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Home My WebLink About1015 Cathleen St Technical - BuildingTECHNICAL Permit 0l- 15/4 0 L5 Ca*() s een Sf Address Project description New Svw 4xri) Residence Date the permit was finaled OZ Z�-09 Number of technical pages (9g PLAN 3695 FOR Su tel Home l esign In return for payment of a one -time fee, ate/i Architecture Engineering, Inc. grants you a hunted license to use the Analysis to construct one single house a the address shown below This lateral analysis is not to be used, for any master plan approval process. Site Location. Lot 1015 Cathleen St, Port Angeles, WA. Only Copyright: 9895 NOTICE: If the Building Department accepts' the Analysis without an engineer's original "wet- stamp" seal signed with red ink or for different site location than shown above, then it is agreed that such Building Department accepts total liability out of or in connection with this Analysis. CALCULATIONS, SHEAR SHEET, L -SHEET VALID ONLY WITH ORIGINAL STAMP HERE AND DIGITAL STAMP ON PLANS AND CAN NOT BE USED \0 AFTER December 2007 w 130 X f \\65\C5 '06\ 022;y0 Designs Engineering, Inc LIABILITY LIMITATIONS OWNERSHIP OF DOCUMENTS Project. Waverly File #3695 100D -D2 WA Client: Suntel Home Design By RF Date 6/2005 Job No 1844 F ANAlYSIS ANALYZE BUILDING FOR ONLY WIND SEISMIC FORCES according to the 2003 INTERNATIONAL BUILDING CODE WIND ANALYSIS FOR EXPOSURE "D lc o.¢, -A,(3 -sec Gust) SEISMIC ANALYSIS FOR ZONE D2 e GGite/ti Designs Engineering, "FDE was retained in a limited capacity for this project. Design is based upon information provided by the Client, who is solely responsible for accuracy of same No responsibility and liability is assumed to FDE for items beyond that shown on these sheets. No construction observations nor soils investigations performed by FDE INDEMNIFICATIONS BY BUILDING DEPARTMENT Sheet No 1 /11. Building Department agrees to defend, indemnify and hold harmless FDE from any loss, costs, damage, expense, including attorney fees upon trial or appeal, for liability arising out of or in connection with FDE's Analysis unless Analysis is used for specific site location shown on cover nave and contains an original engineer's "wet- stamp" seal signed with red -ink (no photocopy allowed). All documents produced by FDE shall remain the property of FDE and shall not be used unless accompanied by ar original engineer's wet -stamp issued from FDE Designs Engineenng, Inc Project: Waverly File #3695- 100D -D2 -WA Client: Suntel Home Design By RF Date 6/2005 Job No 1844 LATE L ANALYSIS LIABILITY LIMITATIONS OWNERSHIP OF DOCUMENTS ANALYZE BUILDING FOR ONLY WIND SEISMIC FORCES according to the 2003 INTERNATIONAL BUILDING CODE WIND ANALYSIS FOR EXPOSURE "D" ‘oo,4 r(3 sec Gust) SEISMIC ANALYSIS FOR ZONE D2 g ritdie .Designs Engineering, "FDE was retained in a limited capacity for this project. Design is based upon information provided by the Client, who is solely responsible for accuracy of same No responsibility and liability is assumed to FDE for items beyond that shown on these sheets. No construction observations nor soils investigations performed by FDE INDEMNIFICATIONS BY BUILDING DEPARTMENT Sheet No Ito Building Department agrees to defend, indemnify and hold harmless FDE from any 1r3s, costs, damage, expense, including attorney fees upon trial or appeal for liability arising out of or m connection with FDEts Analysis unless Analysis is used for specific site location shown on cover pane and contains an original engineer's "wet stamp" seal sianed with red -ink (no >,hotoconv allowed). All dociunents produced by FDE shall remain the property of FDE and shall not be used unless accompanied by ar. original engineer's wet stamp issued from FDE Designs Engineermg, Inc 1 1 11111 11 111111111111111111 1!1!!!'11114111 I 11111111 1111111111111111111111111t111111. 