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HomeMy WebLinkAbout29261 CENTRAL AVE_ 04-0000315124307.14 Delta #1 Revised 1-28-2005 Plan Check Delta #2 5-5-2005 ANF & ASSOCIATES Consulting Structural Engineers STRUCTURAL- FOR PE: C= sco INC. BY AL FULATIONS These plans have bec-, -30 io• i--- "le applicable codes a,.,-L4 hereby granted te =s r eft^ -wr-it pendina approval by all applic-liDie F6r Tha issuance or c=--- f a Ua T"I b c=- a,,proval of these oli- = nr' peg or PPpY%3oL'& rT Shops` :P= codes or ord1nE---sr_-. Lake.-Elsinore: Marketplace awhciYit-., `o vjrci=ts or c`nc2,'Laip Is-. z m C401 r Z S"QU t+4! ! 1x4:7?- - more, Cdff6ia. Revised Moment Frame to-Wood Shear Wall Seismic And Wood Shear Wall Design Architect, e cture ITY 01: LAKE ELSJ9=_d., Suite 400 BUILDING D CA 91106 793-9119 0 r1z bite, California 91731 20 448-8092 Emil: anf1688@pacbell.netDAPPROVE 11 t jy ar+.e•+Aess•rn•l.i -... Y - a 'ter a.-> ._.-_ y.. -. . - - _ _ s , - 1..+b r 07t, IS 1 F ASSOCIATES - Tek { 448-818'2 / Joy Na cobso gin' a Fax W 44&8092 Ali D 6r 1.1A k6 oA'Tz to 0 9420:?ebW Ave, Suite 118,E Moutq CA 91731 SK 0- Al A 96!4 f o ,4 6xoi 61 of I W/pp A-46150. oy- I. =•s% ra —VJ 1 L71 Q - c r I m has rcl lag - V. t ` ,/ 11 D g 5 r v 0 5 to I AP TOAL 64. 6-0 pt Tel: (626) 448-8182 AN r '& Associ TFs Fax (626) 448 -8092 Conuhing Suucluni En,Q em Bc3O omft6U@V@cboU °°t 9420 Telsur Ave. Striae 118, El Monte. CA 91131 b pl- / 4tY-S s r 5 i1 55 6- 64-L Jor. No, By DATE Sal OF f Z,3 Fp$c- F t HOO"x--, usz- Hpiwg Title : Dsgnr: Description Scope: Job # Date: 4:56PM, 20 MAY 05 fAt& Fa Sattw r Plywood Shear Wall & Footing Page 1 Description General information Code Ref. 2001 NDS,2 IBC, 2003 NFPA 5000. Base allowables are user defined. Plywood Layers 1 Wall Length Lateral Loads... 52.000 no cost uimension 5.50 in Plywood Grade Structural I Wall Height 52.000it 21,996.00 lbs Seismic Factor 0.183 Nail Size 10d Wall Weight Stmt Force Applied @ Top of Wall 15.000 ps Nominal Sill Thick. 3.00 Thickness 15/32' Ht / Length 0.346 Moment Applied @ Top of Wall Stud Spacing 16.00 in Footing Loads Past Left Edge of Wall 1.000 ft Concrete Weight Wall Length - ver ical Loads... Rebar Cover 3.00 in Past Right Edge of Wall 1.000 ft fc Point Load # 1 0.00 lbs at 0.00 ft 60,000.00 psi Footing Width - Point Load # 2 0.00 lbs at 0.00 ft 12.00 in Point Load # 3 0.00 tbs at ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 It to 0.00 It Lateral Loads... Uniform Shear @ Top of Wall 423.00 52.000it 21,996.00 lbs Uniform Shear @ Top of Wall 52.000ft 0.00 lbs Stmt Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 1.000 ft Concrete Weight 145.00 pcf Wall Length - 52.000 it Rebar Cover 3.00 in Past Right Edge of Wall 1.000 ft fc 3,000.00 psi Footing Length 54.000 ft Fy 60,000.00 psi Footing Width - 1.50 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 1 Od at 4 in @ Edges, 10d at 12 in @ Field Applied Shear= 472.4#/ft, Capacity= 510.000#1ft -> OK Wall Overturning = 419,051.9ft -#, Resisting Moment = 365,040.Oft-#, End Uplift = 1,038.691bs Max. Soil Pressures: @ Left = 1,169.9psf, @ Right = 1,169.9psf Sill Bolting: 1/2" Bolts °@ 21.45in, 5/8" Bolts @ 33.62in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.23in2, @ Right = 0.23in2 Minimum Overturning Stability Ratio = 1.569: 1 Simpson Hold Down Choices for LEFT Side of Wag to Footing..... HD2A, Capacity = 2760lbs HD2, Capacity = 2800lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 3980lbs VV% H Choices for RIGHT Side of Wall to Footing .... HD2A, Capacity = 2760lbs HD2, Capacity = 2800lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 3980lbs UV- HDIV Title: Job # Dsgnr. Date: 4.56PM, 20 MAY 05 Description Scope: Iu K%1440500953. var 58.a1-0so -2M Plywood Shear Wail & Footing Page 2' ty19e32M ENERCALC Engkoeft Sat*we Description Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc, of Resultant @ Footing Centerline 17.204 ft 17.204 ft Soil Pressure Q LEFT Side of Footing 1,169.92 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,169 92 psf Moments.. Actual Mu Q Left Wall Edge 796.67 ft-# 796.67 ft-# Actual Mu @ Right Wall Edge 114.19 ft-# 114.19 ft-# Shears.. vu/.85 Q'd' from Left Wall Edge 0.000 psi 0.000 psi vu/.85 Q'd' from Right Wall Edge 0.000 psi 0.000 psi Allowable Vn 109.545 psi 109.545 psi Overturning... Overturning Moment 443,617.20 ft-# 443,617.20 ft-# Resisting Moment 696,195.00 ft-# 696,195.00 ft-# Overturning StabTty Ratio 1.569:1 1.569 :1 LNF $ ASSOCIATES Tak (6W 448 -8182 Swctua1 Enomm Fez (M 4488092 TclsUr Ave,. Site 118, El M*utk CA 91731 n 0 JOB N06 ALdfa. 1p DAIS SFL N ' CIA 1 Z. a TIM- d vi r ISO . Tol6al w - 40 m oo— o 4 bfzb z"t% 3 =Z, kl— rl 7V. , 3- 71t: b 110 PAW(t P. - - lietvirv, po L4/ 7,311 K 4. 0 JV- 110 PAW(t P. - - lietvirv, po L4/ 7,311 K 4. r- Tck (626) 44&8182 JOB Na ANF -& ASSocIATEs Far (626) 44944 Conaddrg Structural Engineers 84ma- coft6M@V@cboU BY DATE 9420 Telstar Ave., Suite 118, El Monte, CA 91731 StL --OF'- i 6GO -f-- EL4 x- . 17, s K- Iig 1 $l 7j Title : Dsgnr. Description: Scope : Job # Date: 5:02PM, 20 MAY 05 OCUUM Vair Plywood Shear Wall & Footing Page 1 re119 -tom 9dEitCaic Em odYr,o Description BLDG P I General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. I Plywood Layers 1 Wall Length 55.000 ft End Post Dimension 5.50 in Plywood Grade Structural 1 Wall Height 18.000 ft Seismic Factor 0.183 Nail Size 10d Wall Weight 15.000 psf Nominal Sill Thick. 3.00 Thidmess 15132° Ht / Length 0.327 Stud Spacing 16.00 in Min. Steel As % - 0.00140 Loads 12.00 in Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 - 0.00 lbs at ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... 55.000 ft Uniform Shear Q Top of Wall 360.00 #/ft 55.000 ft = 19,800.00 lbs Uniform Shear Q Top of Wan 0.00 #/ft 55.000 ft = 0.00 lbs Strut Force Applied Q Top of Wan 0.00 lbs Strut Force Applied Q Top of Wail 0.00 lbs Moment Applied ® Top of Wan 0.00 ft# Past Left Edge of Wall 1.000 ft Concrete Weight 145.00 pcf Wan Length 55.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.000 ft fc 3,000.00 psi Footing Length 57.000 ft Fy 60,000.00 psi Footing Width 1.50 ft Min. Steel As % - 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 15/32" Thick Structural I on 1 sidets, Nailing is 10d at 4 in @ Edges, 10d at 12 in @ Field Applied Shear= 409.4#ift, Capacity = 510.000#1ft -> OK _ Wall Overturning = 380,858.0ft -#, Resisting Moment = 408,375.04, End Uplift = 0.00lbs Max. Soil Pressures: @ Left = 884.2psf, @ Right = 884.2psf Sill Bolting: 1/2° Bolts @ 24.75in, 5/8" Bolts @ 38.79in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.23in2, @ Right = 0.23in2 Minimum Overturning Stability Ratio = 1.925: 1 use NP 14g @ 60 Tale . Dsgrvr Description . Scope Job # Date: 5:02PM, 20 MAY 05 u wars &A r.Ocip-20M Plywood Shear Wall & Footing Page 2' rti.2aao er,Rr u r_ :m Description BLDG P Footing Anatysts Lateral Forces Acting in Direction Soil Pressures— To Left... To Right... Ecc, of Resultant @ Footing Centerline 14.804 ft 14.804 ft Soil Pressure ® LEFT Side of Footing 884.21 psf 0.00 psf Soil