0P 9s y 56232 Om z aN a EX. sTq CN\� 2 OF CPS � AUTODESK. www.autotlesk coMrevR 8r_Orr Consultant Atldress 17 Address Address Phone 9 S 1 Consultant Address Address Address —_—_—___—_—___20=Or_—_—_— _—_—_____—_ Phone i Consultant Ad HFX 12X78 d ss Address 4"X 4"-.. 4"X 4"' Phone 4"X 4" Consultant - Address 2CAR Address FRAM I IwJ + MOTES Address 10 - GARAGE � 10 Phone 1. SEE SHEET Sl FOR GENERAL NOTES AND TYPICAL DETAILS. S 11 4„z 4„ . S 1 Consultant Addr 2. TYPICAL ROOF SHEATHING: Ad Add ress 11 0 15/32" WOOD STRUCTURAL PANEL Phone S1` 32/16 SPAN RATING RATED SHEATHING EXPOSURE 1 - -- -------, - -„ -----.----- - - - - �� B.N.: 8d AT 6" oc Lu w E.N.: 8d AT 6" oc f 13 W F.N.: $d AT 12" oc S1 co WHEN ROOFING SYSTEM REQUIRES, " 0�'°' j USE PLYCLIPS OR SOLID BLOCKING No. Description Date o O 'F-coom o . o�Z _. a"X a° AT ALL ROOF SHEATHING EDGES NOT O- N 'OH. �. .w900 SUPPORTED BY FRAMING MEMBERS 0 coZ¢a W 3 # INDICATES SHEAR WALL. SEE SHEET Sl FOR SCHEDULE. ALL z o NAILING APPLIES FULL HEIGHT AND FULL LENGTH OF WALL, U.N.O. a a tLL¢, HFX 12X78 4 x 6 HDR 4"x 4" 4"x 4" --- ----- - - -—- —-—-— - - -—-—-—- - J 3r_Orr 9 r_ 8' _Orr h•ae g�}tjDtNIG�; �' by n ROOF FRAMING PLAN TYPICAL ALL GARAGES G e o y t1 -Odes AP ,�,, ROOF FRAMING 1�NG-0PLAN LV -. -.- LAN Project Number 15-92 pOFESS/p DPP IN�kF2c Date 11/01/2016 y 5 2p: Drawn By TIMPER r A Checked 6y VASQUEZ a * EXP.12 i Lo OFICAUF �P A4 0 0 C scare 1/2" GENERAL NOTES WOOD FRAME(REV.6/17M) EARTHQUAKE DESIGN DATA C7 GENERAL 1.ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH WITH 19% a)IMPORTANCE FACTOR I'=1.0 4d Z NOTE SIMPSON HOLDDOWN; and BENDS HOOKS MAXIMUM MOISTURE CONTENT OF THE FOLLOWING GRADES,CONFORMING b)MAPPED SPECTRAL RESPONSE ACCELERATIONS: (2-172'min) TO STANDARD GRADING RULES FOR WEST COAST LUMBER NO.17, SEE PLANS R 1 ALL CONSTRUCTION AND WORKMANSHIP SHALL CONFORM TO THE 2013 =2 3g9 - SHEAR WALL SCHEDULE E N.ALL PLYWOOD TO POST UNLESS NOTED OTHERWISE.THE LUMBER GRADES AS SPECIFIED CALIFORNIA BUILDING CODE S7=0 96g W BELOW MEET MINIMUM REQUIREMENTS: c)SITE CLASS.'D' # MATERIAL PANEL NAILING S P.N 0) CAP. 2 THESE NOTES SHALL BE USED IN CONJUNCTION WITH THE PLANS AND PLATES,BLOCKING......... ...STD OR ETA d)SPECTRAL RESPONSE COEFFICIENTS: 1 15M STRUCT.I W.S.P. 8d @ 6'oc E.N. 16d @ 280 PLF POST SEE PLANS � Z_ N ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE """"" SDS=1.58 PII=32116 © 8d@12'ocFN 4'oc ARCHITECT AND THE ENGINEER STUDS TO 10-0'IN HEIGHT.................STD OR BTR 2x CONC FORM E STUDS OVER 10-0'IN HEIGHT .... N0.2 875 Fb SDI=0.96 2 15/32"GTRUCT.I W.S.P. Bid @ 4"oc E.N. SIMPSON 1/4'x 6' 350 PLF BOARD TIE 90°HOOK 180°HOOK /I1 rn 3 CONTRACTOR MUST CHECK DIMENSIONS,FRAMING CONDITIONS,AND 2X RAFTERS,JOISTS............ .... ....NO,2 875 Fb a)SEISMIC DESIGN CATEGORY:-E P I I=32/16 8® 8d @ 12 oc F N. 'SDS'SCREWS @ 6'oc TOP REBAR LOOKS IN'HOLDDOWN HOLDDOWN to It PRIOR Z SITE CONDITIONS BEFORE STARTING WORK ARCHITECT AND THE 4X BEAMS,HEADERS AND POSTS.. .... ..NO. 875 Fb f)SEISMIC FORCE RESISTING SYSTEM: 3 I V&9TRUCT 1 W S.P. Ed @ T oc E.N. SIMPSON 1/4'x 6' 550 PLF to POURING R=3d for#2 to#81NCLUSNE ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCIES POSTS AND TIMBERS(SX AND LARGER). ....NO,1 1350 Fb BEARING WALL SYSTEM WITH P.I.I=32n 8 OO®® Ed @ 12'oc F.N. 'SDS'SCREWS @ 6bc VENEER FOOTING R=4d for#9 and LARGER OR POSSIBLE DEFICIENCIES BEAMS AND STRINGERS(6X AND LARGER). ..NO,1 1350 Fb LIGHT-FRAMED WALLS WITH SHEAR PANELS 4 15W STRUCT.1 W.S.P. Ed @ 2 oc E.N. SIMPSON 1W x 6' 730 PLF as OCCURS m g)DESIGN BASE SHEAR IV'=2.1 KIPS P.LI=32n 6 ©®® Ed @ 12'oc F.N. [SIDS SCREWS @ 4bc 36d @ CONI 40d @ MAS •J 2.UTILITY GRADE LUMBER IS UNACCEPTABLE FOR ANY PURPOSE BUILDING WEIGH W'=8.61 KIPS 1 V&STRUCT.1 W.S.P. 10d @ 2"ce E.N. SIMPSON 1/4'x 6' �I SPLICES (44.mF) aI 4 CONDITIONS NOT SPECIFICALLY DETAILED SHALL BE CONSTRUCTED AS INCLUDING,BUT NOT UMTTED TO,BRACING,SILLS OR CRIPPLE h SEISMIC RESPONSE COEFFICIENT Cs'=0.244 5 P.I.I.=32/16 1 OO OO 10d @ 12'oc F N. 'SDS'SCREWS @ 4bc 870 PLF 1u o1 SPECIFIED IN TYPICAL DETAILS FOR THE RESPECTIVE MATERIALS. ) STUDS. I)RESPONSE MODIFICATION FACTOR'R=6.5 1� S.P.N.=SOLE PLATE NAILING;USE COMMON NAILS or BETTER AT c 5 THE DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED j)ANALYSIS PROCEDURE USED: SPACING SHOWN UNLESS SPECIFIED OTHERWISE ON PLAN 0) 7 STRUCTURE ALL BRACING,TEMPORARY SUPPORTS,SHORING,ETC 3.WHERE POSSIBLE ALL LUMBER GRADE STAMPS SHALL REMAIN ON EQUIVALENT LATERAL FORCE PROCEDURE Q ALL EDGES SHALL BE BLOCKED I m E N U IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR OBSERVATION LUMBER AFTER INSTALLATION. PER ASCE 7-10,SECTION 12.8 3 ".x FRAMING SHALL BE USED AT ALL ADJOINING PANEL EDGES AND TYP. REINFORCING BAR DETAIL VISITS TO THE JOB SITE BY THE ARCHITECT AND THE ENGINEER DO k)REDUNDANCY FACTOR 1110'=1.3 NAILS SHALL BE STAGGERED,PROVIDE 12'min NAIL DISTANCE. I ao E 1 c M NOT INCLUDE INSPECTION OF CONSTRUCTION PROCEDURES THE 4.ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE I) RISK CATEGORY= /II/III INSPECTION BY SPECIAL DEPUTY INSPECTOR REQUIRED,USE 3x P.T.SILL J \ Nry a� TREATED DOl1GLAS FIR. PLATES w/APPROVED PLATE WASHERS AT ALL ANCHOR BOLTS. - / Il CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL CONSTRUCTION N METHODS AND FOR SAFETY CONDITIONS AT THE WORKSITE THESE VISITS WIND DESIGN DATA GRAVITY LOAD DATA Q PROVIDE PRE-DRILLED HOLES 65%TO 75%OF NAIL DIAMETER I2• g a L �M SHALL NOT BE CONSTRUED AS CONTINUOUS AND DETAILED INSPECTIONS 5.EACH WOOD-BASED STRUCTURAL-USE PANEL USED FOR DIAPHRAGM FOR NAILS LARGER THAN 20d. min - J � rn+ CONSTRUCTION SHALL BE IDENTIFIED BY A REGISTERED STAMP OR a)BASIC WIND SPEED=110mph Q NAILS FOR STUCCO SHEAR WALLS SHALL BE FURRED OUT 1µ'min.TO VERi REBAR 2-V ALTERNATE BRAND OF AN ICBO-APPROVED COMPLIANCE ASSURANCE AGENCY. b)WIND IMPORTANCE FACTOR I,W=1 0 a)ROOF DEAD LOAD=15 0 PSF ATTACH LATH TO STUDS,STAPLES SHALL NOT BE USED CHECK EXISTING 6 DESCRIBED BELOW INDICATE AN HE DRAWING MAYBE THOSE c)WIND EXPOSURE=C b)ROOF LIVE LOAD=20.0 PSF SHEAR WALLS FOR COMPLIANCE WITH THESE REQUIREMENTS. SIMPSON HOLDDOWN C TYPICAL Typ, DOWEL BENDS DESCRIBED[)VIDE OR INDICATED ALTHE DRAWINGS MAYBE CONSIDERED 6 SPECIAL INSPECTION REQUIRED. V FOR USE,PROVIDED PRIOR APPROVAL IS OBTAINED FROM THE OWNER, S.WOOD-BASED STRUCTURAL-USE PANELS SHALL MEET THE REQUIREMENTS �INTERNAL PRESSURE COEFF.GC,q=0.18 O ARCHITECT,ENGINEER,AND THE APPLICABLE GOVERNING CODE AUTHORITY. OF THE LATEST EDITION OF THE VOLUNTARY PRODUCT STANDARD a)COMPONENTS&CLADDING PRESSURE NOTES: 44 min. ---- in E PS-2,'PERFORMANCE STANDARD FOR WOOD-BASED STRUCTURAL-USE =14.9psf(AT 25) 1 W.S P.INDICATES WOOD STRUCTURAL PANEL WOOD STRUCTURAL PANELS N m 7 ALL CONDITIONS NOTED AS EXISTING ARE BASED ON THE BEST PANELS'.ALL PANELS SHALL BE GLUED WITH EXTERIOR TYPE GLUE EHALL CONFORM TO UBC STANDARD 23-2 or 23-3 (9)16tl EA SIDE of 16d @ 16bc or INFORMATION CURRENTLY AVAILABLE AT THE TIME OF PREPARATION MEETING APA SPECIFICATION AFG-01. 2. NAILS FOR WOOD STRUCTURAL PANELS SHALL BE COMMON NAILS. PLATE SPLICE,TYP. BTWN.SPECIES 2 VERTS --*I (Q o.N OF THESE DRAWINGS THE CONTRACTOR IS TO VERIFY ALL CONDITIONS 7 ALL FLOOR SHEATHING,ROOF SHEATHING AND SHEAR PANELS 3 NAIUNG APPLIES AT ALL STUDS,PLATES AND BLOCKING. ALT SIMPSON'ST22' TYP at PLATES EXTEND HOPE m BEFORE STARTING WORK SHOULD CONDITIONS ARISE WHICH ARE RET6AR AROUND DIFFERENT FROM THOSE SHOWN ON THE DRAWINGS,THE ARCHITECT AND CONSTRUCTED USING WOOD-BASED STRUCTURAL-USE PANELS SHALL BE 4. A.LL EDGE NAILING ATTOP PLATE SHALL BE TO UPPER TOP PLATE. !T1 THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY AND ADDITIONAL FASTENED WITH COMMON OR GALVANIZED BOX NAILS;HARDWARE SHALL BE STAGGERING OF NAILS TO FRAMERS PLATE IS NOT ACCEPTABLE CORNERS or V NAILED AS SPECIFIED IN NOTE NO. OTHERWISE BOX NAILS MAY BE USED. PROVIDE DOWELS DRAWINGS BASED ON MORE ACCURATE INFORMATION WILL BE PREPARED 5. PROVIDE E.N.TO POSTS AT HOLDDOWN LOCATIONS. CORNERS INTERSECTIONS END NAIUNG SHALL BE PER CHAPTER 23 OF THE UNIFORM BUILDING CODE 8 CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR UNLESS NOTED OTHERWISE ON THE PLANS OR DETAILS. 6 USE 2x STUDS @ 16'oc AT ALL SHEAR WALLS,U.N.O. N SEISMIC FORCE RESISTING SYSTEWCOMPONENT LISTED IN THE 7 SEE PLANS FOR ANCHOR BOLT SIZE AND SPACING. Z STATEMENT OF SPECIAL INSPECTION'SHALL SUBMIT A WRITTEN NOTE:IN ADDITION TO SPECIFIED NAILING,FLOOR SHEATHING 8. EOLT HOES FOR HOLODOWNS SHALL BE A MAXIMUM OF 1/16'OVERSIZED. (2118d EA.SIDE of STUD or MULLION STATEMENT OF RESPONSIBILITY TO THE LADES INSPECTORS AND THE SHALL BE SCREWED AT EDGES AND FIELD WITH NO 8 x 1-1f2'WOOD INSPECTOR TO VERIFY. PLATE SPLICE BLW EA SPLICE TYPICAL REINFORCING at OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM SCREWS AT 12'OC. II I I 2 OR COMPONENT PER SEC.17061. 9 PPROVED PLATE BOLTSASHERS SHALL BE USED AT ALL HOLDDOWN 1L 11 CORNERS&INTERSECTIONS NOTE: FLANGE NAI SPLICES,SOLE PIARLCTETE U LNG BOX NA 10. HOLDDOWN CONNECTORS SHALL BE TIGHTENED JUST PRIOR TYPICAL PLATE SPLICE FOUNDATIONS BOTTOM FLANGE NAILING MAY BE CONSTRUCTED USING BOX NAILS OR17 BETTER. TO COVERING WALL FRAMING. at EXTERIOR WALLS&SHEAR WALLS TRENCH EXCAVATION,BACK FILL�r SIO 1.ALL EXISTING FILL SOIL AND DISTURBED NATURAL SOILS ARE TO BE 2 ) I SOILS REPORT or to 90%1 DENSITY EXCAVATED AND REPLACED WITH PROPERLY COMPACTED FILL.ALL 8.METAL FRAMING CONNECTORS SHALL BE THOSE MANUFACTURED BY SHEAR WALL SCHEDULE FILLING,BACKFILUNG,RECOMPACTION,ETC.IS TO BE PERFORMED SIMPSON STRONG-TIE,AS SPECIFIED ON PLANS.CONNECTORS BY N p IN COMPLIANCE WITH THE 2013 OAUFORNIA BUILDING CODE. MANUFACTURERS OTHER THAN SIMPSON MAY BE USED PROVIDED: 1 I r'N C PROJECTIONS,INCLUDING EAVES,(TYP.BELOW)SHALL 16d @ 12'oc RUN PLYWOOD 2 2.FOOTINGS ARE TO BE CARRIED INTO FIRM UNDISTURBED a)CONNECTORS MEET OR EXCEED THE CAPACITY OF THE BE ONE-HOUR RATED FIRE RESISTANT MATERIAL HEAVY STAGGER,U.N.O. �THRU at HOLDDOWNS NATURAL SOIL OR APPROVED COMPACTED FILL SPECIFIED SIMPSON COUNTERPARTS TIMBER (CRC TABLES R302.1(1)AND R302.1(2).) ra' -11 cRt e b)CONNECTORS ARE APPROVED FOR USE IN A CURRENT CITY OF L A min. I I ATE OF C 3.NATIVE SOIL APPEARS TO BE A COMBINATION OF SILTY CLAY AND RESEARCH REPORT ALL EVES AND PROJECTIONS SANDSTONE.ALLOWABLE SOIL BEARING IS 1500 PSF.PER TABLE 18-I-A. 3'-0" I-d'MAX TYp 10-0' 9. PROVIDE IX6 DIAGONAL LET-IN BRACING(AT APPROX 45 DEGREES) _ NO TRENCHES BELOW 1 ' 4.ALL EXCAVATIONS,GRADING,COMPACTION,ETC.SHALL BE PERFORMED EVERY 25'-V MAXIMUM IN STUD WALLS NOT SHEATHED BRACING BN:Bg1hDARY-> X THESE UNESOIN ACCORDANCE WITH THE 2013 CBC. SHALL RUN CONTINUOUS FROM SILL PLATE TO TOP PLATE NAIL PROF SHINGLES NAILING TYPICAL STUD WALL CONNECTIONS8 ��WITH 2-8d PER STUD AND 3-8d EACH END TO PLATES STEEL = PARALLEL TO FOOTINGS REINFORCING STEEL(CONVENTIONAL FOUNDATIONS ONLY) LET-IN BRACING MAY BE USED PROVIDED INSTALLATION IS PER FN.FIELD _- - PIPE SLEEVE:T L PGEFI THAN 2MANUFACTURERS RECOMMENDATIONS