1111111111■ 1 I ni 111111111111 11. 11)111111MT I 11111111111111111111091,111, 111111 MIRE NM III 11 111111111111111111111111111111111111111 1114 'T MEI EMIRS Ill I 11 III 111 11 11 I 11 1 1.-..--1 11 '.........,...r.... iiimimmic A 1 1171931!--.- I li-:111111111 L Ill IIIIIE• UMW IIEBIU1=1 mowsr. osur...a s i i aims VENNI Aim MIIMINiP ”'RRIPIRK.1111•1 1111111-1110111111), •ssasissi c Intl ma NOME I '.1.2flonsautoug Jr. i11111 mom ,`LNINI:Vigrammot...... :111111&, ."i.■?: 2" Alc,cl Ita ICA4 X V MILT COM' ROOFING OVER ONE LAYER 15.' 4-9P EASE OVER I/2" COX MD 9141'0 Z..= Project. Waverly File #3695-10,0D-D2-WA Client: Suntel -Tome Design rLL JML:LT CLLNATIc 11111111 15T_ELE_LM 2.1A1,_ELE_LNE 1 _A_ 1 By RF Date 6/2005 Job No 1844 ••1_.1, ic::),S t.i B Sheet No ILL. APT MACK Project. Waverly By RF Sheet No File #3695- 100D -D2 -WA Date 6/2005 J Designs Engineering, Inc Client: Suntel Home Design job No 1844 SCALE. I/8 rl 1 r V A 0 1sT _ELER_LIN 5/4 X IGa'!..8LT 0 A V A 0 SCALE. 1/8 1 -D' 2LlP FL,f3L,IN I I CD SPACE ROOF 51 -ITHG FAS RS AT 6 O.C. AT ALL INTERMEDIATE FRAMING MEMBERS EACH IDE OF EACH RIDGE, HIP AND WITHIN A 5 -0' WIDE NAILING ZON AROUND THE ENTIRE PERIMETER OF THE HOUSE (NAILING ZONE WIDTH STARTS AT EDGE OF ROOF) FASTEN EA. TRUSS TO TOP WALL PLATE W/ SIMP 'H6 4 EA. STUD TO TOP WALL WI SIMP 'SP2 C X ID A I I 1 ii I I I I I I I il I I E> S} IEA WA1 L TC R O 1 7 F I I 1 ii I I I I I I 1 I L— dHEA�THIr�"� I II I I 1 I I II 1 I --1. I I 1 11 1 L- I II �4,1M. H I I I i I I I II _I1_ -I I I- I I _0C ATE 4 T �IRECTI 1__ .9 II I I I `1 1 II— aBC vE )IOLDOU.N BELOW. .I If ii -II 11 1 I I I 1 _II I I II i1 I 11 ul! I I I I I t_ I II 1 1 �I I h r11 _Al 1 i I 1 IF III 1 II. J ��I- I I I 1 1 1 11 I _i 1 III I I I 111 I I_ -------------1 H I I I 1 1 I i I; i l I T l MSTC4O EA. SIDE OF PORCH. FASTEN BEAM TO SOLID WALL BLOCKING CI- IMNEY DESIGNED Bl OTHERS tl) a 0 a v. z Designs Engineering, Inc f Fj .1 I II Project Waverly File #3695-100D-D2-WA Client Suntel Home Design _I_ t PARIPIPiR 91 .4113PPRAPRIIIINYN 1 T; 1RP MAR, 911111PR MI RIPPIPIRTRIIII N N By RF Date 6/2005 Job No 1844 Sheet No 5 1 r 3 Designs Engineering, Inc K 011 ,121,111'1!di I hIrl. ';.1:1 9 Project. Waverly File #3695 100D-D2-WA Client Suntel Home Design f el 1 I I I I I I I 1 I 1 4 1 r -1 L L By RF Date 6/2005 Job No 1844 Nk. Magagfi.klaillahliaalar" "741. rim') Sheet No Project: Waverly By RF Sheet No File #3695 100D -D2 -WA Date 6/2005 Designs Engineering, Inc Client Suntel Home Design Job No 1844 (n WIND ANALYSIS USING 2003 IBC SIMPLIFIED WIND METHOD Data. W Total Wind Force =Yx Ix P x A Y• =161 I =10 FRONT REAR WALLS Zone Horizontal Pressure SIDE WALLS A Pa 17 8 psf B Pb 12.2 psf C Pc 14.2 psf D Pd 9 8 psf Distribute wind force to roof and second -floor level Reference 2003 IBC Figure 1609 6.2.1 Projected Area Aa 85 Ab =0 Ac 420 Ad• =0 W Y I (Pa Aa +Pb•Ab +Pc Ac +Pd Ad) W 1.2x 10 pounds Distribute wind force to roof and second -floor level FRw1 Y I (0 