Pressure Q RIGHT Sate of Footing 0.00 psf 884.21 psf Moments... Actual Mu Qa Left Wall Edge 576.48 ft-# 576.48 ft-# Actual Mu Q Right Wall Edge 114.19 ft# 114.19 ft-# Shears.. vul.85 @ d' from Left Wall Edge 0.000 psi 0.000 psi vu/.85 Q'd' from Right Wail Edge 0.000 psi 0.000 psi Allowable Vn 109.545 psi 109.545 psi Overturning... Overturning Moment 403,375.50 ft-# 403,375.50 ft# ResistiN Moment - 776,553.75 ft# 776,553.75 ft-# Overturning Stability Ratio 1.925:1 1.925 :1 ANF $ ASSOCIATES Tek <6W 448.8182 s Fat (Co 448-8M M'Telomor Avg Suite 119. El Monf4 G 91731 0 1 Joe Na GD ' Old DAs 0 O SN.. -0 AL "000 3. C7 lvl M Y K N N r st'SStS 6T 4s-Lt b7 u 45 `n' ttPl G 4%K Bow Tel• (626) 448-818'2 Jos Na L' i7 T1F'' a ASSOCIATES Far (626) 448 -8092 C=Aati4S S&Uctaral Easi OM Bmffi +tagM@p-ba l By DATE 9-420 Teistar Ave, Seitz 118, E1 Monk CA 91731 5K OF NIP a ON W 0x 7 Az- 4F l"yj OK H p 4A 0- F*b r Title: _ Job # Dsgnr. Date: 5:06PM, 20 MAY 05 Description Scope: KWV- 060(igs Vata8A.11- 00-2103 Plywood Shear Wall & Footing Page 1 roites3 -2M exatc c sates YW 9 Description BLDG Q - I General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. Plywood Layers 2 Wall Length %44.%LO I End Post Dimension 5.50 in Plywood Grade Structural I Wall Height 18.00"BT Seismic Factor 0.183 Nail Sue 10d Wall Weight 15.000 psf Nominal Sill Thick. 300 Thickness 15132° Ht / Length 0.404 - Stud Spacing 16.00 in Moment Applied @ Top of Wall Loads Footing Width 1.50 ft vertical Loads... 0.00140 Footing Thickness Point Load # 1 0.00 lbs at 0.00 It Point Load # 2 0.00 Ibs at 0.00 ft Point Load # 3 0.00 Ibs at ft Uniform Load # 1 0.00 #/ft 0.00 ft to. 0.00 ft Uniform Load # 2 _ 0.00 #/ft 0.00 ft to _ 0.00 ft Lateral Loads... 44.500 It Uniform Shear @ Top of Wall 730.00 #/ft 44.500 ft = 32,485.00 Ibs Uniform Shear @ Top of Wall 0.00 #M 44.500 ft = 0.00 Ibs Strut Force Applied @ Top of Wall 0.00 Ibs Strut Fore Appfred @ Top of Wall 0.00 Ills - Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge of Wall 4.000 ft Concrete Weight 145.00 pcf - Wa0 Length 44.500 It Rebar Cover 3.00 in Past Right Edge of Wail 4.000 ft f c 3,000.00 psi Footing Length 52.500 ft Fy 60,000.00 psi Footing Width 1.50 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 1513T Thick Structural I on 2 side/s, Nailing is 10d at 4 in @ Edges, 1 Od at 12 in @ Field Applied Shear = 779.4#/ft, Capacity = 1,020.000#tft -> OK Wall Overturning = 604,518.7it -#, Resisting Moment = 267,333.8ft -#, End Uplift = 7,577.19lbs Max. Soil Pressures: @ Left = O.Opsf, @ Right = O.Opsf Sill Bolting: 1/2" Botts @ 13.00in, 5/8" Bolts @ 20.37in, 3/4" Bolts @ 29.28in Footing Summary... Max. Footing Shear = 4.56psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.23in2, @ Right = 0.23in2 Minimum Overtuming Stability Ratio = 1.350: 1 Less Than 1.5 - Waming ! Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing.... HD8A, Capacity = 7910lbs HD8A, Capacity = 7910lbs HD7, Capacity = 81101bs HD7, Capacity = 81101bs HD10A, Capacity = 9900lbs HD10A, Capacity = 9900lbs HD9, Capacity = 10395lbs HD9, Capacity = 10395lbs H0KA 0A Title: Job # Dsgnr. Date: 5:06PM, 20 MAY 05 Description Scope. KWOSooas3. Ve.aaa 1-Der-2M Plywood Shear Wall Footing Page 2 v11983.MOM FMERCALC 6,nc 6m c„rt,.am Description BLDG Q Footing Anatysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 27.277 ft 27.277 ft Soil Pressure @ LEFT Side of Footing 0.00 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 0.00 psf Moments... Actual Mu @ Left Wall Edge 1,827.00 ft-# 1,827.00 