STUCCO NAILING _ PIPE PASSING THRU FOOTING STEM 1 1.REINFORCING STEEL SHALL CONFORM TO ASTM A615,GRADE 40 FOR 10 PROVIDE ARE STOPS AT ALL INTERSECTIONS OF STUD WALLS AT - PREFERRED LOCATION - SIZES#3 AND#4 AND GRADE 60 FOR SIZES#5 AND LARGER. EN EDGE __ _ of'HI'ALTERNATE FLOCK,CEILING AND ROOF.ARE STOPS SHALL BE 2X NOMINAL NAILING USE 3x4 FLAT or TRUSS to TOP PLATE NO PIPE to PASS THRU THICKNESS OFWOOD AND ARE S BE THE FULL WIDTH OF THE _- THIS PORTION of FOOTING /A 2.WELDED WIRE FABRIC(MESH)SHALL CONFORM TO THE LATEST ENCLOSED SPACE PLACE ARE STOPS AT A MAXIMUM SPACING OF STUCCO 2x4 E JOINTS BLKG at m �// REVISED DST RA185.SMOOTH WIRE FABRIC SHALL CONFORM TO ASTM - EDGE JOINTS CURERS - 1 D-(Y IN THE VERTICAL DIRECTION PROVIDE 2X FIRE STOPS IN RAFTERS p E.N.,TYP. `� tom_ A85,YIELD STRENGTH BO KSI. JOISTS TYP BLK'D.DIAPHRAGM �� COMPACTED FILL ALL FURRED SPACES,VERTICAL AND HORIZONTAL,AND AT A MAXIMUM UNSPRINKLED CALLED OUT. ui 3.WELDING OF REINFORCING STEEL SHALL CONFORM TO AWS D12-1 SPACING OF 19-V IN EACH DIRECTION AND AT THE SAME LINES AS 4'-0'SET BACK SEE DETAIL'A'- NOTE: PERPENDICULAR TO FOOTINGS FIRE STOPS IN ADJACENT STUD WALLS 2x BLOCKING SHALL USING PROPER LOW HYDROGEN ELECTRODES.ALL BARS TO BE WELDED 2-0' MIN.WIDTH FIT TIGHTLY BETWEEN 0 SHALL CONFORM TO ASTM A706. OR OF NONCOMBUSTABLE MATERIAL IF THEY PROJECT TRUSS at ALL BAYS �` ,^ 11 TOP PLATES[)FALL STUD WALLS SHALL BE2PIECES THE SAME SIZE FROM THE PROPERTY LINE.THEY MAY PROJECT A TRUSS w/(3)1sd UJ AS STUDS SPLICES TO LAP 4'-0'MINIMUM AND BE NAILED PER NHS' TOENAILS 10 PATE 4.ALL BARS S(2-V MASONRY.)ATAL S BE PLICES UNLESIN NOTED OF 40 MAXIMUM OFI FOOT BEYOND THE 3 FOOT SETBACK. 1. RUN LONG DIMENSION OF PLYWOOD ACROSS TRENCH DETAIL 13 Z n J DIAMETERS(2-0'mil.)ATALL SPLICES UNLESS NOTED OTHERWISE. THE DETAILS @BLOCKING w/LS50s LL (PERPENDICULAR to)JOISTS AND RAPIERS @ 48'q;,U N 0 on PLANS BEAM AS OCCURS 2. STAGGER END JOINTS 2'-0"MINIMUM. 5.ALL EARS IN CONCRETE SHALL BE LAPPED A MINIMUM OF 38 BAR 12,BOLT HOLES IN WOOD SHALL BE BOLTS SHALE'LARGER THAN THE FIRE RESISTANT DETAIL 3. BOUNDARY NAIUNG APPLIES TO PERIMETER ALE'H1'TRUSS to PLATE - DIAMETERS -0'min.)AT ALL SPLICES UNLESS NOTED OTHERWISE. NOMINAL BOLT DIAMETER ALL BOLTS SHALL HAVE A STANDARD CUT PLATE LINES,CHORDS,TIES,AND AS CALLED 2x P.T.PLATE w�//55,/gB"tlla.x 12' ,, y_;_' `_,C�; WASHER UNDER HEAD AND NUT UNLESS NOTED OTHERWISE ABs p 6'-0'oc(U.N.O. w/FIRST FOR ON DRAWINGS SHEAR WALL or BOLT-17 FROM PIRATE ENDS L 6.SPLICES OF HORIZONTAL REBAR IN WALLS AND FOOTINGS SHALL BE 4. SEE PLANS FOR NAIUNG. FINISH as OCCURS 13 ALL BOLTS SHALL BE RETIGHTENED PRIOR TO THE APPLICATION OF 5. NAILS SHALL HAVE MIN.3/8'EDGE DISTANCE. msse n have been reviewed fc•; STAGGERED 4'-0'MINIMUM SHEATHING,PIASTER,ETC w ' W 6. ALL JOISTS MODULE COI CIDE WITH a :Epei I e edete rind eraa I II ,�1 7 DOWELS FOR WALLS AND COLUMNS SHALL BE THE SAME SIZE AND INA4'-0'MODULE TO COINCIDE WITH PLYWOOD. TYP•TRUSS PERPENDICULAR ]- SPACINGASTHEWALLrOOLUMNREINFORCINGUNLESSNOTEDOTHERWISE. 14 STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES,ETC UNLESS 7. USE TONGUE-AND-GROOVE PLYWOOD AT FLOORS lrova 'I^ ::cable Cb• •^ III SPECIFICALLY DETAILED.NOTCHING OF HORIZONTAL STRUCTURAL UNLESS NOTED OTHERWISE. to EXTERIOR WALL 6,� N Rg � O MEMBERS SHALL CONFORM TO THE PROVISIONS OF DMSION III OF 8. SEE DETAIL'B'FOR FRAMING WHERE PLYWOOD s° m€e ,; O' J 8.ALL BENDING OF REINFORCING STEEL SHALL CONFORM TO THE LATEST E.N.,TVP (3)8d per FINGER (� THE UNIFORM BUILDING CODE(SECTION 3.2.3 OF ANSUNFoPANDS91) JOINTS ARE OFFSET DUE TO RAFTER OR JOIST v plans sh a I EDITION OF THE CALIFORNIA BUILDING CODE. P p NOTCHING AND BORING OF STUDS AND TOP PATES SHALL CONFORM LAP SPLICES. r .,,,r t c- ova any���,� - ;abl• II I TO THE PROVISIONS OF SECTION 2320.11.7,232011.9&232011.10. I i r f2)#4dFflRtti BOTT., t'OIv' ICJ CONCRETE(CONVENTIONAL FOUNDATIONS ONLY) EN,TYP. BLICG BEN,TYP. uthorilyt v�0ia1...ter 15.PROVIDE SOLID BLOCKING BETWEEN JOISTS AND RAFTERS AT ALL ® [o. 1 ALL CONCRETE SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF SUPPORTS.USE 2X BLOCKING AT CONVENTKNNAL FRAMING AND 2(FLAT FINGER _• 2500 PSI AT 28 DAYS I-JOIST BLOCKING AT(JOIST FRAMING.BLOCKING SHALL BE ONE wl(2)16d EA.END PIECE AND THE FULL DEPTH OF THE JOIST OR RAFTER. ,�^^`' `� r S rytiG`� 2 AGGREGATES SHALL BE NATURAL SAND AND ROCK PER ASTM C33. RAFTER or 2x4 @ 1 w/ a i 4,^ e n 16 CROSS BRIDGING OR SOLID BLOCKING SHALL BE PROVIDED AT 8'-T JOIST 16d @ JOIST DRAG TRUSS c T CLR 3 CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM CA 50, O.C.MAXIMUM FOR ALL JOISTS MORE THAN 12'DEEP UNLESS BOTH TO JOIST LS50s @ 48'oc TYPE V,SULFATE RESISTANT,LOW ALKALI EDGES ARE HELD IN LINE FOR THEIR ENTIRE LENGTH. DETAIL OA_ DETAIL n to PLATE,U.N.O. u - ENTIRE LENGTH 12 4 THE FOLLOWING MINIMUM CLEAR DISTANCES BETWEEN REINFORCING STEEL 17.PROVIDE DOUBLE JOISTS UNDER PARTITIONS WHICH ARE PARALLEL TO of TRUSS fi 1 AND FACE OF CONCRETE SHALL BE MAINTAINED UNLESS NOTED OTHERWISE: THE FLOOR JOISTS. PLYWOOD DIAPHRAGM DETAIL `, `' Rw 16d 13 @1sroc,ENnRE AL EXTERIOR FOOTING 4 _ SLABS ON GRADE ... ... ... ... CENTER OF SLAB 18.NAIL GUNS MUST BE EQUIPPED WITH A FLUSH NAILER ATTACHMENT LE ALL' ARAG E 15113 CONCRETE BELOW GRADE,FORMED. .........2' FOR NAILING OF PLYWOOD SHEAR WALLS,FLOOR SHEATHING AND ROOF TYPICAL TRUSS PARALLE "•" 1"O CONCRETE BELOW GRADE,UNFORMED SHEATHING. i (poured against earth)...... ..................3' to EXTERIOR WALL f0.18.i8 �� CONCRETE EXPOSED TO WEATHER..............1-12' 19.NAILS INTO PRESSURE TREATED WOOD SHALL BE HOT-DIPPED GALVANIZED,PER SECTION 2304.3 OF THE UBC. Here aev orscawrloN 5.PIPES MAY PASS THROUGH STRUCTURAL CONCRETE IN SLEEVES,BUT HEADER;SEE Q SHALL NOT BE EMBEDDED THEREIN.PIPES OR DUCTS EXCEEDING 20 PROVIDE LEAD HOLE 40%-70%OF THREADED SHANK DIA.AND FULL CIA (2)1 Ed for i DEEP I PLANS for SIZE #4 SLAB DO DOWE WELS ONE-THIRD THE SLAB OR WALL THICKNESS SHALL NOT BE PLACED IN FOR FULL SHANK PORTION 2005 NOS HEADER,RAID(1)16d IF SLAB POUR IS THE STRUCTURAL CONCRETE UNLESS SPECIFICALLY DETAILED, for EA ADDL.2' I E N,STAGGER at RIDGE MONOLITHIC WITH FTG. SOLID 2x BLK'G. 21 FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE d DEPTH I 24' ___ 4'min.INTO tat POUR 6.PROVIDE 3W CHAMFERS AT ALL EXPOSED CORNERS, TREATED WOOD PIED-CUT ENDS,NOTCHES AND DRILLED HOLES OF I I _USE DEL TAMA 712' (WHERE URS) PRESERVATIVE-TREATED WOOD SHALL BE TREATED PER AWPA M4 I k' WHERE HDR.Is LARGER III I LEI.- 7.REFER TO ARCHITECTURAL DRAWINGS FOR REVEALS,AREAS OF I I TEXTURED CONCRETE OR SPECIAL FINISHES,ITEMS REWIRED TO BE I or PSL or GLB 8ZO 'f CAST INTO THE CONCRETE,CURBS AND SLAB DEPRESSIONS. (2)2x KING STUD 16d @ 12oc COLA IOJ�NT I E S H E E T WHERE O'ENING B STATEMENT OF SPECIAL INSPECTION LARGER THAN B-(Y; I I (2)14 TOP&BOTT.,U.N.O. USE 4x POST at I TRUSS 1.PERIODIC SPECIAL INSPECTION IS REQUIRE[)FOR REINFORCING STEEL SIMPSON HOLDDONMS I I I 2x WINDOW SILL PER TABLE 1704.3. III I (2)16d EA END I 12 _ 2.CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING PLACEMENT OF J_ CONCRETE PER TABLE 1I.A. TYPICAL STUD WALL OPENING 14 TYPICAL TRUSS RIDGE BLOCKING 1 1 GRADE BEAM at GARAGE 5 3.PERIODIC SPECIAL INSPECTION IS REWIRED FOR NAILING,BOLTING, sl ANCHORING AND OTHER FASTENING TO OTHER COMPONENTS OF THE SEISMIC-FORCE-RESISTING SYSTEM. DO NOT SCALE PN#iS BACK TO BACK REINFORCED ANCHORAGE (BB—RA) REINFORCED ANCHORAGE (RA) UNREINFORCED ANCHORAGE (UA) TABLE NOTES REVISIONS DATE Panel Rod BBB► Panel Rod RA Rod uA 1. Designs are to resist loading per ACI 318 11 D.3.3.4.3. Model Width Anchorage Dia Rod 2'3 le4 �a1 Ca26 Stirrups9 Shear7 Model Width Anchorage Dia Rod2'3 le4 �� Ca26 Stirrups9 Shear7 Model HeigPanelht Anchorage) Dia Rod" [it Ca &Ca26 Shear78 2, STD indicates Anchors complying with ASTM F1554 Grade 36 (in) (in) Grade (in) (in) (in) (in) Ties (in) (in) Grade (in) (in) (in) (in) Ties (in) Grade (in) (in) Ties with a Hardy Frame Bolt Brace(HFXBB)installed with double #3(min) #3(min) HFX-9x 9 1-1/8STD-BB-RA STD 13 8-#4 @ HFX-9x 9 1-1/8-STD-RA STD 8-#4 HFX-9x 79.5"-8' nuts on the embed end. 19-3/4 33/4"OC 19-34 33/4"OC 1-1/8STD-13-19 STD 13 19 3. HS indicates Anchors complying with ASTM A193 Grade B7 with 1-1/8STD-BB-RA STD #3(min) 1-1/8-STD-RA STD HFX-12x 12 18 ll-#4 HFX-12x 12 9-#4 HFX-12x 78"-10' a 1/2"x3"x3"(Min)Plate Washer installed with double nuts on the 1-1/8-HS-BB-RA HS @4'OC 1-1/8-HS-RA HS 1-1/8-HS-2030 HS 20 30 1-#3 embed end(HFXBB not required). 1-1/8-STD-BB-RA STD 1-1/8-STD-RA STD #3 min 1-1/BSTD-14-20 STD 14 20 4. le=length of embedment from the top of footing or grade beam (n HFX-15x 15 20 12-#4 HFX-15x 15 (min) HFX-15x,18x 78'-13' J W 1-1/8-HS-BB-RA Hs 1-1/8-HS-RA HS @ 4"oc to the top of the HFXBB Bolt Brace(top of the embedded Plate 1-1/8 11 1-1/8 15 11 10-#4 r 1-1/8 W � 1-1/8-STD-BB-RA STD 1-1/8-STD-RA STD HFX-15x,18x 1-1/8-HS-2030 HS 20 30 Washer @ HS anchors) � rn HFx-18x 18 23 15-#4 HFX-18x 18 Balloon 14'-20' 5. Cal=distance from HD Centerline to the end of the footingor z LU 1-- 1-1/8-HS-BB-RA HS 20-58 #4(min) 1-1/8-HS-RA HS 20-5/8 Q W 1-1/8-STD-BB-RA STD @4"OC 1-1/8-STD-RA STD 1-1/8STD-14-20 STD 14 20 grade beam. Q HFX-21x 21 16-#4 HFX-21x 21 11-#4 1 HFX-21x,24x 78"-13' 6. Ca2=distance from HD Centerline to both the front and the back Z � 1-1/8-HS-BB-RA HS 1-1/8-HS-RA HS 1-1/8-HS-2334 23 34 X a 26 #4(min) — face of the footing or grade beam. /� 1-1/8STD-BB-RA STD 1-1/8-STD-RA STD 4 OC HFX-21x,24x 2-#3 ILL W HFX-24x 24 18-#4 HFX-24x 24 12-#4 " Balloon 14'-20' 1-1/8-HS-20-30HS 20 30 7. Shear are Grade 60(Min)rebarand required for near p 1-1/8-HS-BB-RA HS 1-1/8-HS-RA HS 2 Z -- distance conditions per ACI 318 11,fc=2,500 psi.Curbs and Q BACK TO BACK REINFORCED ANCHORAGE NOMENCLATURE REINFORCED ANCHORAGE NOMENCLATURE UNREINFORCED ANCHORAGE NOMENCLATURE stem walls must be 6 inch(min)width for UA and RA,12 inch I >_ ILL. 1-1/8-STD-BB-RA 1-1/8-STD-RA 1-1/8-STD-14-20 CO of >- —REINFORCED ANCHORAGE I I I LEND&EDGE DISTANCE(Ca1&Cad (min)width for BB RA. cc J BACK TO BACK"INSTALLATION IL—REINFORCEDANCHORAGE �EMBEDMENT DEPTH(le) 8. For UA applications,additional ties may be required at stem W Q ROD GRADE ROD GRADE ROD GRADE Q _ ROD DIAMETER ROD DIAMETER ROD DIAMETER walls. Shear Ties are not required for installation away from O_ * - -- edge(see detail 1A),installation on wood framing,or for IRC o l- F- a2 Braced Wall Panel applications. W c a Ca2 cat 0 9. Stirrups are Grade 60(Min)rebar.See table for size and O a 26"Min 4" 22"Min O Z c Ca2 cat spacing. See"Stirrup Layout"diagrams and"Key"for layout W Z 1` pattems. (' 2 Cal Min.2-6^—k -Ca1 L Min.2'-6"-4 Cal Ca1--, 10. Concrete Edge Distances must comply with ACI 318-11 D8.2. LU U) - U) Z 135° BEND 2 Yz"(Min)Over-Lap 135° BEND 0 J s ^ 7 a " 2Yz'(Min)Over-Lap 2Yz'(Min)Over-Lap ® © ® = w o 7 a RADIUS: �a RADIUS: 1 „ RADIUS: U o 1e+1" � #3=3Ya'"Min 0 16" iI�A #3=1Yz"Min #3=1Yz"Min ( zW �1 #4=4Ya"Min 1"U #4=2"Min #4=2"MinRADIUS LENGTH DIUS LENGTH EDGE VIEW - LENGTH 0 2-3/4"FOR 13'Minim 9"Min4 _ PANEL ON 15"Max 2 EQ 3EQ 11"Max SHEAR TIES NOT REQUIRED WHEN E TOP OF CONCRETE CONCRETE Owe! or+q��ti A B B A A B SPA B A A B SPA g A KEY 2 Eq 3EQ KEY 1 — vq� A B B A A B SPA B A A B SPA B A A=3"o.c. End Distanc�dge Distance) ° A=2-1/2"o.c. �-II III Model Length Z > Model Width QA © 232 N" . . I I I . . I I I . . I I B=1-1/4"ea I l i fl I I I I B=1-1/2"ea Side" a Side of HD HFX-9x 7 1/2" 2-3/8" 2-3/8" HFX-9x 9" 5-1/2" > r HFX-9x HFX-12x HFX-15x HFX-9x HFX-12x HFX-15x HFX-12x 10-1/2" 6-1/4" 3-1/2' HFX-12x 12" 1-3/4" 81/2^ •STgrE OF ` A g SPA B A A l gpp B A A B Spp B A 3EQ 4EQ HFX-15x 12" 7-3/8" 4-1/4" HFX-15x 15" _ 9-3/4" A B SPA B A A B SPA B A A B A A B A Fill I I I I I I I I III I I I ( I HFX-18x 15" 8-3/8" 5" 2 HFX-18x 18" 12-3/4" -5/8" HFX-18x HFX-21x HFX-24x HFX-18x HFX-21x HFX-24x HFX-24x 211" 0 3 8" 5 66" HFX-24x 24" 18-3/4" ® M o RA SHEAR TIES & STIRRUPS UA SHEAR TIES O O U) U BB-RA SHEAR TIES & STIRRUPS A HFX ANCHOR CENTERLINES A S2 cai E 4- A. #4(Min)Horizontal Rebar A. #4(Min)Horizontal Rebar A. Shear Ties per UA Table . r', oC-a r* Top and Bottom by FOR To and Bottom by FOR B. 10"Max or per Pla h. c- :;;� ssoa:_ 3 F`m B. le-3" B. 12' Min C. le perYaq�V Q .r:,; a. - ���� IMPORTANT-! C. le per Table C. 15"Min D. Ca2 pe 1 DATE- - w 3 D. le+7" D. 22"Min E. ±1"from Top off V'>D1 tS O� EIS hese plans have beenreviews 'r'-'' N > A+= E. CL=10"Min,12"Max E. CL=6"Min,8"Max to CL of Shear Tie � odea and ordinance.? ° o F. 2'-2"(Min) F. 1'-10"(Min F. 1"CL RaW r p v1 d�f T N y� N o G. ±1"From Top of Concrete G. ±1"From I o of Concrete G. Shear ies p�er RA Table SHEAR TRANSFER ONLY f'�11146 TION DESIGN w o to CL of Shear Tie to CL of Shear Tie when Tc��1tGb -he issuance or gmn,ma cr , e m "` '` co H. 1"CL Upper Two Ties H. 1"CL Upper Two Ties >- 8"above Top of Slab R EOR. ,ppfoV4l of these plans r ,ot B I. Shear ies per Table B D 1. Shear ies per Table C H. 12"Min _ )errnit or appro nr 1 ., e r rmnan -. rd^ ore r r J. 2'-6"(Min)UNO by FOR J. 2'-6"Min LINO by FOR I. Cal per a .�d;WINFORCEMENT SHOW` 1drfAI*0W�INvIU�YIe°`"''0° Lj K. Stirrups per Table K. Stirrups per Table `~` Y,,h. o=m L. Cal per able L. Cal per Table REQUIREMENT AND IS 9&INTENDED TO o w REPLACE REINFORCEMENT DESIGNED BY THE a Z Cj EOR. Q a a-1 CURB(12"MIN)WIDTH CURB(6"MIN)WIDTH CURB(6"MIN)WIDTH tiF 3. FOR RA AND BB-RA INSTALLATIONS,THE EXTERIOR SLAB EXTERIOR SLAB LU G EXTERIOR SLAB HFXBB BOLT BRACE MAY BE PLACED ON TOP INTERIOR SLAB INTERIOR SLAB INTERIOR SLAB OF THE STIRRUPS WITH DOUBLE-NUTS INSTALLED AT EMBED END OF STANDARD Q� I GRADE ANCHOR RODS. (NOTE: Y2"x 3"x 3" PLATE WASHERS ARE REQUIRED TO BE �-ri r t r ��r-r f� r - STRENGTH ANCHOR RODS.) ND OF HIGH DOUBLE NUTTED AT EMBED E r rrr r� it! � � ��i �� r rrr rrr rrr rrr S. C B I C I l i I N I i; C 4. HIGH STRENGTH ALL-THREAD RODS PROVIDED I:; ; I (� I '' I FRAMES ARE STAMPED ON BOTH I 11 III III 11 I I 11 11 �", " 11 .11 I I , I .11 11 „ ��-�__.s�==.��___--___ -_--___�_�- -- �-r =--__ ENDS. HF 1-1-2016 7 ij B7 CURB Cad OUTSIDE CORNER CONTINUOUS FOOTING CURB @ OUTSIDE CORNER CONTINUOUS FOOTING STEM WALL Q OUTSIDE CORNER CURB @ OUTSIDE CORNER HFX 1 BB-RA SECTIONS & ELEVATIONS © RA SECTIONS & ELEVATIONS 9 UA SECTIONS & ELEVATIONS 9 IMPORTANT NOTES NOTES: HFX-SERIES 78 IN. THRU 13 FOOT REVISIONS DATE SECTION A O A)OUT OF PLANE FORCES TO BE NOTES: Net Hold Down Top Screw Qty ® ® 4 3 RESISTED BY OTHER FRAMING 0 4 ATTACHMENTS MAY BE MADE AT Model Height Depth Diameter' Screw Qty2 Available at MEMBERS PER THE BUILDING SCREW HOLES PROVIDED OR Number (in) In s 2 ) ( ) (in) ea Edges(ea) DESIGN PROFESSIONAL. WITH SELF TAPPING SCREWS HFX-12,15,18,21&24x78 78 5 O O B)BALLOON WALL APPLICATIONS (#12 AT EDGES,#10 AT FACE). 9"Width=5 REQUIRE HIGH STRENGTH IIIrj HFX-9x79.5 79-1/2 1. CAVITY ORIENTED FOR CONNECTION ACCESS. ANCHORAGE. SEE 1 HFX-12,15,18,21 &24x8 92-1/4 12"Width=6 4 FOUNDATION PLAN AND HFX-9X8 93-3/4 2. 1 EA.HARDENED ROUND,2 EA.SAE OR 2 EA. ANCHORAGE TABLES ON 3-1/2 1-1/8 15"Width=8 0 w ROUND-FLAT WASHERS AND 1 EA.GRADE 8 HEX O O SHEET HFX-1 O HFX-12,15,18,21&24x9 104-1/4 18"Width=10 NUT AT BOTH ENDS.SEE HFX1 FOR ANCHORAGE- 0v J 0 3 HFX-12,15,18,21 &24x10 116-1/4 5 J 3. 8 INCH FRAMING ABOVE(MIN). SECTION B HFX-15,18,21 &24x11 128-1/4 4. A 2x FILLER WITH 1/4"x 4-1/2"MIN USP-WS 2 1. 15#FELT OR EQUIVALENT MOISTURE BARRIER O SCREWS(OR EQUAL)IS PERMITTED. 0 21"Width=12 W (n RECOMMENDED BETWEEN PANEL BASE AND HFX-15,18,21&24x12 140-1/4 5. WOOD BACKING FIELD INSTALLED AS NEEDED. CONCRETE. 1 4 24"Width=14 6 Z ~ U 2. 1 EA.HARDENED ROUND,2 EA.SAE OR 2 EA. ® HFX-15,18,21&24x13 152-1/4 < z n ..• a•_. ROUND-FLAT WASHERS AND I EA.GRADE 8 HEX NUT. SECTION BALLOON PANELS 14 FEET THRU 20 FEET Lno SEE HFX1 FOR ANCHORAGE. QO QO X :1 = BACK TO BACK INSTALLATION 1 1 3. WELDED CONNECTION BY HARDY FRAMES,INC.(NO Net Hold Dow Top Screw Qty X z Q_ FIELD CONNECTION REQUIRED). Model Height Depth Diameter' Screw Qty2 Available at z LLI 4. A 2x FILLER WITH 1/4"x 4-1/2"MIN USP-WS SCREWS 2 © 3 Number (in) (in) (in) (ea) Edges(ea)3 T > (OR EQUAL)IS PERMITTED. 1 1 5. WHEN REQUIRED BY THE BUILDING DESIGN o HFX-15,18,21 &24x14 164-1/4 of y 15"Width=8 PROFESSIONAL ATTACH ADJACENT WOOD MEMBERS 1. TRIMMERS PROVIDE FULL BEARING FOR HEADER ABOVE,DESIGN AND HFX-15,18,21 &24x15 176-1/4 6 �'/^1� W_ TO PANEL WITH 1/4"USP-WS SCREWS(OR EQUAL) CONNECTIONS BY OTHERS. HFX-15,18,21 &24X16 188-1/4 18"Width=10 vJ D_ O 2. 6x HEADER. Il THROUGH THE PANEL EDGE INTO THE WOOD HFX-15,18,21&24x17 200-1/4 3-1/2 1-1/8 J MEMBER. 3. WOOD MEMBERS MAY BE INSERTED VERTICALLY OR HORIZONALLY 7 HFX-15,18,21 &24x18 212-1/4 21"Width=12 IN CAVITY FOR BACKING AS NEEDED. _ 0 2 BALLOON WALL INSTALLATION 7 3 H FX-1 5,18,21 &24x1 9 236-1/4 Q HFX-15,18,21 &24x20 236-1/4 24"Width=14 8 ~O 3 6 x HEADER ABOVE-SECTION O 1)Hold down bolts connect to the Panel base with(1 ea)Hardened Round, W z 3: (2 ea)Round-Flat or(2 ea)SAE Washers below(1 ea)Grade 8 Hex Nut 0 Q O on each rod or as specified by the Building Design Professional. W 2) 1/4"diameter USP-WS Series screws(or equal). Length is 3"(minimum) v w g when attached directly to the collector and 4-1/2"(minimum)when z <_ 1 3 2 3 installing a 2x filler above the Panel. C cA 5 O 1A 1 B 3)Adjacent framing with 1/4"diameter screws is required at the edges when a Ia- Q 4 O installing a 4X filler above or when specified by the Design Professional. < w � � d 1. 4x WOOD FILLER WITH USP MP4-F CONNECTORS(OR EQUAL)BY BUILDING7 O CL DESIGN PROFESSIONAL. h C 4� OPTIONA U _ 0 2. 1/4"x 3"(MIN)USP"WS-SERIES"SCREWS(OR EQUAL). QUANTITY PER TABLES © 6 L/ SOFFIT INSTALLATION INSTRUCTIONS rrr�E /p LIL 3. ADJACENT FRAMING WITH 1/4"DIAMETER SCREWS IS INSTALLED AT THE EDGES 4 A)When installing directly on concrete,place Panel over bolts and connectWHEN INSTALLING A 4x FILLER ABOVE OR WHEN SPECIFIED BY DESIGN PROFESSIONAL. 1. 1/4"x3"(MIN)USP"WSSERIES"SCREWS(OR EQUAL). QUANTITY PER TABLES 4 4" with(1 ea)Hardened Round,(2 ea)Round-Flat or(2 ea)SAE Washers4. OPTIONAL LEDGER PRE-DRILL 3/16"DIA.HOLES,EVENLY SPACED IN FACE OF 2. 1/4"x4-1/2"(MIN)USP"WS-SERIES"SCREWS(OR EQUAL). QUANTITY PER TABLES TRIMMERS PER below(1 ea)Grade 8 or 2H Heavy Hex Nut. Secure with a deep socket 16 N PANEL AND INSTALL 1/4"DIA.WOOD SCREWS INTO 2x(MIN.)WOOD 3. 2x WOOD FILLER. DESIGN PROFESSIONAL (recommended)until"Snug Tight". sry clvl .P LEDGER LOCATED IN PANEL CAVITY. B)If bottom connection IS not detailed On plans,confirm with Design �DF CA 5. CONNECTOR AND ATTACHMENT BY BUILDING DESIGN PROFESSIONAL. 1A. WELDED STRAPS ARE AVAILABLE FROM MANUFACTURER WHEN REQUIRED BY THE DESIGN PROFESSIONAL, Professional before installingon Nuts&Washers or on a Mudsill. TOP CONNECTION W/ 4x FILLER 10 TOP PLATE CONNECTIONS © 1 B. WHEN STRAPS ARE FIELD INSTALLED THE DESIGN AND CONNECTION IS BY D)Use 1/4"x4-1/2"USP-WS Series screws(or equal)at top connections THE DESIGN PROFESSIONAL. CONNECTION TO PANEL WITH SELF TAPPING with a 2x filler. If the top of Panel is in direct contact with the collector o E SCREWS IS PERMITTED. above(top plates,header,beam,etc.)use1/4 x 3"(minimum) ® co)0 2. A 2x WOOD FILLER WITH 1/4"x4-1/2"(MIN.)USP"WS"SERIES SCREWS OR 3 EQUAL IS PERMITTED. D)For Installations with a 4X filler above 1/4"diameter screws are required Q E 2 O 2 3. WHEN CRIPPLE STUDS OCCUR,SHEAR TRANSFER DESIGN TO BE PER THE at the Panel edges to brace for the out-of-plane hinge or when they are U DESIGN PROFESSIONAL. specified by the Design Professional. O 4A. THERE IS NO"INSIDE"OR"OUTSIDE"FACE OF PANEL. TO PREVENT THE cc_ 1 NEED FOR ADDITIONAL HOLES ORIENT THE PANEL CAVITY TOWARD THE Z FIXTURE BEING INSTALLED. _ UU 1 4B. A 1"DIA.HOLE MAY BE ADDED IN THE PANEL FACE WHEN IT IS LOCATED IN •� 2' ' ' '0 0 � 0 3 THE UPPER HALF OF THE PANEL HEIGHT AND IS 4"MIN. FROM ANY EDGE. 9' PANEL 12" PANEL 15" PANEL N o .. • e co e- MINIMUM ABOVE AND FOR PAN ELS MORE H BELOW HE 3 12-WIDE,ADDITIONAL HIOLE PROVE ED.S M ALSO BE I ] 0:': : :: . .0 F •. ,`.' A ° * 4C. FOR HOLES LARGER THAN V DIA.OR TO ADD MORE THAN ONE HOLE PANEL 24" PANEL 0. . :':':'.0 18" PANEL 21" CONTACT HARDY FRAMES,INC. 1. 15#FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN ,r _ w O PANEL BASE AND CONCRETE. T 0 P CONNECTION TO HEADER 1�71' ELq�r�® ans have been reviewed f -0 2. 1 EA.HARDENED ROUND,2 EA.SAE OR 2 EA.ROUND-FLAT WASHERS AND t. 15#FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN a)S O -h.slca le codes and ordir ance t 1 EA.GRADE 8 HEX NUT AT BOTH ENDS.SEE HFX1 FOR ANCHORAGE. PANEL BASE AND CONCRETE. Fat is `R'`-GLij anted tc issue a b4lll''' ,ereby 9 hcable Cry zz'=+' Q Z 3. ADACCENT FRAMING WITH 1/4"DIAMETER SCREWS IS INSTALLED AT THE PANCAKE FIXT all app `120 2. 1 EA.HARDENED ROUND,2 EA.SAE OR 2 EA.ROUND-FLAT WASHERS AND nD EDGES WHEN INSTALLING A 4x FILLER ABOVE OR WHEN SPECIFIED BY DESIGN 1 EA.GRADE 8 HEX NUT AT BOTH ENDS.SEE HFX1 FOR ANCHORAGE. 3 R� r q) t D or a '- Q tl PROFESSIONAL. " #}R¢S�S6eTCPP1N I�WS b!d UU RAISED FLOOR HEAD-OUT �9 INSTALLATION ON FOUNDATION 0 2 L `` D Td HO N) ' h� D>I� TdR�6Ht7WN)' #12 SELF-TAPPING SCREWS 2 O Q #12 SELF-TAPPING SCREW S AT FACE OF PANEL. O 2 1 AT EDGE OF PANEL. " (BUGLE HEAD WITH SELF (BUGLE HEAD WITH SELF DRILLING TIP SHOWN) 1 e - DRILLING WING TIP SHOWN) i eh • n OPTIONAL INSTALLATION WITH " HFBX BASE EXTENSION FOR n BUGLE HEAD WAFER HEAD FLAT TRUSS MODIFIED TRUSS HEX HEAD ADJACENT FRAMING e a DATE: ° 1. 15#FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN NOTES: SELF DRILLING TIP SELF DRILLING WING TIP ` PANEL BASE AND CONCRETE. 1)SURFACE FINISHES,CONNECTORS AND FIXTURES ARE ATTACHED TO THE PANEL 1-1-2016 1. 15#FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN 2. 1 EA.HARDENED ROUND,2 EA.SAE OR 2 EA.ROUND-FLAT WASHERS AND FACE WITH #10 SELF-TAPPING SCREWS SPACED NO LESS THAN 2-1/4"OC. 1. PLUS OR MINUS 1-1/2"GAP TO BE FILLED WITH MIN 5,000 PSI STRENGTH 2)ATTACHMENTS TO THE PANEL EDGES ARE MADE WITH#12 SELF-TAPPING SCREWS. PANEL BASE AND CONCRETE. NON-SHRINK GROUT. 