5 Pa Aa 1 0 Pb•Ab 0 5 Pc Ac 1 0 Pd Ad) FRwl 6 02 x 10 lbs F2w1 Y I (0 5 Pa Aa 1 0 Pb•Ab 0 5 Pc Ac 1 0 Pd Ad) F2w1 6 02 x 10 lbs Zone Horizontal Pressure Projected Area sq ft. sq ft. sq ft. sq ft. A Pa 17 8 psf Aa 85 sq ft. B Pb 12.2 psf Ab 30 sq ft. C Pc 14.2 psf Ac 620 sq ft. D Pd 9 8 psf Ad 260 sq ft. W Y I (Pa Aa Pb•Ab Pc Ac Pd Ad) W 2 13 x 10 pounds FRw2 Y I (0.3 Pa Aa 1 0 Pb Ab 0 3 Pc Ac 1 0•Pd Ad) FRw2 9 67 x 10 lbs F2w2 Y 1 (0 7 Pa Aa 0 0 Pb•Ab 0 7 Pc Ac 0 0 Pd Ad) F2w2 1 16 x 10 lbs Designs Engineering, Inc SEISMIC ANALYSIS USING 2003 IBC SIMPLIFIED ANALYSIS PROCEDURE Data. 1 =1 0 Sd 1 30 R 6 5 r 0 45 (worst case) E Earthquake Base Shear 1.2 p Qe 1 4 1.2 p (Sd W/ 1 4R) Weights Mass Calculations. Roof Dead Load 15 psf (Composition Roof Covering) Floor Dead Load 10 psf Partitions 10 psf Exterior Walls Windows 10 psf (Average) Aroof 1500 ft ^2 A2ndFloor 1250 ft ^2 AlstFloor 1800 ft ^2 h2 21 ft Mroof 20•Aroof 10 Aroofwall M2 20 A2ndFloor 10•A2wall p• =2— 20 r•V A2ndFloor E 1.2 p. Sd (Mroof M2) E 1.3 x 10 pounds 14R Distribute Seismic Shears D Mroof h2 M2 hl Project. Waverly File #3695- 100D -D2 WA Client: Suntel Home Design By RF Sheet No Date 6/2005 Job No 1844 .1( Aroofwall 700f1^2 A2wall 1400 ft^2 A 1 wall 0 ft ^2 hl• =10ft Mroof 3 7 x 10 pounds M2 3 9 x 10 pounds p =if(p< 1,l,p)p= 1 D 1 17 x 10 FRe Mroof h2 E FRe 8 67 x 10 pounds D M2 hl F2e D E F2e 4 35 x 10 pounds Designs Engineering, Inc Project Waverly File #3695- 100D -D2 -WA Client: Suntel Home Design By RF Date 6/2005 Job No 1844 INVESTIGATE SHEARWALLS USING PERFORATED SHEARWALL DESIGN APPROACH Analyze entire brace wall line as a series of perforated shearwall panels using worst -case "maximum opening height ratio Individual perforated shearwall panels extend between plan discontinuity Overturning for such panel is calculated by rational analysis. Reference Section 2305 3 7.2 2003IBC Unadjusted in -plane shear force for brace wall line, FRe 2950# Percent full height sheathing 8 ft. 16 ft 50% Maximum opening height ratio 4ft 8 ft 0 50 Shear resistance adjustment factor, Co 0 8 (Ref: Shear resistance adjustment factor table) Amplified in -plane shear, V Unadiusted shear force for brace wall line Shear resistance adjustment factor x Total length of full- height walls FRe (Co x L) 2950# (0 8 x 8 ft) 460 plf Uplift at perforated shearwall ends calculated based on rational analysis (use only 50% of weight of first individual full- height wall segment for dead load) 2/3 average weight of full height wall segments and portion of roof framing, Wd 110 plf 2/3 dead -load reaction at end of shearwall or corner restraint, Rl 400# Uplift at end of perforated shearwalls, Pu Vf x hl Wd x (0 5 LI) Rl 460 plf x 8 ft 110 plf x (0 5 x 4ft) R1 3100# Uplift between wall ends, t V- Wd 460 plf 110 plf 350 plf Wall bottom plate (1 1/2" thickness) to rim joist. Use 16d common nails (0 162 by 3 1/2 inches) Lateral resistance 1 33 x 141# 187# per nail Withdrawal resistance 1 33 x 40 ph x 2 5" 133# per nail. Nails for shear transfer 460 plf 187# per nail 2 4 nails per foot Nails for uplift transfer (460 -110 plf) 133# per nail 2 6 nails per foot Net spacing for shear and uplift 2 4" o c Sheet No L, Rim joist to wall top plate Use 16d common nail (0 162 by 3 1/2 in.) toe nailed to provide shear transfer Lateral resistance 0 83 x 187# per nail x 1 5 nails per ft. 230 plf (150# per nail default maximur for seismic loads) plus Simpson "LTPS" framing clip capacity 630# Net spacing for shear using LTP5 clip and 16d toenails at 8" o c 630# (460- 150 24" o c Transfer of uplift, t, from second floor in this example is accomplished through attachment of second floor wall to the continuous rim joist which has been designed to provide sufficient strength to resist the induced moments and shears Continuity of load path is provided by holdowns at ends of the perforated shear wall Use Type "C" shearwall w/ HTT22 holdowns. 