ft-# Actual Mu @ Right Wall Edge 1,827.00 ft-# 1,827.00 ft-# Shears.. vu/.85 @'d' from Left Wail Edge 4.561 psi 4.561 psi vu/.85 @d' from Right Wall Edge 4.561 psi 4.561 psi Allumble Vn 109.545 psi 109.545 psi Overtuming... Overturning Moment 639,202.45 ft-# 639,202.45 ft-# Resisting Moment 863,198.44 ft-# 863,198.44 ft-# Overturning Stability Ratio 1.350:1 1.350 :1 f F F rrnM O O Pxx ri q rn J J ai Qf O All mm I A lir r1 [+IAif1[C Sb F F rrnM O O Pxx ri q rn J J ai Qf O All mm r O isv O , D vaat vv o vv omcjnc WEI q C ri C C z. . W;4 HI 0C C i Mrrn AWN T is J Z ( A o a N X Z g g 0 X 00 ho w U) v rn he as 0 g I A lir r1 [+IAif1[C Sb J J ai Qf isv a vaat vv o vv omcjnc WEI q C C C C W;4 HI HH H H T o a g g 0 00 ho he he he Em Na N Ng Na Ng Ng i J Ap Ap ZS np Ap Ap Ap CO v CaxwxwactN m tV w m m m A O O O- i0 O O w r b3N i t N I A lir r1 [+IAif1[C Sb OPEN -WEB TRUSS INSTALLATION INFORMATION THIS. i = JOBSITE HANDLING WARNING = -- WORKERS SHOULD STAY CLEAR WHEN CUTTING THE BANDING TO AVOID POSSIBLE INJURY FROM FL=YING BANDING OR TOPPLING JOISTS. 0 NOT THIS WARNING DO NOT HIT WEBS WITH FORKLIFT RDFORKSBENTO ENTED WEBS MUST BE REPLACED. Trusses will be delivered to the lobsite in bundles of twenty or fewer, banded together for handling and shipment. To avoid damage they should be left in these bundles until they are ready to be installed in the structure. -- - Miscellaneous hardware such as bearing angles, lag screws, bolts or nails as required for each specific job will be-shipped in bags or boxes with the trusses. Bridging material and pre -cut blocking items, if furnished by -Tres Joist, will be bundled and banded. - - - JO -BSITE STO91Ss IOF ALWAYS set truss bundles on - _ a stickers placed at the truss pin locations._ . SIT NEVER store trusses flat or set trusses directly on the ground or in contact with standing water. Damaged trusses must Cover truss bundles with pager wrap or canvas tarps to protect them. from the weather. DO NOT use plastic covers as the y-Witpi 11111ft nf-%VEDcause moisture to accumulate on the trusses. Prolonged exposure to the ArPF%-w elements harms the appearance and strength of the trusses. or replaced OPEN -WEB TRUSS IDENTIFICATION TJL'"', TJLM' and TJLX' Truss 1' 12" x 31/2" x1M2 Truss 1? /z° x 43/a° / SINGLE —CHORD TRUSS TJS°° Truss 11/2" x 25 /,a" double DOUBLE —CHORD TRUSS F2_1 MATERIAL IDENTIFICATION A. e oe No tab for single -chord trusses B. C. D 0 0a ii;% iii % r DO NOT AGLOW. - WORKERSO_N THE TRUSSES UNTIL ALL TRUSS BEARINGS AND BRACING HAVE BEEN PERMANENTLY ATTACHED.- TJM® Truss =, 11/2" x 31/2" double TJHT Truss = " 11/2" x 51/2" double 0 DOUBLE —CHORD TRUSS A. STRUT BRACING of tubular steel with flattened ends furnished with all open -web trusses Strut bracing is to be installed as each truss is set See 3 -A , 3 -B , E] and 3 -D B. PLYWOOD EDGE BLOCKING is provided by Trus Joist on some projects and used for nailing sheathing edges. Edge blocking will not prevent trusses from bowing. Edge blocking should be installed after strut bracing (erection bracing) is in place and immediately prior to laying sheathing C. 2x4 STARTER STRUTS by contractor with framing anchors shipped loose), furnished by Trus Joist. See 3-A and 3 -D D. CROSS BRACING is provided for most bottom - bearing locations Cross bracing to be installed as each truss is set. Contractor to bend ends prior to installation Nail pattern and brace profile vary with truss series and application See 3 -E zn .