1 EA.GRADE 8 HEX NUT.SEE HFX1 FOR ANCHORAGE. 2. 1 EA.HARDENED ROUND,2 EA.SAE OR 2 EA.ROUND-FLAT WASHERS AND 2. 1 EA.HARDENED ROUND,2 EA.SAE OR 2 EA.ROUND-FLAT WASHERS AND 3. ADJACENT FRAMING OPTIONAL U.N.O.BY BUILDING DESIGN PROFESSIONAL. 3)STRUCTURAL CONNECTIONS ARE TO BE DESIGNED BY THE DESIGN PROFESSIONAL. 1 EA.GRADE 8 HEX NUT.SEE HFX1 FOR ANCHORAGE. 4)STRUCTURAL HARDWARE USED TO TRANSFER LOADS SHOULD NOT EXCEED 12 GAGE. 1 EA.GRADE 8 HEX NUT.SEE HFX1 FOR ANCHORAGE. INSTALLATION ON 2x PLATE ® INSTALLATION ON NUTS&WASHERS ® INSTALLATION ON CURB T g HFX2 NOTE:COUPLING NUTS MAY BE USED WHEN THREADED ROD NOTE: REVISIONS DATE NOTE' ® IS SUBJECT TO TENSION LOADS ONLY. INSTALLATION WITHOUT HARDYFRAME BEARING PLATE HFXBP Net Hold Dow Screw Quantity ScrewQ 4 INSTALLATION WITHOUT HARDYFRAME BEARING PLATE(HF)BP)RESULTS IN (HFXBP) ty -- A DECREASE OFALLOWABLE SHEAR VALUE.BUILDING DESIGN PROFESSIONAL ,. MAY INCREASE DEFLECTION AND RESULT IN A DECREASE OF Model Height Depth Diameters Tope BOtt3 Available at R.9 8/5/15 MUST ANALYZE EFFECTS +K,-PANEL WIDTH ALLOWABLE SHEAR VALUE.BUILDING DESIGN PROFESSIONAL NOTE: 1 O O -}-3 21&24x8 92-1/4 HFX-12,15,18,MUST ANALYZE EFFECTS Number (In) (In) (In) Panel (ea) (ea) Edges(ea) 12' COUPLING NUTS MAY BE USED WHEN THREADED ROD IS SUBJECT TO -k- TENSIONLOADSONLY. HD HOLE 12"Width 6 6 4 HFX-12,15,18,21&24x9 104-1/4 15"Width 8 8 18"Width 10 10 4 4 • e',• e:,, HFX-12,15,18,21 &24x10 116-1/4 3-1/2 1-1/8 21"Width 12 12 5 2 3 HFX-15,18,21&24x11 128-1/4 24"Width 14 14 2 • e� ' 2 HFX-15,18,21&24x12 140-1/4 3 0 3 1 3 HFX-15,18.21&24x13 152-1A 6 W rfb 5 2 NOTE: HARDY FRAME "STK"WASHERS ARE REQUIRED IN THE TOP OF PANELS WHEN J T 1 1/2" CONNECTING TO A HOLD DOWN ROD FROM ABOVE. HARDY FRAME' "STK PANELS"INCLUDE W W 1 STK WASHERS PRE-WELDED IN THE TOP CHANNEL. z '.e' .•° _> s 4; • 1)Hold down bolts specified as Standard Grade(STD)must comply with ASTM F1554 Grade 36(or equal) 11 z • t. Hold down bolts specified as High Strength(HS)must comply with ASTM A 193 Grade B7(or equal). X O • e ° •• HD bolts(both grades)connect to the base of the Panel above with one Hardened Round,two Flat or two LL 0 SAE Washers and a Grade 8 Hex Nut(or equal). = Z • 1. 4x(MIN)RIM,TABLES SPECIFY ENGINEERED WOOD PRODUCT. HD bolts(both grades)connect to the top channel of the Panel below with a Hardy Frame Stacking 2 4x(MIN) TABLES SPECIFY ENGINEERED WOOD PRODUCT. 2. FLOOR SHEATHING NOTCHED FOR BEARING PLATE(HFXBP). STK Washer ma be re-welded in a Hard Frame Of Panel),one Hardened Round,two Flat or Q Q 2. FLOOR SHEATHING NOTCHED FOR BEARING PLATE(HFXBP). 3. HARDYFRAME'BEARING PLATE(HFXBP)WITH 6 EA.1/4"DIA.x 3'(MIN) (STK) (may p y ) 1. FLOOR SHEATHING NOTCHED FOR BEARING PLATE(HFXBP). 3. 1 EA.HARDENED ROUND,2 EA.SAE OR 2 EA.ROUND-FLAT WASHERS AND USP-WS SCREWS(OR EQUAL)AT EACH END.WHEN MORE THAN 12 EA. 2 NARDYFRAME SEARING PLATE(HFXBP)WITH 8 EA.1M"DIA.x 3'(MIN) 1. ACCESS HOLE LOCATED AT EDGE OF POST, two SAE Washers and a Grade 8 Hex Nut(Or equal). J ~ l.L, 1 EA.GRADE 8 HEX NUT.SEE HFX1 FOR ANCHORAGE. SCREWS ARE REQUIRED INSTALL 1/4'x 4-12"(MIN)SCREWS THROUGH 2. 1 EA.HARDENED ROUND,2 EA SAE OR 2 EA.ROUND-FLAT WASHERS AND _ W UCRWS AREWS(ORED INSTALL EACH END.(ME'CREWSMORE H 12 EA 2)1/4"diameter USP-WS Series screws(or equal). Length is 3"(minimum)when attaching directly to the C'- 4. 1/4'z41/2 IN USP-WS SCREWS OR EQUAL THROUGH BOTTOM OF BASE OF PANEL. 1 EA.GRADE 8 HEX NUT.SEE HFX1 FOR ANCHORAGE. (FAIN) ( ) SCREWS PANEL.REQUIRED INSTALL i/4"x4-12' IN SCREWS THROUGH PANEL MP4 NCONNEC ORS OR EQUBLE.AL 4. 1 EA.GRHARADE 8HEXNUT.SED ROUND,2 E HFX1 OR RANCHRAGE.ROUND-FLAT WASHERS AND LASE OF PANEL. 3. STRENGPLUS ORTH HNON-SHRUS "GA PTO BE FILLED WITH MINIMUM S,IXq PSI collector and 4-1/2"(minimum)when installing a 2x filler above the Panel. d 62 5. USP MP4 F CONNECTORS OR EQUAL BY BUILDING DESIGN PROFESSIONAL 1 EA GRADE 8 HEX NUT.SEE HFX1 FOR ANCHORAGE. STRENGTH NON3HRJNK GROUT. 3. i EA HARDENED ROUND,2 EA.SAE OR 2 EA.ROUND WASHERS AND 5. USPMP4FCONNECTORSOREQUALBVBUILDINGDESIGNPROFESSIONAL. 1 EA GRADE 8 HEX NUT.SEE HFX7 FOR ANCHORAGE. 3)1/4"diameter USP-WS Series screws(or equal). Length is 4-1/2"(minimum)through base of Panel and W 3"(minimum)at Hardy Frame®Bearing Plate(HFXBP). RAISED-OS CORNER ® RAISED-BEARING P L 0 RAISED STEM WALL 0 POST ON DBL. NUT 10 4)1/4"diameter screws are required at the edges when installing a 4x filler above or when specified by the 0 Design Professional. O z W cn NOTE LL e: INSTALLATION WITHOUT HARDYFRAME'BFARING PLATE(HFXBP)MAY INCREASE W DEFLECTION AND RESULTING DECREALMUSE OFALLowFFE SHEAR VALUE, 6 O INSTALLATION ON FLOOR SYSTEMS WITH HARDY FRAME" BEARING PLATE(HFXBP) � Il) BUILDING DESIGN PROFESSIONAL MUST ANALYZE EFFECTS. e'= e O e. 6 O _ e - 4 5 A)Install a solid 4x(min)rim in floor system below Panel.Table values assume Engineered Wood Product = m 7 5 6 (EWP). � :)) 5 3 B)Notch floor sheathing and screw ends of HFXBP to rim with 1/4"x3"(min)USP"WS"Series Screws Q z 5 7 3 (or equal). O W g C)Install Panel on HFXBP,connect with threaded rod grade specified on plans and secure base of Panel with O 0 6 4 O 3 2 Hardened Round Washer and Grade 8 Nut(or equal). Nuts to be snug tight. LJ _ W _ D)When stacking to a Panel below,"STK"Panels include"STK Washers"pre-welded in the top channel, I- LL L 4 1 or field install"STK"Washer,Hardened Round Washer and a Grade 8 Nut in the top channel of the Panel below. Q�OFE slontyr� 4 2 3 2 • . E)When more than 12 screws are required for minimum bottom screw quantity,install 1/4"x4-1/2"Screws DD �� O 1 o through Panel base and HFXBP into rim. °�... 0 0 1 O i . F)For standard wall heights,install a 2x filler above Panel(Dtl 6/HFX2). For larger fillers see Dtl 10/HFX2. &.C, ,, 4 NOTE: Installations may vary with Specific job conditions and/or specifications by the Design Professional. O o i. 1/4'z 4-1/2'(MINa USP-WS SCREWS(OR EQUAL)PER TABLE. �� • •�e, ' ' ' 2. HARDY FRAME'STK WASHER"AT TOP OF PANEL WHEN CONNECTING TO 1 HOLD DOWN ABOVE. 1)USP POST BASE BY THE DESIGN PROFESSIONAL © �y E 1. 1/4"x 412'(MIN USP-WS SCREWS(OR EQUAL)PER TABLE. 3. 4x(MIN)RIM,TABLES SPECIFY ENGINEERED WOOD PRODUCT. 2)USP POST CAP BY THE DESIGN PROFESSIONAL s a 2. HARDYFRAME'STK WASHER"AT TOP OF PANEL WHEN CONNECTING TO 1. 1/4"x 4-1F (MINI USP-WS SCREWS(OR EQUAL)PER TABLE. 4. ALL THREAD ROD PER PLANS. p� 4 3)4x(MIN)RIM AND STRUCTURAL FRAMING BY THE DESIGN 8 HOLD DOWN ABOVE. 2. NARDYFRAME STK WASHER"AT TOP OF PANEL WHEN CONNECTING TO 5. FLOOR SHEATHING NOTCHED FOR BEARING PLATE(HFXBP). HOLD DOWN ABOVE. 6. HARDY FRAME°BEARING PLATE PROFESSIONAL LUUL..11 3. 4z(MIN)RIM,TABLES SPECIFY ENGINEERED WOOD PRODUCT. (HFXBP)WITH 8 EN MORE DIA x 3"(MIN) 3"�-PANEL WIDTH -{ 3" 3" PANEL WIDTH ^� 3" 3" f-PANEL WIDTH '3" <(QD 4. ALL THREAD ROD PER PLANS. 3. ALL THREAD ROD PER PLANS. UCRWS SCREWS(OR EQUAL)AT EACH END.WHEN MORE THAN 12 EA 4)FLOOR SHEATHING NOTCHED FOR BEARING PLATE. 0 E 5. FLOOR SHEATHING NOTCHED FOR BEARING PLATE. 4. 4x(MIN)RIM,TABLES SPECIFY ENGINEERED WOOD PRODUCT. SCREWS ARE REQUIRED INSTALL 1/4'x4-12"(MIN)SCREWS THROUGH 5)HARDYFRAME-BEARING PLATE(HFXBP)WITH 6 EA.1/4"DIA.x 3" • • " ' • •• Ly 5. FLOOR SHEATHING NOTCHED INSTALL PANEL DIRECTLY ON RIM. BASE OF PANEL '•I• •I•• ••I • , • I•• '' • • I•• 's, 6. NARDyFRAAfE°BEARING PLATE(HFXBP)WITH 8 EA.1A1'DA.x 9"(MIN) (MIN)USP-WS SCREWS(OR EQUAL)AT EACH END.WHEN MORE •• •• : USP-WS SCREWS(OR EQUAL)AT EACH END.WHEN MORE THAN 12 EA. 6. 1 EA.HARDENED ROUND,2 EA.SAE OR 2 EA.ROUND-FLAT WASHERS AND 7. 1 EA.HARDENED ROUND,2 EA.SAE OR 2 EA.ROUND-FLAT WASHERS AND THAN 12 EA SCREWS ARE REQUIRED INSTALL 1/4"X 4-12"(MIN) SCREWS ARE REQUIRED INSTALL I/4'x 4-12'(MIN)SCREWS THROUGH 1 EA.GRADE 8 HEX NUT AT BOTH ENDS. 1 EA GRADE B HEX NUT. SCREWS THROUGH BASE OF PANEL. HFXBP12 HFXBP15 HFXBP18 �j 2 BASE OF PANEL. 7. 1/4'x 412(MIN)USP-WS SCREWS(OR EQUAL)THROUGH BOTTOM OF PANEL 8. USP MP4 F CONNECTORS OR EQUAL BY BUILDING DESIGN PROFESSIONAL. g)1 EA.HARDENED ROUND,2 EA.SAE OR 2 EA.ROUND-FLAT 7. 1 EA HARDENED ROUND,2 EA.SAE OR 2 EA.ROUND-FLAT WASHERS AND MIN QUANTITY PER TABLE. 3"1 PANEL WIDTH -i 3" 3"L.- PANEL WIDTH W 1 EA.GRADE 8 HEX NUTAT BOTH ENDS. WASHERS AND 1 EA.GRADE 8 HEX NUT.SEE HFX1 FOR f 3" ANCHORAGE. PYRAMID STACK 8 STACK @ OS CORNERO STRAIGHT STACK © CRIPPLE WALL •' ' ' ' ' ' ° •• • ' ' HFXBP21 HFXBP24 Lu CO wC3 L� NOTE: ® BUILDING DESIGN PROFESSIONAL TO DESIGN BUILDING DESIGN PROFESSIONAL TO DESIGN A.INSTALLATION WITHOUT HARDMAY RESULT SEARING PLATE(HFXBP) A.LOAD PATH FROM BEAM TO FOUNDAT10jJ. ( ) A.LOAD PATH FROM BEAM TO FOUN12ATIX O� p•': LO INCREASES DEFLECTION AND MAY RESULT IN A DECREASE AL S.INSTALLATION WITHOUT HARDYFRAI EARING PLATE HFXBP INCREASES B.INSTALLATION WITHOUT HARDYFRAM FARING PLATE(HFXBP)INCREASES e'= ALLOWABLE SHEAR VALUES BUILDING DESIGN PROFESSIONAL MUST E+ PANEL DEFLECTION AND MAY RESULT IN A DECREASE OF ALLOWABLE SHEAR PANEL DEFLECTION AND MAY RESULT IN A DECREASE OF ALLOWABLE SHEAR e• e W ANALYZE EFFECTS. - 7 OO VALUES.BUILDING DESIGN PROFESSIONAL MUST ANALYZE EFFECTS. VALUES.BUILDING DESIGN PROFESSIONAL MUST ANALYZE EFFECTS. B.TRUSS DESIGN PROFESSION TO CHECK LATERAL SHEAR AND e• ,1 OVERTURNING MOMENT OF TRUSS SYSTEM. C.BEAM DEFLECTION MAY INCREASE TOTAL DRIFT OF PANEL.BUILDING DESIGN C.BEAM DEFLECTION MAY INCREASE TOTAL DRIFT OF PANEL.BUILDING DESIGN 4 O O �OJ C.END BLOCK CONFIGURATION MAY CHANGE TO ACCOMMODATE PROFESSIONAL MUST ANALYZE EFFECTS. PROFESSIONAL MUST ANALYZE EFFECTS. 4 6 5 6 0 6i SPECIFIC JOB CONDITIONS. 4 O 3 5 _ - �; 1 Q z 20 2 2 1 as ry� 4 O 1 3 9e_ f z p..r Ed O 2 - 8 s" royal o 3 1 3 t:,- 3 pmlt °YD� L es or or o TRUSS DESIGN AND 5 0 �. ?•� ��� D thority to viola C'^r 2 C CONNECTIONS BY TRUSS DESIGN y4 1 "v' o 0 PROFESSIONAL 1 STEEL BEAM BY C�;'�1T 13 HARDY FRAME LEVI BUILDING DESIGN POST FRAME' HARDY FRAME" PROFESSIONAL 0 0 2 1. 1W x 4A (MIN,USP-WS SCREWS(OR i +�PE ABLE. 2. HARDY FRAME'STK WASHER'AT TOP OF PANEL WHEN CON O• \ 1 HOLD DOWN ABOVE. Y�/4'x 4-12"(MIIV USP-WS SCREWS(OR EQUAL)PER TABLE. y,v. " 2. HARDY-"STK WASHER'AT TOP OF PANEL WHEN CONNECTING TO 3. ALL THREAD ROD HOLD DOWN WITH RAS D 161 E Y7HE HOLD DOWN ABOVE. BUILDING DESIGN PROFESSIONAL AT UNDERSIDE OF BEA P R PLANS. 3. ALL THREAD ROD PER PLANS. 1. WOOD BEAM PER PLAN. 1. 4x(MIN)RIM,TABLES SPECIFY ENGINEERED WOOD PRODUCT. 4. 4x(MIN)RIM,TABLES SPECIFY ENGINEERED WOOD PRODUCT. 2. ALL THREAD HOLD DOWN WITH PLATE WASHER AS DETERMINED BY THE 2. FLOOR SHEATHING NOTCHED FOR BEARING PLATE. 4. 4z(MIN)RIM,TABLES SPECIFY ENGINEERED WOOD PRODUCT. DATE: HOLD 5. FLOOR SHEATHING NOTCHED FOR BEARING PLATE 5. FLOOR SHEATJIING NOTCHED FOR BEARING PLATE(HFXBP). 1. 1E0.GRADE 8HEXNUTA EA. OR2EA.ROUND-FLAT WASHERS AND 1. DESIGNDOWN ALLROPES THREAD RODS WELDED TO STEEL BEAM BY BUILDING FLOOR NOTCHED FOR AT BEARING UNDERSIDE OF BEAM PER PLAN. 3, HARDYFRAME'BEARING PLATE(HFXBP)WITH 6EA7/4'DIA x3'(MIN) 6. HARDYFRAME'BEARING PLATE(HFXBP)WITH 6 EAIM-DA..x 3'(MIN) 6. HARDYFRAME BEARING PLATE(HFXBP)WITH 6 EAAW DA.x 3(MIN) 1 EA GRADE S HEX NUT AT BOTH ENDS. DESIGN PROFESSIONAL. 