16d at 2 1/2" o.c. sole plate nailinu and LTP5 elms at 24" o c Designs Engineering, Inc. RI 400" FRe 2950" INOLI OWN Pu 3100" 4 -0' P.S.UJ. Segment WALL HEIGHT 8' -0' Percent Full Height Sheathing 100 20% 30% 40% 50% 60% 10% 80% Project: Waverly File #3695- 100D -D2 -WA Client: Suntel Home Design m' Perforated Shear Wall 4 -0' P.S.W. Segment By RF Date 6/2005 Job No 1844 MAXIMUM OPENING HEIGHT RATIO AND HEIGHT H/3 H/2 2H/3 21-1/6 H 2' -8' 4/ -0' I 5 -4 6 -8' 8' -0' Shear Resistance Adjustment Factor 10 0.69 0.53 043 0.36 L0 011 0.56 045 0.38 1.0 014 0.55 045 042 1.0 011 0.63 0.53 045 I.0 0.80 0.61 0.51 0.50 Im 0.83 011 0.63 0.56 1.0 0.81 011 0.69 0.63 1.0 0.91 0.83 011 011 ELEVATION OF PERFORATED S- E4(RUJ4LL SMEAR RESISTANCE ADJUSTMENT FACTOR Sheet No 1b Designs Engineering, Inc. INVES fIGATE UPPER -FLOOR SHEARWAL,L,S. Line "A" Rear Walls Line "C" Front Walls Project. Waverly File #36951.00I) -D2 -WA Client: Suntel Home Design By RF Date 6/2005 Job No 1844 Sheet No II t 1(P Summation of full- height walls lengths L 33 ft. Total length of brace wall line TL 48 ft. full- height sheathing S L 100 S 68 75 percent TL Diaghragm stress v 0 5 FR v 90 36 plf TL Shearwall stress v 0 5 FR v 164.29 plf Weight Wd 110 plf Uplift for shearwall. length L1 3 ft. R1 400 (worst case) Pu v 8 5 Wd L1 R1 Pu 749 33 pounds 08L Use Tvoe "B" Shearwall w/ no holdowns Summation of full height walls lengths L 20 ft. Total length of brace wall line TL 19 ft. full- height sheathing S 100 S 105.26 percent TL Diaghragm stress v 0 5 FR v 228.28 plf TL Shearwall stress v 1 75 0 5 FRe v 379 51 plf (Seismic) L Uplift for shearwall length L1 2 ft. (worst case) Pu• =v8– 5 WdLI –R1 Use Tune "C" Shearwall w/ MSTC52 hold.owns Weight Wd 110 plf R1 400 Pu 2 53 x 10 pounds Designs Engineermg, Inc INVESTIGATE UPPER -FLOOR SHEARWALLS. Line 1 Walls Line 2 Walls Project. Waverly File #3695 100D -D2 -WA Client: Suntel Home Design Summation of full- height walls lengths L 16 ft. Total length of brace wall line TL 17 ft. full- height sheathing S T 100 S 94 12 percent Diaghragm stress v 0.2 F R v 113 82 plf TL Shearwall stress v 0.2 FR L Uplift for shearwall length L1 15 ft. (worst case) Pu• =v8— 5 WdLI —R1 Use Type "B" Shearwall w/ no hol.downs Shearwall stress v 0 5 FR L Uplift for shearwall length Ll 11 ft. (worst case) Pu v 12 5 Wd Ll R1 Use Tyne "B" Shearwall w/ MSTC40 holdowns By RF Date 6/2005 Job No 1844 Sheet No 2/ v 120 93 plf Weight Wd 110 plf R1 400 Pu —257 53 pounds Summation of full- height walls lengths L 24 ft. Total length of brace wall line TL 27 ft. full- height sheathing S L 100 S 88 89 percent TL Diaghragm stress v 0 5 F v 179 16 plf TL v 201 56 plf Weight Wd 110 plf R1 400 Pu 1 41 x 10 pounds eet, Project. Waverly By RF Sheet No File #3695- 100D -D2 -WA Date 6/2005 13/ Designs &Engineering, Inc. Client. Suntel Home Design Job No 1844 1 (p INVESTIGATE UPPER -FLOOR SHEARWALLS. Line 3 Walls Summation of