-WARNING WITHOUT CORRECTLY INSTALLED ERECT =ON BRACING AS SHOWN AT RIGHT, TRUSSES CAN BOW AND ROLL OVER CAUSING DEATH OR SERIOUS PERSONAL INJURY AND PROPERTY DAMAGE r NOTICE ERECTION BRACING AND PROCEDURES, AS WELL AS THE SAFETY OF WORKERS, ARE THE RESPONSIBILITY OF THE ERECTOR THE ERECTOR SHOULD MAKE SURE THAT THISINSTALLATION INFORMATION IS UNDERSTOOD BY ALL PERSONS INVOLVED IN THE TRUSS INSTALLATION DO NOT STACK BUILDING MATERIALS ON TRUSSES BEFORE ALL TRUSS BEARINGS AND BRACING HAVE BEEN PERMANENTLY ATTACHED SEE [fl BRACE EACH TRUSS AS -IT IS PLACED GETTING STARTED PRO_ PERLY BEGIN AT LATERALLY BRACED __ _ BEGIN LIKE THIS IF THERE IS NO END WAIL OR -BEAM OR LATERALLY BRACED END WALL OR BEAM 3-A t.ateraW braced erhd . wvaf, beam or ledger 2x4 staer strict furrtshed by _ Beam, aabi or ff contractor, with framstg badger support arxtrors famished by Thus Jost See 2 C and ® a Y Strut bracing furnished by TJS- truss shW.vn (typ caQ. - _ Trus Joist. See plan for Dews for oher c>t a" eb number of =s required. trusses s7yni. See ® for truss a"_grtmeal. 3-B Sheathing and nailing to conform to minimum requirements as forth by project architect, engineer or local building code. See 06 for allowable nailing- h, Strut bracing furnished by X Trus Joist See plan for number of rows. required See ® for truss alignment. REMAINING TRUSSES - INSTALL STRUT BRACING AS EACH TRUSS IS PLACED USE THIS WHEN ERECTION BEGINS IN MIDDLE OF BAY TYPICAL STRUT BRACE CONDITIONS (ROOF, FLOOR OR ODD SPACE) 2x4 starter strut furnished by contractor with framing anchors furnished by Trus Joist - IFloor strut bracing— attach to underside of truss top chord TYPICAL DETAIL AT END WALL Roof strut bracing 11h' nails furnished by Trus Joist 2x4 with 2 -10d (3 °) nails at each truss by contractor DETAIL AT ODD SPACING BOTTOM CHORD BRACING INSTALLATION BRACING BELOW IS FOR TYPICAL CONDITIONS. FOR BRACING SPECIAL CONDITIONS SEE DRAWINGS. Y SINGLE-CHORD TRUSS Cress 11vv I - /Z il 1z s a required ai 1x4 na'er regtcred; attach = sparks iteyond 40 feelvch2-8d (2V) n8s 9ng g shorn DOUBLE -CHORD TRUSS on the draurings l frors g faumisheded byby Trus Joist Install as each truss is set Nader and bracing if shown on the drawings INSTALLATION TOLERANCES PERMITTED TRUSS CHORD ALIGNMENT TOLERANCE Maximum th" T To provide proper performance, trusses should not vary more than 112" from a straight line i VERTICAL ALIGNMENT Bottom chord of truss should TOLERANCE not be out of square with deck by more than 114" per foot of truss depth (i a 1 /2" for 24" depth truss) BEARING CONDITIONS — OVERHANG TOLERANCE OF TYPICAL BEARING HARDWARE (TJS° BEARING SHOWN) 7M,.,mum *overhang for all truss bearing hardware is 1/4"* Maximum overhang for TJM® series trusses with Z -Clip" or "Pedestal' bearing hardware is 1/2" D STACKING MATERIAL ON TRUSSES DURING INSTALLATION THIS CAUTION Maximum of 3 sheets of sheathing per 10 feet of truss length WARNING NOT THIS NAILING OF SHEATHING TO TOP CHORD MEMBERS 24" on- center maximum in each chord member Sheathing Chord members Nailing pattern to be per plans and specifications In no case shall nail spacing be greater than 24" on- center in either chord member. Nails shall not be less than 8d (21/2 ") or greater than 16d (31/2 ") WARNING Nailing closer than specified may result in chord splitting. IMPORTANT Use proper size nails to fill all nail holes In bearing clips, bridging clips, bracing, etc. CLOSEST ALLOWABLE NAIL SPACING If more than one row is used, the rows must be offset at least 1/2" and staggered 14 gauge staples may be a direct substitute for 8d (21/2 ") nails when having