3. FLOOR SHEATHING NOTCHED FOR BEARING PLATE. USP-WS SCREWS(OR EQUAL)AT EACH END.WHEN MORE THAN 12 EA. USP-WS SCREWS 2. 1/4'MINUSP-WSSCREWS(OREQUAL)WITHFULLPENETRATIONINTOTOP 2. 1EAHARDENEDROUND,2EASAEOR2EA.ROUN0.FLATWASHERSAND 4, NARDYFRAME°BEARINGPLATE(HFXBP)WITH6FA.1/4"DA.x3'(MIN) SCREWS AREREgU1REDINSTALLI/4'x4.12'(MIN)SCREWSTHROUGH (OR EQUAL)AT EACH END.WHEN MORE THAN I2EA. USP-WSSCREWS(OR EQUAL)AT EACH END.WHEN MORE THAN12EA 1-1-2016 CHORD OF BLOCK. 1 EA.GRADE 8 HEX NUT. USRWS SCREWS(OR EQUAL)AT EACH END.WHEN MORE THAN 12 EA. BASE OF PANEL. SCREWS ARE REQUIRED INSTALL 1/4"x 4-12"(MIN)SCREWS THROUGH SCREWS ARE REQUIRED INSTALL 1/4"x 4-12'(MIN)SCREWS THROUGH 3. 1/4'MIN USP-WS SCREWS(OR EQUAL)MAY BE INSTALLED FOR ADDITIONAL BASE OF PANEL. BASE OF PANEL. SCREWS ARE REQUIRED INSTALL 1/4'x 4-12"(MIN)SCREWS THROUGH 4. 1 EA.HARDENED ROUND,2 EA.SAE OR 2 EA ROUND-FLAT WASHERS AND 7. 1 EA.HARDENED ROUND,2 EA.SAE OR 2 EA.ROUND-FLAT WASHERS AND SHEAR TRANSFER. BASE OF PANEL 7. 1 EA.HARDENED ROUND,2 EA SAE OR 2 EA.ROUND-FLAT WASHERS AND 1 EA GRADES HEX NUT AT BOTH ENDS. 1 EA.GRADE 8 HEX NUT AT BOTH ENDS. 1 EA.GRADE 8 HEX NUT AT BOTH ENDS. 5. 1 EA HARDENED ROUND,2 EA.SAE OR 2 EA.ROUND-FLAT WASHERS AND 5. USP MP4 F CONNECTORS OR EQUAL BY BUILDING DESIGN PROFESSIONAL. 8. USP MP4 F CONNECTORS OR EQUAL BY BUILDING DESIGN PROFESSIONAL. B. USP MI F CONNECTORS OR EQUAL BY BUILDING DESIGN PROFESSIONAL. 1 EA.GRADE 8 HEX NUT. OPEN WEB TRUSS [ STEEL BM-WELDED HDO 3 WOOD BM THRU BOLT 2 POSTS BELOW STAGGERED-THRU BOLT 0 STAGGERED TO POST HFX3 Hardy Frame Installation REVISIONS DATE 1 1 Step 1: Concrete Preparation R-1 7/25/14 A) Concrete contractor shall use Hardy Frame HFX-Series Templates to accurately place embed bolts for spacing and alignment in the wall. B) Attach the HFX-Series Template to a formboard at the location specified on plans and install bolts. Install 1/2"x3"x3" P 1 plate washers with nuts above and below at hold downs. C) At interior footings Templates may be secured in place using stakes. D) Footing design,embed depths and anchor edge/end distances are per the Building Design Professional. W ) Determine if the Hardy Frame will be installed on concrete or a mudsill. For installation directly on concrete the° . 0 < ' t 23/4 andinstallation2 d II t 4-1/4". • ° 2 ° •° `� ! n•• 2 recommended bolt height above finished concrete is - "an or on a x mu si i isW.Q 4 • ^ ° v • ,a• • " Step 2: First Floor installation on concrete •,°� • °. • A •.4•.. • <.•' .a • •p •. a _ j 3 A) Installation of a moisture barrier such as Moistop or 15#felt is recommended under the Frame. C7 3 ° �* •` 3 - " • . LL ) Set the Hardy Frame over the embed bolts and install(1)Hardened Round,(2)Round-Flat,or(2)SAE washers W .••,as • ° • • � Cl) and a Grade 8 hex nut. LLI • B 3"Minimum 3"Minimum 3-Minimum a C) Tighten nuts until snug tight. V Q U 1.HARDENED ROUND,(2)SAE OR(2)ROUND-FLAT WASHERS AND GRADE 1.HARDENED ROUND,(2)SAE OR(2)ROUND-FLAT WASHERS AND D After framingand plumb&line are complete, lace a 2x filler above the Frame to make u the height difference Z 0 1.HARDENED ROUND,(2)SAE OR(2)ROUND-FLAT WASHERS AND 8 HEX NUTS ABOVE AND BELOW BASE GRADE 8 HEX NUT ) p p p g (n GRADE 8 HEX NUT. 2.7/8"DIAMETER HOLD DOWN BOLT WITH 1/2"THICKx 3"x3"PLATE 2.7/8"DIAMETER HOLD DOWN BOLT WITH 1/2"THICKx3"x3"PLATE created by eliminating the sill plate,and connect with 1/4"x 4-1/2"screws through the top of the Frame,through the 9 0 2.7/8"DIAMETER HOLD DOWN BOLT WITH 1/2"THICK x 3"x 3"PLATE WASHER&2 NUTS AT EMBED END PER PLAN Coz WASHER&2 NUTS AT EMBED END PER PLAN 3.FOUNDATION DESIGN BY BUILDING DESIGN PROFESSIONAL WASHER&2 NUTS AT EMBED END PER PLAN filler and into the double top plates or header above. For fillers larger than 1-1/2"net,refer to detail 3/HFX5 D- 3.FOUNDATION DESIGN BY BUILDING DESIGN PROFESSIONAL Q 4.PLUS OR MINUS 1-1/2"GAP TO BE FILLED WITH MINIMUM 5,000 PSI Step 2: First Floor installation on a Sill Plate LL! 3.FOUNDATION DESIGN BY BUILDING DESIGN PROFESSIONAL 4.MOISTURE BARRIER RECOMMENDED(USE 75#FELT,OR EQ.) STRENGTH NON-SHRINK GROUT A) If the Hardy Frame is to be installed on a mudsill,plot the bottom plate and cut the length to match the width of the O INSTALL 0 N 2 x PLATE 30 INSTALL 0 N NUT&WASHER 20 INSTALL 0 N FOUNDATION O Frame. If located next to a door opening,allow the plate to run into the opening. I � B U_ ) Set the Hardy Frame over the embed bolts and install(1)Hardened Round,(2)Round-Flat,or(2)SAE washers = W and a Grade 8 hex nut. ® C) Tighten nuts until snug tight. ACCESS HOLE LOCATED AT 1 ACCESS HOLE LOCATED AT 1 HARDYFRAME BRACE D) After framing and plumb&line are complete,install 1/4"x 3"screws through the top of the Frame into the double top a = EDGE OF POST EDGE OF POST FRAME OR POST J plates or header above. Top plates must be continuous or have a minimum 8'lap at splices. O ~O H 3 0 0 4 3 NOTE: 1 � _j HOLD DOWN ANCHOR DESIGN AT FACE TO FACE INSTALLATIONS MUST BE FOR CONNECTION TO HEADER(PORTAL)SEE Q ~ l t 1 1/2" DETERMINED BY THE BUILDING DESIGN DETAIL CONNECTION TO HEADER LtJ . .° PROFESSIONAL WHEN A 2x FILLER OCCURS SEE 6-HFX5 W • •4 'p , .e• OPTIONAL SOFFIT Z a . Z a a� •�.. d •ti° °... ••a ,+ 4 , •'.° FOR BACK TO BACK a' 'e '•+ TOP CONNECTION SEE �T M 7 LL 3"MInIR1Um � DETAIL 70-HFX5 DETAIL 1- E °. DETAIL tt-HFX5 WITH 2x FILLER. DETAIL 2-HFX5 WIT ILLER 1.HARDENED ROUND,(2)SAE OR(2)ROUND-FLAT WASHERS AND 1.HARDENED ROUND,(2)SAE OR(2)ROUND-FLAT WASHERS AND 2 ° t�tl f>43 RLI µOFESS/qy GRADE 8 HEX NUTS ABOVE AND BELOW BASE GRADE 8 HEX NUT 2.THREADED ROD HOLD DOWN BOLT WITH 1/2"THICK x 3"x 3"PLATE TE: y 8n 2.THREADED ROD HOLD DOWN BOLT WITH 1/2"THICK x 3"x 3"PLATE DA CA1432 o m WASHER&NUT.Hardy Frame BOLT BRACE(HFXBB)MAY REPLACE WASHER&NUT.Hardy Frame BOLT BRACE(HFXBB)MAY REPLACE 1.HARDENED ROUND,(2)SAE OR(2)ROUND-FLAT WASHERS AND 4 N PLATE WASHERS WHEN ASTM F1554 GR36 THREADED ROD IS PLATE WASHERS WHEN ASTM F1554 GR36 THREADED ROD IS GRADE 8 HEX NUT P�C`�f *J exa is A SPECIFIED SPECIFIED 2.7/8"DIAMETER HOLD DOWN BOLT WITH 1/2"THICK x 3"x 3"PLATE FOR BACK TO BACK AF mr c I P 3.3/4"THICK PLATE WASHER BUILT IN POST BY MANUFACTURER 3.3/4"THICK PLATE WASHER BUILT IN POST BY MANUFACTURER WASHER&2 NUTS AT EMBED END PER PLAN BASE CONNECTION SEE TABLE 1.1 VALUES 9jgOF 0A tF�� 3.HOLD DOWN BOLTS PER PLAN DETAIL 4-HFX4 ON CONCRETE DETAIL 1-HFX4 ON CONCRETE 4.PLUS OR MINUS 1-1/2"GAP TO BE FILLED WITH MINIMUM 5,000 PSI DETAIL2-HFXa ON NUT&WASHER STRENGTH NON-SHRINK GROUT 4.FOUNDATION DESIGN BY BUILDING DESIGN PROFESSIONAL O E TABLE 1.2 VALUES ® o POST ON DBL. NUT © POST ON CONCRETE 5� BACK TO BACK INSTALLATION ® DETAIL S-HFx4DN WOOD SILL Q� ,° a vE C3 4. PER PLAN 0 PER PLAN ° 2-3/4" � O(n I I O v) '"I POP-OUT �I II(~4„ ; . MINIMUN = z =�Z PER PLAN MIN •"' LU 3 HEIGHT ? a z�_a 3" O l�. SPECIFY ANCHORAGE ON = > FOUNDATION PLAN PER TOP OF ROD . 9 W d ANCHORAGE NOMENCLATURE 0 3 w — w 1 1/2" 3"Minimum p- TO TOP OF a a SPACING cv C)CONCRETE le IB DETAIL SPECIFICATION GUIDE © �co STEM WALL SECTION A MIN ,I,_*+ .—�t MIN �_ 4 5 3/4" 20-t/2" 5-3/4" 1 6-t/2"I 3t• 1 6 t/2•I u n Cal ` Cal Cat CatF Q Q CURB ELEVATION CURB SECTION w o ­1 SECTIONA •• ••• °••°° >� 2012 IBC HOLD DOWN ANCHORAGE ® • l l °C z SHEAR TIE ® CURB 32" 44" Q z (?� 32"BRACE FRAME 44"BRACE FRAME r rs sJ " PER PLAN PER PLAN Cal Cal yy D T' Qd � HOLE PATTERN TOP&BOTTOM J GROUT hPan reviews d Z 1`1 Z HARDY FRAME HFX—SERIES BRACE FRAMEaPPlicable codes and ordinance = W FILLED CMU 3 0�3 v 5 3 ,° nereb granted tc issue a build,' coN W OR CONCRETE a z M a z f a ••' °j •e y ieable City aper H (PER PLAN) a d d `' ••°' " 'a• ': • Product Max. Anchorage Shear a a a2 °' •• °' Width Height (See Nomenclature for Description) Quantity P ) tity ss lbr granting c: a x le le 'Q a .•••a in ft STD HS STD HS3ppr vale) h s piansVsha!I,.r- f��Ic•oL 3" 3" • ° °. HFX-32x 13 7/8 STD 10-14 7/8 HS 15-22 1 1- n. N a.o'•.a o' °' HFX-44x 13 2 uth rit tol3iolat c- - »Ie� MIN #—* #--I MIN #—#—T Ca2 p: / 4•:,r -odes"' Cal Cal cat Ca2 : 1) Applies to 2500 psi compressive strength concrete,both seismic and wind loading. 3 EXTERIOR SLAB ELEVATION EXTERIOR SLAB SECTION 2) STD indicates rods complying with ASTM F1554 Grade 36 with a 1/2"x3"x3"plate washer double nutted on the embed end. MIN FOOTING DEPTH AND 8 B ANHORAGE — PLAN VIEW © 3) HS indicates rods complying with ASTM A 193 Grade B7(or equal)with a 1/2"x3"x3"plate washer double nutted on the WIDTH C DECREASE 2012 IBC HOLD DOWN ANCHORAGE embed end. Cal Cal BEYOND CaI DIMENSION. 4) Concrete edge distance must comply with ACI-318-11 D8.2.. THREADED ROD HOLD DOWN BOLT WITH ANCHORAGE NOMENCLATURE 5) Installation on curbs or stemwalls must be 6 inch width minimum,and require supplemental shear reinforcement 1/2"x3"0"PLATE WASHER&NUT. le l per ACI-318-11, fc=2500 psi. DATE: e 7/8-STD-10-14 6) Shear Ties#3 rebar,grade 60(min). 3"!�E3" 1 C 7) Shear Ties are not required for installations away from Foundation Edge,for installation on wood framing or for Braced 1-1-2016 MIN t f t MIN —�I I a1 Ca2 Wall Panel applications. NOTE:COUPLING NUTS MAY BE USED TO EXTEND THREADED ROD Cat Cat Cat Cat le 8 Foundation Design is b Others LENGTH THROUGH STEM WALL INTERIOR SLAB ELEVATION INTERIOR SLAB SECTION ROD GRADE ) g y ROD DIAMETER 9) The Building Design Professional is permitted to modify these details to accommodate a specific condition. ANCHORAGE AT STEM WALL rq—) 2012 IBC HOLD DOWN ANCHORAGE ® le=LENGTH OF EMBED © 2012 IBC HOLD DOWN ANCHORAGE TABLE O H FX4 Cal ,Ca2=END DISTANCE, EDGE BUILDING DESIGN PROFESSIONAL MUST DESIGN: FOR FILLERS LARGER THAN 1 1/2" ENGINEER OF RECORD TO DESIGN'A.STUDS OR STRAPS TO TRANSFER UPLIFT OF FILLER MATERIAL A.STUDS OR STRAPS TO TRANSFER UPLIFT OF FILLER MATERIAL REVISIONS DATE B.ADDITIONAL DRIFT DUE TO THE ADDITIONAL FILLER HEIGHT B.ADDITIONAL DRIFT DUE TO THE ADDITIONAL FILLER HEIGHT C. STUDS/POST AT EACH END OF BRACE FRAME FOR OUT OF C. PLANE LOAD AT EACH END OF BRACE FRAME FOR OUT OF Table 1.0 Hardy Frame®HFX-Series Product Data and Connectors PLANE LOAD D. IF SPLICE OCCURS AT TOP PLATES,FASTENING MUST DEVELOP 1 TENSILE STRENGTH IN LUMBER NET Hold Down Top Bottom Screw Qty WSP DESIGNED 1 MODEL HEIGHT DEPTH Diameterl,2 Screw 3 Screw 4 Available at BY BUILDING DESIGN 2 3 In PROFESSIONAL NUMBER (in) (in) (in) Qty(ea) Qty(ea) Edges ea HFX-32x8 HFX-44x8 92-1/4 (n j HFX-32x9 W HFX-44x9 104-1/4 C p HFX-32x10 116 1/4 32"Width=10 32"Width=10 G IX W 4 HFX-44x10 3-1/2 7/8 NA � HFX-32x11 LU 2 1 1 HFX-44x11 128-1/4 44"Width=14 44"Width=14 LL of C/) HFX-32x12 140-1/4 W O HFX-44x12 z 0 HFX-32x13 3 1.114"DIAMETER(MINIMUM)x 3"LONG USP-WS SCREWS 152-1/4 p X OR EQUAL PER TABLE HFX-44x13 z D- 1.1/4"DIAMETER(MINIMUM)x 3"LONG USP-WS 2.USP MP4F CONNECTORS OR EQUAL BY BUILDING 1.2x WOOD