full- height walls lengths L 24 ft. Total length of brace wall line TL 24 ft. full height sheathing S 100 S 100 percent TL Diaghragm stress v 0.35 F v 141 09 plf TL Shearwall stress v 0.35 FR L Uplift for shearwall length L l 23 ft. (worst case) Pu =v8 —.5 WdLl —R1 Use Tyne "B" Shearwall w/ no holdowns v 141 09 plf Weight Wd 110 plf Rl 400 Pu 536.29 pounds Designs Engineering, Inc INVESTIGATE LOWER -FLOOR SHEARWALLS. Rear Walls. Line A Front Walls Line B Project Waverly File #3695- 100D -D2 -WA Client Suntel Home Design Summation of full height walls lengths L 18 ft. Total length of brace wall line TL 35 ft. full- height sheathmn.g S L 100 TL S 51 43 percent Diaghragm stress v 0 3 F2w1 v 51 59 plf TL Rim/blocking stress v 0 5 FRwl 0 5 F2w1 v 171 97 plf TL Seismic Shearwall v 1 75 (0 5 FRe 0 5 F2e) v 633 33 plf stress w/ wall aspect L ratio penalty Shearwall stress v 0 5 FRe 0 5 F2e v 361 9 plf L Uplift for shearwall length Ll 2 ft (worst case) Pu v 9 5 Wd L1 R1 Tyne "C" Shearwall AND Tvne "D" Shearwall at narrow width walls w/ H'I"T22 holdowi Summation of full- height walls lengths L 14 ft. Total length of brace wall line TL 45 ft. full- height sheathing S L 100 S 31 11 percent TL F2w1 Diaghragm stress v 0 3 v 40 13 plf TL Rim/blocking stress v 0 5 FRwl 0 5 F2w1 v 133 76 plf TL Seismic Shearwall 1 75 (0 5 FRe 0 5 F2e) v v 814.29 plf stress w/ wall aspect L ratio penalty Shearwall stress v 0 5 FRe 0 5 F2e v 465 31 plf L Uplift for shearwali length L1 2 ft. (worst case) Pu v 9 5 Wd Ll R1 By RF Sheet No Date 6 /2005 14 f Job No 1844 Weight Wd 110 plf R1 400 Pu 2 75 x 10 pounds Weight Wd 110 plf R1 400 Pu 3 68 x 10 pounds Use T vne "E" Shearwall w/ PIID6 holdo \wns AND Garage Frame Detail Designs Engineering, Inc Project: Waverly File #3695- 100D -D2 WA Client. Suntel Home Design INVESTIGATE LOWER -FLOOR SHEARWALLS. Line 1 Summation of full height walls lengths Total length of brace wall line L =26 ft. TL 25 ft. full height sheathing S L 100 S 104 percent TL F2w2 Diaghragm stress v 0.25 v 116 27 plf TL 0.2 FRw2 0.25 F2w2 TL Rim/blocking stress v Shearwall stress v Tvne "B" Shearwalls w/ no holdowns Shearwall stress v Uplift for shearwall length L1 8 (worst case) Pu• =v9— 5 WdLI Rl 0.2 FRw2 0.25 F2w2 L By RE Date 6/2005 Job No 1844 Sheet No 1r Ili v 193 67 plf v 186.22 plf Weight Wd 110 plf Uplift for shearwall length L1 25 ft. (worst case) R1 400 Pu v 9 5 Wd L1 R1 Pu —99 01 pounds Line 2 Summation of full- height walls lengths L 25 ft. Total length of brace wall line TL 19 ft. full height sheathing S TL 100 S 131 58 percent F2w2 Diaghragm stress v 0.25--- v 152 99 plf 0 5 iZw2 0 5 F2w2 Rim/blocking stress v v 560 58 plf TL. 0 5 FRw2 0 5 F2w2 L Tyne "C" Shearwalls w/ HTT22 holdowns ft v 426 04 plf Weight Wd 110 plf R1 400 Pu 2 99 x 10 pounds Designs Engineering, Inc Project: Waverly File #3695- 100D -D2 WA Client: Suntel [tome Design INVESTIGATE .LOWER -FLOOR SHEARWALLS. Line 3 Summation of full- height walls lengths L 24 ft. Total length of brace wall line TL 28 ft. full- height sheathing S L 100 S 85 71 percent TL F2w2 Diaghragm stress v 0 35 v 145.34 plf TL Rini /blocking stress v 0 35 FRw2 0.35 F2w2 /blocking 266.27 plf TL Shear�xall stress v 0.35 FRw2 0 35 F2w2 v 349 05 pif 0 89 L Uplift for shearwall length L1 11 ft. (worst case) Pu v 9 5 Wd Ll Rl Type "C" Shearwalls w/ HTT22 holdowns By RF Date 6/2005 Job No 1 844 Sheet No 1 l t,0 Weight Wd 110 pif R1 400 Pu 