a minimum penetration of 1" into the main member D FIELD MODIFICATION OF TRUSSES NOT PERMITTED DO NOT PERMIT CUTTING, DRILLING OR DAMAGE OF THE CHORDS OR WEBS. DO NOT REMOVE STEEL PINS OR WEBS (EVEN TEMPORARILY). DO NOT MAKE FIELD REPAIRS TO DAMAGED TRUSSES WITHOUT WRITTEN APPROVAL OF TRUS JOIST. O FrameWorks® IF YOU HAVE Damaged TDamagedTrus Joist products III Improper fit Field modifications Questions about these drawings WWW.trusjoist.COm Call your Trus Joist Representative i Frame Works®, Microllam® and TJM® are registered trademarks and TJL',- TJLM", TJLX ' ", TJW' ", TJS'", TJH' and Trus Joist" are trademarks of Trus Joist, A Weyerhaeuser Business, Boise, Idaho September 2002 PP /5M Copyright © 2002 by Trus Joist, Printed in the USA © on recycled paper Reord TJLM'" AND TJLX" NAIL SIZE DIA. TJL° MICROLLAMe LVL SAWN TJS'" TJMe TJW` CHORD LUMBER TJH'" CHORD BOX 113" 4„ 2" 4" 4„ 2„ 8d (2' /z ") COMMON 131" 6" 2" 6" 6" 2" 10d (3 ") BOX 128„ 6" 2" 6" 6" 2„ COMMON 148" 6" 3" 6" 1 6" 21h" BOX 128„ 6" 2" 6" 6" 2" 12d (3'/4 ") COMMON 148" 6" 3" 6" 6" 2'/i' 135" 6" 3" 6" 6" 2'/2" 16d (31/2") COMMON COMMON 162" 8" 4" 8" 8" 4" If more than one row is used, the rows must be offset at least 1/2" and staggered 14 gauge staples may be a direct substitute for 8d (21/2 ") nails when having a minimum penetration of 1" into the main member D FIELD MODIFICATION OF TRUSSES NOT PERMITTED DO NOT PERMIT CUTTING, DRILLING OR DAMAGE OF THE CHORDS OR WEBS. DO NOT REMOVE STEEL PINS OR WEBS (EVEN TEMPORARILY). DO NOT MAKE FIELD REPAIRS TO DAMAGED TRUSSES WITHOUT WRITTEN APPROVAL OF TRUS JOIST. O FrameWorks® IF YOU HAVE Damaged TDamaged Trus Joist products III Improper fit Field modifications Questions about these drawings WWW.trusjoist.COm Call your Trus Joist Representative i Frame Works®, Microllam® and TJM® are registered trademarks and TJL',- TJLM", TJLX ' ", TJW' ", TJS'", TJH' and Trus Joist" are trademarks of Trus Joist, A Weyerhaeuser Business, Boise, Idaho September 2002 PP /5M Copyright © 2002 by Trus Joist, Printed in the USA © on recycled paper Reord TJ Product Package At'C}erhaeuser Business Lake Elsinore Marketplace - Bldn Q Only Lake Elsinore, CA TJ Job # 05- 003951) FOR APPROVAL IMPORTANT: (Review, Sign And Return this package as soon as possible. Material will not be fabricated and delivered until approval is received.) All materials shall be furnished by others unless specifically noted by T1 herein. I warrant that this Trus Joist Submittal Package has been provided to the contractor /installer and responsible design professional and that it has been verified and/or corrected for accuracy of loading information and consistency with building design and dimensions. I agree that any "clouded" item on the Shop Drawings have been reviewed and correct information provided. I also agree that installation of the materials is the sole responsibility of the installer. nested Delivery Date Approved, no change Approved, as corrected Revise and Resubmit Buyer: S.D.M. Construction Authorized Signature Date I* PLEASE NOTE: Corrected set of shop drawings must be returned to TJ Engineering prior to material fabrication. If you have questions. please call the following: Your Trus Joist Technical Representative: Dave Newman 949 -885 -5934 Or the Project Coordinator: Ivanka Aghbashian 949 - 885 -8544 Or our Engineering Department: Emily Wood Ph: (949) 885 -5925 Reference Documents: ptiTWEN SEvISEAN NO AS NOTED 0 61AKE coMCTIONS oar ¢3inevi4 "sp 134H is ti o the design of Tnrs 1 st ucts to