FILLER CONNECTION WITH 1/4"DIAMETER 1.1/4"DIAMETER(MINIMUM)x 3"LONG USP-WS SCREWS m } LIJ SCREWS OR EQUAL PER TABLE DESIGN PROFESSIONAL (MINIMUM)x 4 1/2"LONG USP-WS SCREWS OR EQUAL (OR EQUAL)PER TABLE 1 Of 2.STRAPS BY BUILDING DESIGN PROFESSIONAL 3.4x WOOD FILLER BY BUILDING DESIGN PROFESSIONAL Standard Hold down bolts must have a 1/2"x3"x3"ASTM A 36 plate washer double nutted on the embed end X 3.ADJACENT FRAMING AND CONNECTIONS FOR 4.ADJACENT FRAMING FOR RESISTING OUT OF PLANE that connects to the Panel or Brace Frame base with one Hardened Round,two Round-Flat or two SAE W LL RESISTING OUT OF PLANE LOADS BY BUILDING LOADS BY BUILDING DESIGN PROFESSIONAL Washers and a Grade 8 Hex Nut on each rod or as specified by the Building Design Professional. DESIGN PROFESSIONAL RAKE FILLER 4 3 2 High Strength Hold Down bolts can be ASTM A 193 Grade B7(or specified by the Building Design I 4 x FILLER 2 x FILLER T 0 P PLATE O Professional)with 1/2"x3"x3"ASTM A 36 Plate Washers double nutted on the embed end that connects to U) the Panel or Brace Frame base with one Hardened Round,two Round-Flat or two SAE Washers and a J p NOTE: NOTE: Grade 8 Hex Nut on each rod. z STRAPS CONNECTING PANEL TO HEADER ARE STRAPS CONNECTING PANEL TO HEADER ARE L (n J RECOMMENDED. WHEN APPLIED IN THE FIELD STRAP RECOMMENDED. WHEN APPLIED IN THE FIELD STRAP 3 1/4"diameter USP-WS Series screws(or equal). Length is 3"(minimum)when attached directly to the r F- H DESIGN AND CONNECTION TO BE DETERMINED BY DESIGN AND CONNECTION TO BE DETERMINED BY collector and 4-1/2"(minimum)when installing a 2x filler above the Brace Frame. LU BUILDING DESIGN PROFESSIONAL. _ 3 BUILDING DESIGN PROFESSIONAL. W 1 1 Qz 1 z w < Ln it 2 2 4 5-3/4" 20-1/2" 5-314 j" 6-1/2"I 31" 16-1/2"I Q M 0 LL ACCESS HOLE 1 2 2 O O O O �aF�s oV,`Ncy LOCATED AT 44" ezv ��OGN"a EDGE OF POST 32" 32" BRACE FRAME 44" BRACE FRAME ��d'� x STATE t\ 1.1/4"DIAMETER(MINIMUM)x 3"LONG USP-WS SCREWS HOLE PATTERN TOP & BOTTOM n ® S E (OR EQUAL PER TABLE 1.CONTINUOUS HEADER PER PLAN O 1.THREADED ROD WITH HARDENED ROUND, 2 SAE OR ) 1.CONTINUOUS HEADER PER PLAN 2.1/4"DIAMETER(MINIMUM)x 3"LONG USP-WS SCREWS rn V ( ) 2.USP MP4F CONNECTORS OR EQUAL BY BUILDING '�-' 2 ROUND-FLAT WASHERS AND GRADE 8 HEX NUT 2.2x WOOD FILLER CONNECTION WITH 1/4"DIAMETER (OR EQUAL)PER TABLE Q� ( ) DESIGN PROFESSIONAL Cn C7 CONNECTING TO HOLD DOWN ABOVE (MINIMUM)x 4-1/2"LONG USP-WS SCREWS OR EQUAL 3.ADJACENT FRAMING FOR RESISTING OUT AL PLANE �s '� _j 3.CONTINUOUS HEADER PER PLAN LOADS BY BUILDING DESIGN PROFESSIONAL �yG �yi+tt'' N -� Q 2.3/4"THICK PLATEWASHER BUILT IN BY MANUFACTURER 5.4x WOCOENT ILERBFRAMING FOR RESISTING I OUT OF PROFESSIONAL 3.ADJACENT FRAMING FOR RESISTING OUT AL PLANE 4.SHEAR TRANSFER DESIGN AND DETAILS BY THE ` �`n111 }I� v��),�1� PLANE LOADS BY BUILDING DESIGN PROFESSIONAL BUILDING DESIGN PROFESSIONAL i 8�1' Z c LOADS BY BUILDING DESIGN PROFESSIONAL P�RpA1T# POST TO TOP PLATES® HEADER - 4x FILLER 07 HEADER - 2X FILLER ' HEADER - CRIPPLES ' oPrE NC3 �Clearsoanl- � ' ! jM 4-112"M - ��Jrryry VJiN� CO lr) o 0 0 #12 SELF-TAPPING SCREWS 0 �o Cc to 2 2 AT EDGE OF BRACE FRAME. #10 SELF-TAPPING SCREWS p W OMIT FASTENERSAT THESE HOLES A (BUGLE HEAD WITH SELF AT FACE OF BRACE FRAME. 4 z WHEN THE END DISTANCE IS LESS THAN INCH. DRILLING WING TIP SHOWN) (BUGLE HEAD WITH SELF- 20 DRILLING TIP SHQV�Fly}I , l d W ee csvi w Section A A-Alternate 1 Chase plans have been reviewed h- A-Alternate 2 1 2 lie applicable codes and ordirznc�. lereby granted tc issue a bulld , aoproval by all applicable Cii 2c=n Section A: HFS Installed over Double Top Plates 1 Y I A-Alternate 1: HFS Installed to Underside of Double Top Plates A-Alternate 2: HFS Separated into Two%"Shapes to allow for ..he issuance or granting of r'.:' Installationover Wood Structural Panel Sheeting or for O epproval of these plans shall c� 'u�1ed Installation at 2x6 and Greater Wall Depths. O O - )ermit or approve any viol.�b^ .4cab', odes or ordinance. No 11-l' -•s;.nr -to^" Table 8.1.Hardy Frame®Saddle �1��'®"�p'� �,{���p"�"p"� uthority to violate Mod,Number r..t.n.r wso T.n.mn Ih.) wso corn .len b. FACE TO FACE �>k li' "'• W"""" des ' HF336 z4-iadoammo" 2950 2500 FACE TOFACE HARDYFRAME® HFsss az-Ise�m,"o, 4280 zsoo HARDY FRAME BRACE FRAME 1 BUGLE HEAD WAFER HEAD FLAT TRUSS MODIFIED TRUSS HEX HEAD Notes: BRACE FRAME 1)Max)Maximum Cleampan splice is 4-1/2" 2)Fastener quantity is the number of 16d common nails to be installed at each end of SELF DRILLING TIP SELF DRILLING WING TIP the splice. 1.114"DIAMETER(MINIMUM)USP-WS SCREWS(OR (2 When the he3inncefmmthe ndth (1)nailint to the first hlh-1/2 ichsthaniinch,sest to t 1.2x WOOD FILLER CONNECTION WITH 1/4" 1.1/4"DIAMETER(MINIMUM)x 3"LONG USP-WS EQUAL)FOR SHEAR TRANSFER FROM WOOD TO NOTES: splice is in the3inch sideplate and the(1)nail in the i-1/2 inch sideplate closest to the ® 1 SURFACE FINISHES,CONNECTORS AND FIXTURES ARE ATTACHED TO THE BRACE FRAME DATE: Splice. DIAMETER(MINIMUM)x 4-1/2"LONG USP-WS SCREWS(OR EQUAL)PER TABLE HARDY FRAME BRACE FRAME ) 4)FortheHFS24 that is installed with22-led comnwn nails on each end ofthe 2.COLLECTOR BY BUILDING DESIGN 2.CONNECTION BY BUILDING DESIGN FACE WITH #10 SELF-TAPPING SCREWS SPACED NO LESS THAN 2-1/4"OC. 1-1-2016 splice(44 tofat)them is no reduction in the values. SCREWS OR EQUAL 2 ATTACHMENTS TO THE BRACE FRAME EDGES ARE MADE WITH#10 SELF-TAPPING SCREWS. 5)For theHFS36thatisinstalledwith31-16dcommonnailsoneachendofthe 2.COLLECTOR BY BUILDING DESIGN PROFESSIONAL PROFESSIONAL ) splice(62 total)them is no reduction in the values. 3.STEEL BEAM PER PLANS 3)STRUCTURAL CONNECTIONS ARE TO BE DESIGNED BY THE BUILDING DESIGN 6)Allowable tension capacity is based on attachment to lumber with a minimum PROFESSIONAL Specific gravity of 0.49. PROFESSIONAL. 7)Loads shown are allowable stress design(ASD)and exclude a1.33stress BACK TO BACK BACK TO BACK 4)STRUCTURAL HARDWARE USED TO TRANSFER LOADS SHOULD NOT EXCEED 12 GAGE. increase. HARDY FRAME SADDLES 2 2x FILLER TOP PLATES STEEL BEAM W/ NAILER O9 © HFX5 NOTE:COUPLING NUTS MAY BE USED WHEN THREADED NOTE:COUPLING NUTS MAY BE USED WHEN THREADED REVISIONS DATE ROD IS SUBJECT TO TENSION LOADS ONLY. ROD IS SUBJECT TO TENSION LOADS ONLY. Table 1.0 Hardy Frame®HFX-Series Product Data and Connectors 3 2 1 2 HARDYFRAME NET Hold Down Top Bottom Screw Qty 6 1 3 BRACE FRAME----_, 1 4 MODEL HEIGHT DEPTH Diameterl.2 Screw Screw 4 Available at 6 NUMBER (in) (in) (in) Qty(ea) My(ea) Edges ea 3 0 1 HFX-32x8101 jn HFX-44x8 92-1/4 3 HFX-32x9 HFX-44x9 104-1/4 32"Width=10 32"Width=10 LU 4 5 HFX-32x10 116-1/4 44"Width= 14 44"Width= 14 4 5 2 HFX-44x10 3-1/2 7/8 NALU C� 5 a Q'1 HFX-32x11 128-1/4 cn HFX 44x11 t- 1.HARDENED ROUND(2)SAE OR(2)FOUND-FLAT HFX-32X12 w O 1.HARDENED ROUND(2)SAE OR(2)FOUND-FLAT WASHERS AND GRADE 8 HEX NUT 140-1/4 ! , z 1.HARDENED ROUND,(2)SAE OR(2)ROUND-FLAT HFX-44x12 �/ WASHERS AND GRADE 8 HEX NUT 2.1/4"DIAMETER MINIMUM x4-1/2"LONG USP-WS O 2.1/4"DIAMETER(MINIMUM)x 4 1/2"LONG USP-WS ( ) WASHERS AND GRADE 8 HEX NUT. ( SCREWS(OR EQUAL)PER TABLES 2.FOUNDATION DESIGN BY THE DESIGN PROFESSIONAL HFX-32x13 152-1/4 O a- SCREWS(OR EQUAL)PER TABLES 3.4x MINIMUM RIM,TABLES SPECIFY ENGINEERED HFX-44x13 z 1.HARDENED ROUND,(2)SAE OR(2)ROUND-FLAT 3.ADJACENT FRAMING FOR RESISTING OUT OF PLANE 3.4x MINIMUM RIM,TABLES SPECIFY ENGINEERED WOOD PRODUCT WASHERS AND GRADE 8 HEX NUT LOADS BY BUILDING DESIGN PROFESSIONAL m >- LLI WOOD PRODUCT 4.7/8"DIAMETER HOLD DOWN BOLT WITH 1/2"x Wx 3" 2.FOUNDATION DESIGN BY BUILDING DESIGN 4.MOISTURE BARRIER RECOMMENDED(USE 15#FELT, 1 Standard Hold down bolts must have a 1/2"x3"x3"ASTM A 36 late washer double nutted on the embed end IX4.7/8"DIAMETER HOLD DOWN BOLT WITH 1/2"x Wx 3" PLATE WASHER&2-NUTS AT EMBED END PER PLAN p �/ Q PROFESSIONAL OR EQUIVALENT) that connects to the Panel or Brace Frame base with one Hardened Round,two Round-Flat or two SAE X ¢ CII PLATE WASHER&2-NUTS AT EMBED END PER PLAN 5.FOUNDATION DESIGN BY THE DESIGN 3.2x BOTTOM PLATE BELOW BRACE FRAME 5.7/8"DIAMETER HOLD DOWN BOLT WITH 1/2"THICK x 3" LU LL 5.FOUNDATION DESIGN BY THE DESIGN PROFESSIONAL x 3"PLATE WASHER&2-NUTS AT EMBED END PER Washers and a Grade 8 Hex Nut on each rod or as specified by the Building Design Professional. ILL PROFESSIONAL 6.USP MP4F CONNECTORS OR EQUAL BY THE DESIGN PLAN = d 6.USP MP4F CONNECTORS OR EQUAL BY THE DESIGN PROFESSIONAL 2 High Strength Hold Down bolts can be ASTM A 193 Grade B7(or specified by the Building Design O ZZ PROFESSIONAL Professional)with 1/2"x3"x3"ASTM A 36 Plate Washers double nutted on the embed end that connects to Of2 RAISED-OS CORNER ® RAISED FLOOR RAISED STEM WALL RAISED F L. HEAD-0 U T T the Panel or Brace Frame base with one Hardened Round,two Round-Flat or two SAE Washers and a en a Grade 8 Hex Nut on each rod. � NOTE:COUPLING NUTS MAY BE USED WHEN THREADED O ROD IS SUBJECT TO TENSION LOADS ONLY. 31/4"diameter USP-WS Series screws(or equal). Length is 3"(minimum)when attaching directly to theUJ Q 4 collector and 4-1/2"(minimum)when installing a 2x filler above the Brace Frame. w 1 4 4 4 C/) W "diameter USP-WS Series screws(or equal). Length is 4-1/2"(minimum)through base of Brace Frame. �- c m 3 5 5 5 3 (A) (n Q c=n � z INSTALLATION ON FLOOR SYSTEMS O p d 1 2 A)Install a solid 4x(min)rim in floor system for bearing.Table values assume Engineered Wood Product(EWP). cn of O1 B)After the floor is sheeted,cut and plot the bottom plate as in the first floor installation or plate can be continuous. H O 1 C)Use all thread to connect the corners of the second floor Frame to a Brace Frame,Panel or Post below. J LL 3 D)Secure the base of the Frame with 1/4x4 1/2"(Minimum)Screws. See Tables for minimum quantities. U- SIONq 3 2 E)When Framing,Plumb&Line are complete,install 1/4x3"(Min)screws through the top channel into the collector. o 2 O NOTE:Installations may vary with specific job conditions and/or specifications by the Building Design Professional. ��°���P gsOGy�"P © N 6 . 