2.14 x 10 pounds Architecture Engineering, Inc a EI D 6 El 10 Project: Structural Notes Location. Pacific Northwest Copyright 1993 OWNERSHIP OF DOCUMENTS By RF Sheet No Date l /2007 A. Job No 7000 The "diamond" shearwall designation system details were created by Fuller. Architecture Engineering, Inc. (FAE) and are copyright protected property of FAE and shall not be used unless issued from FAE Copyright 1993 LEGEND 1 DRAWING NOTES 'SIMSPON 'I U" TWE BEAM HANGER SIMPSON GLB' TYPE BEAM HANGER DESIGNATES GRID LINE DESIGNATES DETAIL MARK DESIGNATES SHEARWALL TYPE DESIGNATES HOLDOWN TYPE (SEE SHEAR SCHEDULE) PERFORATED SHEARWALL SEE DETAIL #30 DESIGNATES DRAWING NOTE DESIGNATES H.D LOCATION (APPROXIMATE) SIMSPON 'HUxx TYPE BEAM HANGER DESIGNATES 6X DFL #1 POST W/ SIMPSON 'EPC' TYPE POST CAP DESIGNATES 6X DFL #1 POST W/ SIMPSON 'ECC' TYPE POST CAP (3) 2 x (WALL WIDTH) BUNDLED STUDS TO SUPPORT ROOF FRAMING ABOVE. SIMPSON 'MSTC52' FASTENED TO DBL. JOISTS OR BEAM. SEE DETAIL 6 DOUBLE FLOOR JOISTS. NAIL FLOOR SHEATHING TO EACH JOIST WITH (2) ROWS 10d COMMON NAILS AT 6' O.C. 13 A 'DRAG SHEAR TRUSS' DESIGN TRUSS FOR 150 PLF DIAPHRAGM SHEAR TRANFERRED FROM TOP TO BOTTOM CHORDS THROUGH THE WEB MEBERS WITH CUMULATIVE FORCE RESISTED AT ONE END OF THE BOTTOM CHORD. (2) STUDS UNDER BEAM CONTINUOUS DOWN TO FOUNDATION. Ardhitecture Engineering, Inc. SHE4RW4LL SCHEDULE MARK WALL COVER FASTENERS e PANEL EDGES 5/8 G.W.B. 6d WALLED NAIL OR 1 'W" d6 SCREW 1 /I6" A.PA. I6GA STAPLE RATED SHT'G 0.131 "4 x 21/4' 0.148 "4 x 2 1/I6 A.PA.- 0.131 "4 x 2 RATED 5I-IT'G 0.145 "4 x 21/4" 4" OC. F RH. P -NAIL \D 1/l6" A.PA: RATED SHT'G /E\ 1/16" A.P.A. RATED SHT'G EACH SIDE 1/16 A.P.A. RATED SHT'G EACH SIDE kOLDOLUN SCHEDULE "X" DESIGNATES SIMPSON PRODUCT MARKI HOLDOWN I FASTENERS NO HOLDOWN REQUIRED i "MSTC40' 'CMSTI2 (43) I6d SINKER \4/ 9 -0 "LONG NAILS AT EACH END 'MSTC52 'MSTC66" "PHD -5" -OR 'HDU -4 "HTT22 -OR- "HDU -5 'PHD6 'HDU 8 -OR 'HDQ -S 0.145" 4 x 21/4" FULL ROUND- HEAD P -NAIL, 0.148 x 21/4" FULL ROUND 4" O.G. HEAD P -NAIL, 0.1484x2 ULL ROUND- STAGRD EAD P -NAIL, (IS) I6d SINKER NAILS AT EACH END (24) 16d SINKER NAILS AT EACH END (34) I6d SINKER NAILS AT EACH END SIMPSON "SSTB24" SIMPSON "SSTB24" 3IMPSON 'SSTB28 SIMPSON 'SSTB28 (I5)(I6) SIMPSON 'SSTB26" 'IDU -II or W/ 9/64 CUT WASHER "Hl- IDQII" 4 HEAVY HEX NUT' (15)(16) 1" DIA. (A35) GALV 'H1-1DQI4 ROD EMBED 8" INTO 12 THK x 21' WIDE 10' -0" LONG FTG. DESIGNATES SHEAR PANEL AND HOLDOWN TYPE. O DESIGNATES APPROXIMATE HOLDOWN LOCATION Project. Structural Details Location Pacific Northwest 0 Copyright 1993 I•TERM. STUDS SOLE (9) PLATE 4" O.C. 4" O.G. 16de 8 oc 16d TOENAILS AT 8 O.C. 3 I O.C. 1 6" 0,C. 116d, I6d 3 oc 6" O.G. 4" O.C. 12 O.C. STAGRD 3" O.C. 12" O.C. 16de 21/2'!oc 3" O.G. STAGRD 12" O.C. 12" O.C. 12" O.C. NOTES STAGRD 16dg 31/2"oc STAGRD 16de 2 "oc STAGRD 16de I1/2"oc STAGRD 133. RF Date 1/2007 Job No 7000 BLOCKING/ (9) 5 i 8 '4 x 1" RIM JOIST EMB. ABs (3) "LTP5 "e 48" oc (3) "LTP5 24 oc (3) "LTP5 "e 15" cc (3) "LTPS'e 10" oc (3) 'LTPS 'm 6 oc 45" O.G. 45 O.0 16" O.C. 10" O.C. IS O.C. 12" O.0 REFERENCES TO SEE NOTES ABOVE Sheet No ALL PANEL EDGES MUST BE BLOCKED REMARKS 11/2 LONG x 1/15 WIDE STAPLES W/ CROWNS PARALLEL W/ FRAM'G. DBL. STUDS /BLKG. AT (5) ADJOINING PANEL EDGES W /16dAT4 O.0 DBL. STUDS/BLKG. AT (5) ADJOINING PANEL EDGES WI 16d AT 4 O.G. DBL. STUDS/BLKG. (8)(II) m ADJOIN'G PANEL EDGES WI 16d AT 4" 4 3X MUDSILL 