accordance wnh the below 0 Mamon design loads spect the rngmcer of record Rari6w' s is ad1 la gm- mz with tPi btlssg and aettetal compliance with thertesoftfit31 --ma Anv action Title ilwmat3 s" in QQ;fasts aid qe . # Sheets Architectural Drawing tI _ sib! I ;T AS -100 - A -503 Structural Drawing mimed and WSW a n• STl - S302 Mechanical Drawines it s i alvw the M -1 - M -7 Fire Sprinkler Drawing tits work. N/A N/A Steel Shop Drawings tot Provide N/A J N/A T s 1 ist. A Weyerhae usiness W " Southwest Custom Eng ng • 10 i3y' Ph: ( 9) S85 -5900 - Fx: 949 TJ Product J .AMY fi v,yerhaettser Business Lake Elsinore Marketplace - Bldn Q Only Lake Elsinore, CA TJ Job # 05- 003951) FOR APPROVAL IMPORTANT: (Review, Sign And Return this package as soon as possible. Material will not be fabricated and delivered until approval is received.) All materials shall be fitmished -by others unless specifically noted by TJ herein. Package I warrant that this Trus Joist Submittal Package has been provided to the contractor /installer and responsible design professional and that it has been verified andlor corrected for accuracy of loading information and consistency with building design and dimensions 1 agree that any "clouded" items on the Shop Drawings have been reviewed and correct information provided. I also agree that installation of the materials is the sole responsibility of the installer. Requested Delivery Date Buyer: S.D.M. Construction Approved, no change Authorized Signature Approved, -as corrected * Date Revise and;Resubmit PLEASE NOTE: Corrected set of shop drawings must be returned to TJ Engineering prior to material fabrication. If you have questions. please call the following: Your Trus Joist Technical Representative: Dave Ne-wman 949 -885 -5934 Or the Project Coordinator: Ivanka Aghbashian 949- 885 -8544 Or our Engineering Department: Emily Wood - Ph: (949)" 885 -5925 Reference Documents: T REVISE AND As NOTED MAKE CORRECTtONsto"7 _319cenas _Voos i.br* cli rs ti* + o the design of Tres J O r tcl on design loads specs is on! for WOW ce3tWmance yo W*'WM aretsd md gemat compliance with theP,a is in accordance wnh the below engineer or record Title nbrasa>3a f 4 e . # Sheets Architectural Draxvings tlii4t W d t AS -100 - A -503 Structural Drawines n ST I - S302 Mechanical Drawings the M -1 - M -7 Fire Sprinkler Draevings 11iS'wok N/A N/A Steel Shop Drawings of Provide N/A N/A T s J ist. A Weyerha s usiness Southwest Custom En ng • 10 - Ph: ( 9) 885 -5900 • Fx: 949 - - Material List TJNumGer 05 -003951 _ Sales Representative Dave Newman Project Name Lake Elsinore Marketplace Engineering Ot7ice Irvine Location Lake Elsinore. CA. Project Coordinator Jacqueline Palazzo - Pittman Design Technician Carolina Martina Delivery D3: Lake Elsinore Marketplace - Building O - Plant Chino Report Title Out For Approval Slants Out For Approval Report Type I Check Latest Revision : - 0 0 0 0 Open -Web Products Trusses oeruntty Type - sew Pmfae Depth Our Span Pr. Length Pr. Load Appi Footage Notes Notes 9 0 TJH Parallel 56 59 -1 -19' 60.0 i 256.6 j 125% 540 0 i 0 804t sRush bearing TJH drop 9 ` EA 01 B0,4i mount cGp. std. TOp cftDrci naaer. 