1.7/8"DIAMETER ROD WITH HARDENED ROUND,(2)SAE 1.7/8"DIAMETER ROD WITH HARDENED ROUND,(2)SAE 1.7/8"DIAMETER ROD WITH HARDENED ROUND,(2)SAE OR(2)ROUND-FLAT WASHERS AND GRADE 8 HEX NUTS OR(2)ROUND-FLAT WASHERS AND GRADE 8 HEX NUTS OR(2)ROUND-FLAT WASHERS AND GRADE 8 HEX NUTS 1) USP POST BASE BY THE DESIGN PROFESSIONAL 5-3/4" 20-1/2" 5-3/4" 1 6-1/2"1 31" `� _6-�1��/2��_"` STgTE of 0 AT BOTH ENDS AT BOTH ENDS AT BOTH ENDS 1 1 l M 2.1/4"DIAMETER(MINIMUM)x 3"LONG USP-WS SCREWS 2.1/4"DIAMETER(MINIMUM)x 3"LONG USP-WS SCREWS 2.1/4"DIAMETER(MINIMUM)x 3"LONG USP-WS SCREWS 2) USP POST CAP BY THE DESIGN PROFESSIONAL O " (OR EQUAL)PER TABLE (OR EQUAL)PER TABLE (OR EQUAL)PER TABLE 3) 4x(MIN)RIM AND STRUCTURAL FRAMING BY THE 0 O 0 0 ® rn v DESIGN PROFESSIONAL " " w 3.USP MP4F CONNECTIONS OR EQUAL BY BUILDING 3.USP MP4F CONNECTIONS OR EQUAL BY BUILDING 3.USP MP4F CONNECTIONS OR EQUAL BY BUILDING t - ¢ DESIGN PROFESSIONAL DESIGN PROFESSIONAL DESIGN PROFESSIONAL 4)1 EA.HARDENED ROUND,2 EA.SAE OR 2 EA. 32" 1 44" >- U ROUND-FLAT WASHERS AND 1 EA.GRADE 8 HEX NUT. cn m 4.1/4"DIAMETER(MIN.)x 4-1/2"LONG USP-WS SCREWS 4.1/4"DIAMETER(MIN.)x 4-1/2"LONG USP-WS SCREWS 4.1/4"DIAMETER(MIN.)x 4-1/2"LONG USP-WS SCREWS Q (OR EQUAL)PER TABLES (OR EQUAL)PER TABLES (OR EQUAL)PER TABLES 32�r BRACE FRAME E 44" BRACE FRAME � 2 5.4x MINIMUM RIM,TABLES SPECIFY ENGINEERED WOOD 5.4x MINIMUM RIM,TABLES SPECIFY ENGINEERED WOOD 5.4x MINIMUM RIM,TABLES SPECIFY ENGINEERED WOOD PRODUPYRAMID STACK ® STACK @ OS CORNER TT PRODSTRAIGHT STACK © CRIPPLE WALL O © W 3 PRODUCT HOLE PATTERNOTTOM > 3 pry* , A IL NO NOTE: 130,L,s s' W O A. INSTALLATION WITHOUT A SOLID 4X RIM SHALL CONSIDER BUILDING DESIGN PROFESSIONAL TO DESIGN 4 1- COMPRESSION FROM OVERTURNING,AND SHEARTRANSFER FROM- 4 �{ A. LOAD PATH FROM BEAM TO FOUNDATION. �T# THE BASE OF BRACE FRAME TO THE TOP PLATES OF THE WALL 3 p�R.M' LL N BELOW. B. BEAM DEFLECTION MAY INCREASE TOTAL DRIFT OF LLi r- B.TRUSS DESIGN PROFESSIONAL TO CHECK LATERAL SHEAR BRACE FRAME. BUILDING DESIGN PROFESSIONAL LL55 Q �OAND OVERTURNING MOMENT OFTRUSS SYSTEM. MUST ANALYZE EFFECTS. 1 Cl"Co _ 5 ow 1 4 � o 3 2 2 O a= n a d W 1 n N UJ J n F- 2 WOOD NAILERSed c SOLID BEAM 2ne s haI not e of ran in of p r qrj,r here Flan 4hl� 4 PER PLANS Q"- prone a \ o 1 2 : 3ut tv f HARDY FRAME' HARDY FRAME POST POST 1.7/8"DIAMETER ROD WITH HARDENED ROUND,(2) 4 SAE OR(2)ROUND-FLAT WASHERS AND GRADE 8 POSTY FRAME HEX NUTS AT BOTH ENDS 1 2.1/4"DIAMETER(MINIMUM)x 3"LONG USP-WS 1.7/8"DIAMETER ROD WITH HARDENED ROUND,(2)SAE 3 SCREWS(OR EQUAL)PER TABLE OR(2)ROUND-FLAT WASHERS AND GRADE 8 HEX 1.THREADED ROD HOLD DOWN WITH PLATE WASHER AS 1.7/8"HOLD DOWN BOLT WELDED TO STEEL BEAM 1.7/8"DIAMETER ROD WITH HARDENED ROUND,(2)SAE 3.USP MP4F CONNECTIONS OR EQUAL BY BUILDING NUTS AT BOTH ENDS DETERMINED BY THE BUILDING DESIGN PROFESSIONAL (BY BUILDING DESIGN PROFESSIONAL) 1.3/4"THICK STEEL PLATE WASHER BUILT INTO BOTTOM OR(2)ROUND-FLAT WASHERS AND GRADE 8 HEX DESIGN PROFESSIONAL 2.1/4"DIAMETER(MINIMUM)x 3"LONG USP-WS SCREWS AT UNDERSIDE OF BEAM PER PLANS 2. HARDENED ROUND,(2)SAE S (2)ROUND-FLAT OF BRACE FRAME(BY MANUFACTURER) NUTS AT BOTH ENDS 4.1/4"DIAMETER(MIN.)x 4-1/2"LONG USP-WS (OR EQUAL)PER TABLE DATE: 2. END BLOCK CONFIGURATION MAY CHANGE TO WASHERS AND GRADE 8 HEX NUT 2.1/4"DIAMETER(MIN.)x 4-1/2"LONG USP-WS SCREWS 2.USP MP4F CONNECTIONS OR EQUAL BY BUILDING SCREWS(OR EQUAL)PER TABLES 3.ESP MP4F CONNECTIONS OR EQUAL BY BUILDING ACCOMMODATE SPECIFIC JOB CONDITIONS 3.1/4"DIAMETER(MIN.)USP-WS SCREWS(OR EQUAL)MAY (OR EQUAL)PER TABLES DESIGN PROFESSIONAL 5.4x MINIMUM RIM,TABLES SPECIFY ENGINEERED DESIGN PROFESSIONAL 1-1-2016 3. AC DIAMETER(MIN.)SPECIFIC JOB SCREWS ON EQUAL)MAY BE INSTALLED FOR ADDITIONAL SHEAR TRANSFER 3.THREADED ROD HOLD DOWN WITH PLATE WASHER AS 3.1/4"DIAMETER(MIN.)x 4-1/2"LONG USP-WS SCREWS WOOD PRODUCT 4.1/4"DIAMETER(MIN.)x 4-1/2"LONG USP-WS SCREWS BE INSTALLED FOR ADDITIONAL SHEAR TRANSFER 4.STEEL BEAM BY BUILDING DESIGN PROFESSIONAL DETERMINED BY THE BUILDING DESIGN PROFESSIONAL (OR EQUAL)PER TABLES 6.THREADED ROD HOLD DOWN WITH PLATE WASHER (OR EQUAL)PER TABLES 4.TRUSS DESIGN AND CONNECTIONS BY TRUSS DESIGN AT UNDERSIDE OF BEAM PER PLANS 4.4x MINIMUM RIM,TABLES SPECIFY ENGINEERED AS DETERMINED BY THE BUILDING DESIGN 5.4x MINIMUM RIM,TABLES SPECIFY ENGINEERED PROFESSIONAL WOOD PRODUCT PROFESSIONAL AT UNDERSIDE OF BEAM PER PLANS WOOD PRODUCT OPEN WEB TRUSS 4STEEL BM-WELDED HDg WOOD BM THRU BOLT 12 POSTS BELOW 1 1 STAGGERED-THRU BOLT g STAGGERED TO POST rq-� HFX6 LUIS F. VASQUEZ, P.E. 1551 mndall street gfendale ca 91201 ph: +1.323.365.0990 STRUCTURAL CA ULATIONS 1 GARAGE STRUC 6 URES f� t _ 591 Graham Avenue Lake Elsinore, CA 92530 Octob -N l r �s ��gSIONA4 F y. Quo PNpO Vq � SPA w � 56232 � 8r4TE OF LUIS F: VASOUEZ, P.E. 1551 randall street glendale,6 91201 ph:323.365.0990 Project Title: GRAHAM GARAGES Project Location: Lake Elsinore, CA Date Prepared: 10/20/16 Job No.: 16113 Sht.: G- 1 ROOF LOADS Roof Pitch= 5.0 / 12 D.L. Roofing 6.0 psf Sheathing 1.5 Framing 2.3 Misc. 1.0 10.8 psf x 13.0 / 12= 12 psf w/Ceiling 3.0 13.8 psf x 13.0 / 12= 15 psf 'R1 = 1.0 R2= 1.00 L.L. 20.0 psf (Reducible) CEILING LOADS D.L. Ceiling 2.2 psf Framing 2.0 Misc. 0.8 5.0 psf L.L. 10.0 psf � a 1012112016 12:28 AM 16113_g ,.�--- LUIS F: VASQUEZ, P.E. 1551 randall street glendale,ca 91201 ph:323.365.0990 Project Title: GRAHAM GARAGES Project Location: Lake Elsinore, CA Date Prepared: 10/20/16 Job No.: 16113 Sht.: G- 2 SHEAR WALL SCHEDULE 2013 California Building Code MARK MATERIAL NAILING NOTES V,allow REMARKS 15/32"APA STRUCT I RATED 8d @ 6"oc EN 1 STRUCTURAL PANEL 1 260 TABLE 23-II-1-1 P.I.I.:24/0 8d @ 12"oc FN 15/32"APA STRUCT I RATED 8d @ 4"oc EN 2 STRUCTURAL PANEL 1,2 350 TABLE 23-II-1-1 P.I.I.: 24/0 8d @ 12"oc FN 15/32"APA STRUCT I RATED 8d @ 3"oc EN 3 STRUCTURAL PANEL 1, 2 440 TABLE 23-II-1-1 P.I.I.:24/0 8d @ 12"oc FN 15/32"APA STRUCT I RATED 8d @ 2"oc EN 4 STRUCTURAL PANEL 1, 2 670 TABLE 23-II-1-1 P.I.I.:24/0 8d @ 12"oc FN 15/32"APA STRUCT I RATED 10d @ 2"oc EN 5 STRUCTURAL PANEL 1, 2 870 TABLE 23-II-1-1 P.I.I.:32/16 10d @ 12"oc FN NOTES: 1 ALL EDGES SHALL BE BLOCKED 2 3x FRAMING SHALL BE USED AT ALL ADJOINING EDGES AND FOUNDATION SILL PLATES i 1012112016 12:28 AM 16113-g w ,m LUIS F. VASQUEZ, PE 1551 randall street glendale, ca 91201 Project Title: GRAHAM GARAGES ph: 323.365.0990 Project Location: Lake Elsinore, CA Date Prepared: 10/21/16 Job No.: 16113 Sht.: FRMG- 1 ROOF FRAMING Framing: Roof is to be framed.with designed wood trusses(by others.) Roofing: Asphalt Pitch: 5:12 Loads: Refer to Sheet G-1 DL: 15 psf Including ceiling weight Exterior Wall Load = 15 psf LL: 20 psf Interior Wall Load = 10 psf TL: 35 psf °G Ji 1012112016 12:35 AM 16113-v LUIS F. VASQUEZ, PE 1551 randall street glendale, ca 91201 Project Title: GRAHAM GARAGES ph: 323.365.0990 Project Location: Lake Elsinore, CA Date Prepared: 10/21/16 Job No.: 16113 Sht.: FRMG- 2 1 Typical Header L= 3.00 ft. Lu= 3.00 ft. Loads: TL FLL+DL DL At To Load Derivation: W1,plf= 355 155 155 0.00 3.00 ft. Roof'10+Bm Wt R1 = 532 232 232 Ibs V reduced at Neither Support R2= 532 232 232 Ibs Vmax----> 532 Ibs At x= 1.50 ft V,x= 0 Ibs M= 4.8 in-kips Try: S b= 3.50 in Case: 1 Total Load LL= 1.00 d= 5.50 in LDF= 1.25 Cr= 1.00 A= 19.25 inA2 F'v= 225 psi fv= 41 psi 18.4% S = 17.6 inA3 F'b= 1457 psi fb= 271 psi 18.6% U6 DF#2 1 = 49 inA4 E = 1600 ksi d,TL= 0.01 in L/ 4324 E,min= 580 ksi d,LL= 0.00 in L/ 7668 1012112016 12:35 AM 16113-v Design Maps Summary Report http://ehp2-earthquake.wr.usgs.gov/designmaps/us/sunmiary.php?templat... Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.669540N, 117.33294°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III LA Kt .ram t �� r , ��`, • `,` �- ey{1kA+OftI p ry yy,, yy ` J dX a t s, ig�sn ` NA p 65 DksN{�h tit# i a-M ii € �ItBtf+ W � li M t7t � ��� � edcokl�#� xar � i4 r a HY Al V 101 USGS-Provided Output SS = 2.375 g Sms = 2.375 g SIDS = 1.583 g S1 = 0.958 g SM1 = 1.437 g SD1 = 0.958 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCEa Response Spectrum Design Response Spectrum 1.76 2.40 1.60 2.16 1.44 1.52 1.2s T 1.44 QX 0.% y 1.20 0.2o Ln 0.56 0.64 0.72 0.42 0.48 0.32 0.24 0.16 0.00 t 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 2.00 Period, T(sec) Period, T(sec) For PGAM, TL, CRs, and CR1 values, please view the detailed report. Although this information is a product of the U.S. Geological Survey,we provide no warranty, expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 7., lofl 10nRCM16 12.�2 AM Derivation of Lateral Strip Loads Structure Geometry: Use Alternate ASD Load Combinations per CBC 1605.3.2 Pitch: 5.0 / 12 1st story: 8.00 ft. plate Podium: 0.00 ft. above grade Long. Width = 50 ft Trans. Width = 50 ft Mean Roof Height = 13.21 ft Wind Load-Method 2(General Method)per ASCE 7-10, section 6.5 Exposure: C V = 110 mph (3-second gust) V: Fig. 6-1 Kz = 0.85 0'to 15' Kzt = 1.0 Topographic Factor K,z: Table 6-3 0.90 at 20' Kd = 0.85 Directionality Factor K,d: Table 6-4 0.95 at 25' I,w= 1.0 0.98 at 30' 1.01 at 35' 1.04 at 40' q = .00256*Kz*Kzt*Kd*VA 2*Iw= 26.33 * Kz Eq. 6-15 K,z interpolated for heights over 15' Longitudinal Transverse UB = 1.00 1.00 0= 23 degrees h/L= 0.26 0.26 Cp = 0.8 0.8 at windward wall elements C,p: Fig. 6-6 -0.5 -0.5 at leeward wall elements 1.3 1.3 at windward sloping roof -0.7 -0.7 at leeward sloping roof 1.8 1.8 at windward parapet walls Derived from Eq.6-20 -1.2 -1.2 at leeward parapet walls GC,pi = 0.18 gGC,pi = 4.0 psf Internal Press. (pos. & neg.) GC,pi; Fig. 6-5 G = 0.85 For Rigid Structures G: 6.5.8.1 w= 1.3 Wind Load Factor for Alternate ASD Loads P = 0.6*cu* (q*G*Cp + q*GC,pi) Eq. 6-17 Seismic Load-Equivalent Lateral Force Procedure per ASCE 7-10, section 12.8 Site Class: D Assumed Risk Category 1 / II / III F,a= 1.00 S,DS=2/3*F,a*Ss F,a;Table 11.4-1 Ss = 2.38 g S,DS = 1.58 Ss; Fig. 22-1 Eqn 11.4-3 F,v = 1.50 S,D1 =2/3*F,v*S1 F,v; Table 11.4-2 S,1 = 0.96 g S,D1 = 0.96 S,1; Fig. 22-2 Eqn 11.4-4 Seismic Design Category: 0 .2*S,DS = 0.32 1+.2*S,DS/1.4 1.23 * D Net Seismic D.L. Resisting Factor .9-.2*S,DS/1.4 = 0.67 * D I,e = 1.00 Determine Structure Period: C,t = 0.02 for light-framed buildings h,n = 8.00 ft x = 0.75 T = 0.095 = C,t (h,n)^x Eqn 12.8-7 k= 1 Vertical Distribution Exponent 12.8.3 Longitudinal Transverse Seismic Response Coefficient: R = 6.5 6.5 Table 12.2-1 n= 3 3 Table 12.2-1 C,base = S,D1 * I / RT 1.549 1.549 Eqn 12.8-3 C,max = S,DS * I/ R ---> 0.244 0.244 <--- Eqn 12.8-2 C,min = 0.01 0.010 0.010 Eqn 12.8-5 If S,1 >= 0.6g: C,min = 0.5 *S1*I/R 0.074 0.074 Eqn 12.8-6 C,s= [p]* C / 1.4 Vs = 0.226 0.226 Reliability/Redundancy Factor: Longitudinal Transverse P=1 1.30 1 1.30 E = [ p]* C,s*W + .2*S,DS*D Eqn 16-29 Derive Strip Loads: Longitudinal Direction L1 1 Story condition d to ridge: 10.00 0.00 0.00 0.00 pitch: 5.0 / 12 8.00 ft pit from to w,trib: 20.00 0.00 0.00 0.00 h,avg = 12.17 ft for 20.00 ft 0.00 20.00 Wind --------- Windward Surface ----------- ---------- Leeward Surface ----------- h,top h,bot h,eff Kz avg Cp h,top h,bot h,eff Kz avg Cp Roof 12.17 8.00 4.17 0.8500 1.3 12.17 8.00 4.17 0.8500 -0.7 Wall 1: 8.00 0.00 4.00 0.8500 0.8 8.00 0.00 4.00 0.8500 -0.5 201 plf Seismic Roof: 0.226 * (Roof DL*23+15*4*2) 105 pif Transverse Direction T1 1 Story condition d to ridge: 5.00 0.00 0.00 0.00 pitch: 5.0 / 12 8.00 ft plt from to w,trib: 20.00 0.00 0.00 0.00 h,avg = 10.08 ft for 20.00 ft 0.00 20.00 Wind --------- Windward Surface ----------- ---------- Leeward Surface ----------- h,top h,bot h,eff Kz avg Cp h,top h,bot h,eff Kz avg Cp Roof 10.08 8.00 2.08 0.8500 1.3 10.08 8.00 2.08 0.8500 -0.7 Wall 1: 8.00 0.00 4.00 0.8500 0.8 8.00 0.00 4.00 0.8500 -0.5 139 plf Seismic Roof: 0.226 * (Roof DL*22+15*4*2) 102 plf Roof Level- Longitudinal Direction Line: 1 Wall: a b c d e f L,wall: 8.00 ft total -> 8.00 0.00 0.00 0.00 0.00 0.00 V,w= 