3X. MUDSILL AND (S)(II) 3X. STUDS/BLKG. AT ADJOINING PANEL EDGES PER NEW CODE, ALL ANCHOR BOLTS MUST HAVE 2 SQUARE X 3/16 HDG PLATE WASHERS I. ALL FASTENERS USED AT THE COAST AND IN CONTACT .UITH PRESSURE TREATED MATERIAL MUST BE HOT DIPPED GALVANIZED (I-IDG) 2. "F RI-1. P- NAIL" DESIGNATES A FULL ROUND HEAD PNEUMATIC- DRIVEN NAIL (10d GALV BOX NAILS MAY SUBSTITUTE FOR 0.1484 P- NAILS) 3. SIMPSON `RBC BOUNDARY CLIPS TO SUBSTITUTE FOR 'LTP5 AT ROOF 4 SHEATHING ON SHEARWALLS MUST EXTEND DOWN TO SOLE 4 MUDSILL PLATES AND SHALL NOT BE INTERRUPTED BY ANY WALL BUTTING INTO THE SHEARWALL. 5 PROVIDE DOUBLE STUDS/BLKG. W/ 16d AT 4" O.G. AT ADJOINING PANEL EDGES TO AVOID SPLITTING, NAIL EACH PANEL EDGE TO ONLY ONE 2X. 6 "SIMPSON" PRODUCTS SHALL BE INSTALLED AS PER MFG. SPECS 1. HOLDOWNS OCCUR AT ENDS OF SHEAR -WALLS AND SHALL FASTEN TO A MINIMUM OF (2) STUDS (MIN.) LAMINATED TOGETHER W/ I6d AT 6 o.c. 8. USE LONGER FDN, BOLTS WITH 3X MUDSILL AND SET BOLTS HIGHER DO NOT INSTALL FDN. VENT WITHIN 12 CLR. OF A HOLDOWN ANCHOR BOLT 9. FASTENERS SPACING APPLIES ONLY AT FULL HEIGHT WALL SEGEMENTS OTHERWISE USE MINIMUM CONSTRUCTION STANDARDS 10 ANCHORS SHALL HAVE MIN 13/4 EDGE DISTANCE 4 5" END DISTANCE. 11. WALLS WITH PLYWOOD ON EACH SIDE SHALL OFFSET PLYWOOD EDGE JOINTS ON ONE SIDE OF THE SHEARWALL FROM THOSE ON THE OTHER EXTEND PLYWOOD THROUGH CORNER AS SHOWN IN DETAIL 14 TO ACHIEVE MINIMUM SHEARWALL WIDTH SHOWN ON PLANS 12. SHEARWALLS WITH OVERDRIVEN NAILS PENETRATING SURFACE BY MORE THAN I/8" WILL BE REQUIRED TO BE RENAILED USE A RUBBER GROMMET IN HEAD OF NAIL -GUN AND ADJUST AIR PRESSURE SO NAIL HEADS ARE FLUSH WITH OR SLIGHTLY RECESSED INTO SHEATHING. 13. ALL STUD WALLS MUST HAVE DOUBLE TOP PLATES W/ I6d AT S O.G. AND STUDS IS" o.c_ PLATES SHALL LAP A MINIMUM 4 -0' AT SPLICES WITH AT LEAST EIGHT 1601 NAILS EACH SIDE OF SPLICE 14 HOLDOWN TYPES W/ GREATER NUMERICAL DESIGNATION MAY SUBSTITUTE FOR l-IOLDOWNS WITH LESSER SEE CHART TO THE LEFT 15 USE 3000 PSI CONCRETE IN STEMWALL. PROVIDE (2) "4 CONT T 4 B IN STEMWALLS WITH THESE NOLDOWNS EXTEND 10' 0' PAST HOLDOWNS 16 FASTEN TO (4) 2x6 FULL -HGT STUDS FASTEN EACH STUD TOGETHER W/ (2) ROWS I6d AT 6 O.C. STAGGERED EDGE NAIL WALL PLY TO EA. STUD IN SHADED AREAS FASTEN SHTHG. AT 4" O.C. AT BOUNDARIES OF SHADED AREA AND PANEL EDGES. BLOCK PANEL EDGES W/ 2" NOMINAL FLAT BLOCKING. USE 8d COMMON NAILS FOR ROOF.AND 10d AT FLOORS /CLGS. USE 5/8" 05B OR PLY SHTI -4G. AT CEILINGS 1- 12 -0'f le/e/ '.Architecture Engineering, Inc 2 X STUD WAL' SIMPSON 'LTP5' SEE SCHEDULE FOR SPACING SHEARWALL EXTEND WALL SHTI -IG DOWN TO TOP WALL PLATE 4 EN. EDGE NAIL SEE NOTE BELOW APA- RATED ROOF SHEATHING BOUNDARY NAIL (BN.) 2 X SOLID .J FRIEZE BD 10d 0 4 OG. 7 1 r) PLY. SPLICE PT, EDGE NAILING J SIMPSON 'LTP5' RECOMMEND USING 'DRY' LUMBER RIM JOIST OR 'LSL RIM BOARD TO MINIMIZE BUCKLING OF SHEATHING ROOF FE IMETE THIS DETAIL ALWAYS APPLIES. 1 ---2 X BLOCK'G EA. SIDE m 48' SIMPSON 'LS30' MAY SUBSTITUTE FOR 'LTP5' JO IST /S EARW,4LL 7 SOLE PLATE NAILING SEE SCHDE FOR INFO (4) IOd EA. !SU FLOW. J:'?ISTS ----i" i 10d m 4 0,C. PLYWOOD DECK. SHEATHING JOIST APA -RATED SHEATHING 2 X BLOCKING AT 6 -0' 0.0 WI (3)10d TOENAILS TO PLATE 2 X STUD WALL APA -RATED SHEATHING n PARALLEL JOISTS THIS DETAIL ALWAYS APPLIES. Project: Structural Details Location. Pacific Northwest Copyright 1993 SIMPSON 'HI' TIE AT EACH RAFTER ALONG ENTIRE PERIMETER NOTE: "H10 -2 MAY SUBSTITUTE