1.5 x 4.75 TimberStrancl LSL i 535 -383 LF 9 TJH a ....... i ... Total 1 540 0 Open - Web - Products- Blocking ouaatity Type - skis Length Net Custom Width Notes Notes 14 Q'S ' 4x8 88,0w Nora ' Open -Web Products Bottom Chord Nailer LkwalFt Type sire Grade Notes Notes 150 US 1x4 i { t Open Web Products Cross Bracing _ ouaotity Type S.yie Length Send Protge Upon AppUcadon Notes Notes 120 a'S , 83R 66.OW Wind upritt 30'+ i i Hardware Quantity Type Destrwu- Notes Notes 20 ib '!'NI0 (10dx1.5) Flails 54 :wx S. Lag Screw TeamBu? der -.,137 03.05-003951 Lake Elsinore Marketplace 05-003951 -Material Lest As Out For Approval 1 716/2005, 5 31 PM f TRUS JOIST-VEST REG Fax:9498855959 Jul 8 2005 10:15 P.01 WZAIW Businm FACSIMILE TR.ANSMIT''AL Transmission Paw, 716105 of Pam vr# L C>BIIy -_ Trus° Joist— A Weyer B>Ss d'fte" 10i Pacifica, Site 300 CA 92618 1 one s- sss -ssoo ax . 949 8$r5959 q q8 c vrrwl- I.oao% SLOattGF•ptrp a - e[ 500 4f _ Op4 THANK YON S • LL TRUS JOIST VEST- REG 0- - TJ-0q sWcb?' c0.St9 7JWM05 95&W AM PAGE 1 Fax:9498855959 Project Lake Elsinore Marketplace Locatim Lake Elsinore, CA Reuse: R3 RBI. Desc.: Bldg Q Jul 8 2005 10:15 Type:Q W. 9 Project Number Oti008951 P. 02 THt3 PRODUCT_MEETS OR P MEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Iieferance Span a 60' 0.000' JF St3 dad TJHTM OPEN WEB TRUSS (plus--1.60 thick Top Cliord Cap) Parallel Profile ; sAr ` &5v N Top Chord Slope - - 25/12 AB dlmeesiorrs am rxaFm . LOADS: Anajyst3 for Opermyeb Member_Suppordm ROOF Structural Classifiption. Loads (pstk 16 Roof at 126% 4W4on, 15 Dead (top chord). 0 Dead.(bottom chord), ® 96.000° O.C. and. LOA17 GROUP #1 @ 86.000" O.C.41ach Unit TYPE. CLASS - LIVE OF—AD LOCATION (1) APPL APPLIED TO Paint(bs) R(125) 0 500 22' 0.000' Adds to TC, cn•chord(s) Poottpss)- R(125) 0 500 26 0.000' Adds to TC, onchord(s) point(Off) W(1.33) 75 0 T 0.000' Adds to TC, on chord(S) LOAD GROUP 02 Q 9$.000' O.0 --Wsc 5= Load in First Third of Span TYPE-;. CLASS, ENE DEAD LOCATION (1) APPL APPLIED TO PoQtt(itrs) R(1.25) 0 500 10' 0.000' Adds to TC, on chords) LOAD GROUP 93 @ 9 8.000" O- C, -Mtsc 500# Load in 2nd Third of Span TYPE; CLASS LIVE DE=AD LOCATION (1) APPL APPLIE=DTO Poart(ttss) R(125) 0 500 30' 0.00(" Adds to TC, on drord(s) LOAD GROUP #4 @ 9 &000" O.C. -Misc 500# Load in Last Third of Span I'YPI ' CLASS DEAD LOCATIONLIVE Pow t(lbs) R(125) 0 500 5(r 0.000' , LOAD GROUP 95 ® 98.000' O.C: WJnd Uprrft TYPE* CLASS LIVE DEAD LOCATION (1) tk n jps 1N(1.33) ,-&9 .1 4.563' to &t 11 1) Location is speciffad from left f0ere.nce point Lvdess noted otherwv SUPPORTS: LEFT SUPPORT (Angte:0') Matertat Wood Beset Beaf4ng C6p: Dropped Rush clip Relydarpwmnt: Cho d(s) only DESIGN CONTROLS: Tnss Member's Critics Desert Component Value: 100% / Truss design Ent oansiderabon for partial span appOsadomn i REACTIONS: LEFT MAXIMUM LEFT MW Mt Toiai Load (Ib) 7947 R (1.25) -1621 W ( AX Uva Load Ps) . 3792 -1635 DMECTIQNS & CAMBM* Wfactiorl (T ai Load) Span: 2.028' ('L1350) Deflection (Live Load) Spar! 0.850' (U747) Cerder Span Camber: 1.338"; RecoffirrieWed 2.00" 4 Product diagram i$ COnCMIUSI. COMMENT Mech Unit 20006/2 Trusses Mech Unit 2000W2 Trusses Parapet Brace Load COMMENT 500# Misc Load COMMENT 500# Misc Load NO EXCEPTION TAKEN REVISE AND RESUBMIT i APPL AL LIED Tpp,, AS NOTED RE3 TC L! MAKE C S SUBMIT SPECIFIED ITEM i +f isenAidd)7dance with the design c e r-a act a, al compliance with the into in tttra =Qk y action shod o the of the plans and specifications. Contractor is responsible for: dimensions ftW*Ai}aii be confirmed and correlated at the job site; e lbrication processes and techniques of construction, d t rvi ; and the sa n of hi (1.33) 3M ANF and AMSWs CwydW 6 2004 by T. Joist TJH- ,d'TS09r, + Web- SM 40 s Of `nW M--L A V1Werfineiser Buai "w. Boise. Maho" US0. Tie and Tm Jo§W are regatemd trader am orTrua Joist A Weyalaatsar Buwmss. Boise, IdW10, USA W/l f If