2008 Ibs= L1 R*20/2 2008 l bs V,s(f) = 1052 Ibs (flexible diaphragm) v,wall = 251 plf v,s = 131.5 plf --> 65.7 lb/nail e,n = 0.001 Type #1 L,top plt= 20.00 ft A35's 48 in o/c v,top plt= 100 plf Alt: Use LS50's Wall 1: 8.00 ft Fdtn Hldn Ht = 8.00 ft h/w= 1.00 OK Curb Condition OTM = 16064 ft-Ibs P = 2008 Ibs AB's: 5/8 in 24 in o/c RM = 0 ft-Ibs = Negligible STHD10 Holddowns Uplift = 2008 Ibs OK at corner condition Line: 2 Panel: a b c d e f #of pnls: 2 Lengths: 1.00 1.00 0.00 0.00 0.00 0.00 V,w= 2008 Ibs = Li R*20/2 2008 Ibs V,s(f) = 1052 Ibs (flexible diaphragm) V,panel = 1004 Ibs/panE V,allow,w= 1750 Ibs/panel * OK * L,top plt = 20.00 ft V,allow,s= 1750 Ibs/panel * OK * A35's 48 in o/c v,top plt = 100 plf Alt: Use LS50's Panel 1: 1.00 ft Fdtn Hldn Ht = 8.00 ft OTM = 8032 ft-Ibs Hardy 812 Panel Roof Level -Transverse Direction Line: 3 Wall: a b c d e f L,wall: 8.00 ft total -> 8.00 0.00 0.00 0.00 0.00 0.00 V,w= 1390 Ibs = T1 R*20/2 1390 Ibs V,s(f) = 1018 Ibs (flexible diaphragm) v,wall = 174 plf v,s = 127.2 plf --> 63.6 lb/nail e,n = 0.001 Type #1 L,top pit = 20.00 ft A35's 48 in o/c v,top pit= 69 plf Alt: Use LS50's Wall 1: 8.00 ft Fdtn Hldn Ht= 8.00 ft h/w= 1.00 OK Curb Condition OTM = 11136 ft-Ibs P = 1392 Ibs AB's: 5/8 in 32 in o/c RM = 5789 ft-Ibs = 0.67*(15*8+Roof DL*20/2)*L,wall^2/2 STHD10 Holddowns Uplift = 668 Ibs OK at corner condition Line: 4 Wall: a b c d e f L,wall: 8.00 ft total -> 8.00 0.00 0.00 0.00 0.00 0.00 V,w= 1390 Ibs = T1 R*20/2 1390 Ibs V,s(f) = 1018 Ibs (flexible diaphragm) v,wall = 174 plf v,s = 127.2 plf --> 63.6 lb/nail e,n = 0.001 Type #1 L,top pit = 20.00 ft A35's 48 in o/c v,top pit = 69 plf Alt: Use LS50's Wall 1: 8.00 ft Fdtn Hldn Ht = 8.00 ft h/w= 1.00 OK ' Curb Condition OTM = 11136 ft-Ibs P = 1392 Ibs AB's: 5/8 in 32 in o/c RM = 0 ft-Ibs= Negligible STHD10 Holddowns Uplift = 1392 Ibs OK at corner condition MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: elsinore_garage a The truss drawing(s)referenced,441is b i'&i prepared by,MiTek UBAy Inc. under my direct supervision based on the parameters provided 4 late Pages or sheets covered by this seal: K2574314 thru K2574316 My license renewal date for the state of California is September 30,2018. Lumber design values are in accordance with ANSI/TPI 1-2007 sect1p1T'6 :' These truss designs rely on lumber values established by others Q�ypFESSIpNq� Q�OFESSIONq� c ZHgO Fy i 5 t wed y r a PNDo C 70068 * EXP.9-30-2018 * wct j 121 6 EXP' Q. C F SrgTE 0 rG November 14 2016 Zhao, Xiaoming IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is liconsvd in the jurisdictions(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parame ters shown(e.g., loads, supports,dimensions, shapes and design codes),which were given to MiTek. Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparati � ;°' of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any,,-, particular building. Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. rt` Job Truss Truss Type City Ply K2574314 ELSINORE_GARAGE T1 FINK 1 1 _ _--_._- -__-_ _ I _-____ _-._-_ — _-__- Job Reference(optional) Pacific Truss SAN DIEGO, Spring Valley,CA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 08:20:18 2016 Page 1 I D:JICLoxCAySzkeU5lhFOwTTyJJ Ef-20klvp7_o6BcBAssJkLckH 1 cg HpgYL8trkL11 GyJJDB 5-4-14 - 10-0-0 14-7-2 20-0-0 5-4-14 4-7-2 4-7-2 5-4-14- - Scale=1:33.5 4x4 = 3 4.00 F2 i 16 1.5x4 �� - �� 1.5x4 2 / \� 4 17 r, - -- I y 7 6 3x4 = 3x4 = 3x4 3x4 �- - 6-11-4_---- -_ 13-0-12 6-11-4 6-1-8 -----...--------- Plate Offsets(X Y)-- [1 0-2-6 Edge] [5 0-2-6 Edge] - -- - LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.07 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.24 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix-M) Weight:74 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G F-- MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer nstallation guide. REACTIONS. (lb/size) 1=800/0-3-8,5=800/0-3-8 Max Horz 1=-25(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-1758/27,2-14=-1716/37,2-15=-1552/14,3-15=-1506/28,3-16=-1506/28, 4-16=-1552/14,4-17=-1716/37,5-17=-1758/27 BOT CHORD 1-7=-6/1628,6-7=0/1118,5-6=-6/1628 WEBS 2-7=-310772,3-7=0/479,3-6=0/479,4-6=-310/72 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft,B=45ft;L=24ft;eave=4ft,Cat.11, Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interjor(1)3-0-0 to 10-0-0,Exterior(2)10-0-0 to 13-0-0 zone, cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. ]ONq 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design t FN ,Q) r1D0 �OFESS/0Nq C 70068 ')o d ESP EXP.9-30-2018 STATE 0 sTgTF AU 0 November 14,2016 .- " WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev.10/03/2075 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall wt building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek, fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K2574315 ELSINORE_GARAGE T1A GABLE 1 1 Job Reference(optional)_ Pacific Truss SAN DIEGO, Spring Valley,CA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 08:20:18 2016 Page 1 I D:JICLoxCAySzkeU51 hFOwTTyJJ Ef-20klvp7_o6BcBAssJkLckH 1 cgHpgYL8trkL11 GyJJDB 10-0-0 .- -+-_- _.- 14-7-2 20-0-0 5-4-14 4-7-2 4-7-2 5-4-14 Scale=1:33.5 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED 4x4 MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 3 4.00 12 40 1.5x4 39� V 1.5x4 J 4 41 i Ic? o - 7 6 _ -- — -- d 3x4= 3x4 = 3x4 = 3x4 = 6-11-4 _ 13-U-12 6-1-8 _. 6-11_-0_.__ Plate ffsets X YY--- 11 0-2-6,Edoel�5:0-2-6 Edged LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.07 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL t25 BC 0.38 Vert(TL) -0.24 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix-M) Weight:96 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc;purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Slid G MiTek recommends that Stabilizers and required cross bracing OTHERS 2X4 DF Std G be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=800/0-3-8,5=800/0-3-8 Max Horz 1=-25(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-38=-1758/27,2-38=-1716/37,2-39=-1552/14,3-39=-1506/28,3-40=-1506/28, 4-40=-1552/14,4-41=-1716/37,5-41=-1758/27 BOT CHORD 1-7=-6/1628,6-7=0/1118,5-6=-6/1628 WEBS 2-7=-310/72,3-7=0/479,3-6=0/479,4-6=-310/72 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft,Cat.11, Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-0-0,Exterior(2)10-0-0 to 13-0-0 zone, cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 91 ill fit between the bottom chord and any other members. �� qZ A, FESSIO 7)A plate rating reduction of 20%has been applied for the green lumber members. pQ p ti Q - (Q Nq 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design ZHq� `ccy2 J C 70068 °, '� EXP•12 EXP.9-30-2018 * SrgTE OFv clvly F CAUF November 14,2016 y' A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �•�'* a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall .•:rw building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' y l fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle - Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K2574316 ELSINORE_GARAGE T1B CAL HIP L1 _ 1 Job Reference(optional) Pacific Truss SAN DIEGO, Spring Valley,CA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 08:20:19 2016 Page 1 I D:JICLoxCAySzkeU51 hFOwTTyJJ Ef-WC17698cZQJTpKR3tSsrHVabygOtHpTO405aZjyJJ DA 7-5-0 7p - _ __19-0-�_..._.__ - - 20-0-0 -- 7-5-0 0-6-11 4-0-10 -6-11 7-5-0 - Scale=1:35.0 7x14 = 5x10 = 4.00 12 2 14 m 13 \.,., \\ m Special Special Special 6 16 17 18 5 Special Special Special 3x12 = 1.5x4 II 3x4 - 3x12 Special Special 7-5-0 12-7-0 20-0-0 --5-2-0 _ 7-5-0 Plate Offset5-(X Y)-- [1 0-7-2 0-1-81 [2 0-7-2,0-1-61,,M0-4-3 0-1-121,[4:0-7-2 0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.21 5-6 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.50 5-6 >477 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.14 4 n/a n/a BCDL 10.0 L Code IBC2012/TP12007 (Matrix-M) Weight:70 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 2-3:2X4 DF SS G 2-0-0 oc purlins:2-3. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. WEBS 2X4 DF Std G MiTek recommends that Stabilizers and required cross bracing Fbe Installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1814/0-3-8,4=1827/0-3-8 Max Horz 1=-25(LC 10) Max Upliftl=-300(LC 12),4=-310(LC 12) <_sSI01Vq Max Grav 1=2061(LC 19),4=2081(LC 19) DO FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. R-1PN TOP CHORD 1-13=-5476/1409,2-13=-5422/1430,2-14=-4943/1333,3-14=-4937/1335, /� G r� Cr) BOT CHORD 1-65-1320/5183,6 165-1331/5166716-17=-1331/5167,17-18=-1331/5167, 0 W C 5 32 � 5-18=-1331/5167,4-5=-1253/4937 W 7 6 k WEBS 2-6=0/393,2-5=-344/87,3-5=0/450 C( NOTES- * C 2)Wind:ASCE roof 10;Vu ta1 considereds have been 1 Omph(3 secondgust)Vasd=87mph design. BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=Oft;Cat.11; STATE O C Exp B;enclosed;MWFRS(directional)and C-C Corner(3)0-0-0 to 3-0-0,Exterior(2)3-0-0 to 20-0-0 zone,cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P ESSI0 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �0 Nq 01 fit between the bottom chord and any other members. �OQ �M ZHgO 6)A plate rating reduction of 20%has been applied for the green lumber members. C� _ 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1=300, U� 4=310. J C 70068 8)Girder carries hip end with 8-0-0 end setback. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXP.8,0-2018 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. * '" 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)782 lb down and 361 lb up at 12-7-0,and 782 lb down and 361 lb up at 7-6-12 on top chord. The design/selection of such connection device(s)is the responsibility CIVIL of others. 0F 12)Special hanger(s)or other connection device(s)shall be provided starting at 2-0-0 from the left end to 18-0-0 sufficient to connect OF CE1 Continued o)page 2 face of bottom chord. The design/selection of such special connection device(s)is the responsibility of others. NOV@mb@f 14,2016 � WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7073 rev.10/03/2015 BEFORE USE. Nil' _•,,.+^-"' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• ; is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the A' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty 7-'Y-1 K2574316ELSINOREGARAGE T1B CAL HIP 1 ' Job Reference o tionaq _ Pacific Truss SAN DIEGO, Spring Valley,CA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 08:20:19 2016 Page 2 I D:JICLoxCAySzkeU5l h FOwTTyJJ Ef-WC17698cZQJTpKR3tSsrHVabygOtHpTO405aZjyJJDA NOTES- 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,2-3=-146,3-4=-60,7-10=-49(F=-29) Concentrated Loads(lb) Vert:2=-520 3=-520 �FrGSSIONq�,c oQ� Do Vq �c2 STq T F \ .,...�..� -- AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. i Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. 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