FOR 'HI" NOTE: &IMP 'H2a' MAY SUBSTITUTE FOR 'HI' AS LONG AS 'RBC' CLIPS AT 24 o.c. ARE USED TO CONNECT THE FRIEZE BD TO TOP WALL PLATE. APA -RATED ROOF SHEATHING 8d m 4 O.C. 2 X 6 FLAT BLK'G W /I6d +4 O.C. INTO WALL E By RF Date 1/2007 Job No 7000 O SHEARWALL PLYWOOD SHEATHING 10d 4 O.G. O END OF 2X WALL END OF 2x4 4 DRAG STRUT I I 2 X SOLID BLKG. W/ SIMPSON 'L550' 2X BLKG. W/ 16d AT 6 O.C. 2 X STUD WALL Sheet No RAFTER OR TRUSS -EN. FLOOR SHTH'G. EN. 2" I/2 SHTHG W/ 10c1 AT 4 O.C. EDGES, BLOCK EDGES. SEE SH'WALL SCHEDULE FOR ADDITIONAL INFO. STRUCTURAL CEILING SOLID BLK'G. I SIMPSON 'LS50' 1 16d 8'o.c. MAY SUBSTITUTE FOR 'LTP5' 71 SOLID BLK'G.' SIMPSON 'LTP5' J I JOIST SEE SCHEDULE FOR SPACING SHEARUTALL APA -RATED SHEATHING JO IST /Sa- 1EARUJ,4LL I0d m 6 O.C. AT FLOOR AT DSCR, PROVIDE 2x4 x 5' -0' LONG NAILED TO BOTTOM CHORD W/ I6d AT 4 O.C. STAGGERRED PREDRILL HOLES FOR CONNECTOR SCREWS DfiRAC STRUT SOLID BLKG EA. SIDE 5' -0' AWAY FROM END OF DRAG STRUT 1 CONNECTOR SEE PLAN FOR SIZE. INSTALL WI EQUAL LENGTH TO DRAG STRUT AND WALL. T,FTG. Project Structural Details By RI: Location Pacific Northwest Date 1/2007 Architecture Engineering. Inc Copyright 1993 Job No 7000 SOLE PLATE NAILING SEE SCHEDULE FLOOR RAMING I 1 1 I •4 CONT HORIZ II' AT TOP 4 BOTTG11 II it ii' i CONC. STEM WAL EDGE NAIL SIDE WALL 51-171-4.p TO 4x6 STUD (12) 16d� n CO TiFON WALL B OND PROV DE 18" AT EN OF WALL INF NORMAL JOIST THIS DETAIL ALWAYS APPLIES. I MIN. PLY WIDTH I l EA. SIDE I' 10'" r SIMP30N 'PHD6 II 4x6: PLATES W/ (2) 5/8 "4X12' II J -BOLTS AT 5' o.c. WI 51MP T;P WASHERS ,r (2) R,r_'WS OF NAILS AT 1172" r`f..∎= ,GERED TO MUDSILL I• SIMPSON "LTP4 EA. END" II' II I I U 4' —o I Th -2 I_ 1 4PA RATED SUE4TI -ZING FASTENED TO MUDSILL PLATE GARAGE -FRAME DETAIL EDGE NAIL (EN) SIMPSON 'LS50" ANCHOR (NOT REQ'D IF SHTH'G EXTENDS CONT TO MUDSILL W /OUT ANY JOINTS) EDGE NAIL (EN) ex x 1" EMS, AB's W/2 X2 X3 /16 PLATE WASHERS OR SIMP "SP 5/8 -2" •4 DOWELS 48 O.C. (MINIMUM) NOTE EXTEND GARAGE DOOR HEADER SIMPSON "MSTC28' OVER ENDWALL. EA. SIDE (4- TOTAL) HEADER WIDTH TO MATCH WALL WIDTH NAIL SHEATHING TO HEADER WI 0.148 "0 x 2'4 F RH. P -NAILS 3 O.G. BOTi I WAYS 4x6 STUD EA. END WI ADD'L 2X NAILER CORNER W/ I6d 6 CARACCE V APA -RATED SHTH'G FROM A SINGLE SHEET BOTH SIDES W/ 0.148 "0 F RI-I. P -NAILS INTO 4x6 W/ (2) ROWS AT 2" oc. EXTEND PLYWD THRU CORNER SEE DET 14 6X SOLID BLOCKING AT SHEATHING SPLICE •11 "A HAIRPIN BAR x1 1L 8" CONCRETE WALL W/ I I (2)'4 DOWELS EA. END U UNDER 54-IEARWALL 121.4X i -b50 2 -3 n 12" S CONT. FIG. W/ (2)•4T IB 24 "x Air X12" FTG. W/ (3) •4 CENTERED BELOW RAISED STEMWALL (4) I0d w 3 PLYWOOD DECK SHEATHING c"r- N IF FLOOR JOIST SYSTEM, PROVIDE 2 X BLOCKING 12 O.G. W/ (3) lOd TOENAILS TO PLATE CONC. STEM WALL PARALLEL JO ISTS THIS DETAIL ALWAYS APPLIES. I. PONYWALLS 4 -0" AND TALLER MUST SE APPROVE BY ENGINEER. OTHERWISE OK 1 .1 I J "4 CONT HORIZ T' I B Yp "0 x 1" EMS. AB's W/2 X 3/16 PLATE WASHERS OR ll SIMP 'BP 5/8 -2 11 I •4 DOWELS 48 O.G. �•4 CONT T (MINIMUM) I 'if• tl COI`IRETE FOUNDATION 114 —APA RATED SHEATHING. SOLE PLATE NAILING EDGE NAIL (EN) SIMPSON "LS50" AT SAME SPACING AS 'LTPS EDGE NAIL (EN) MIN. (2) 2X6 STUDS AT HOLDOILNS EDGE NAIL PLY TO STUDS PROVIDE SOLID WOOD HOLDOWN STUDS 436 '.HREADED ROD WITH SAME DI rER AS ANC C'R BOLT II p II++-- 'Sit'ff?SON "Si 11 N II 1111 II Iw• ft. 'll SIMPSON 'CNW' COUPLER Sheet No SIMPSON HOLDOILN I I "4 DOWELS 48" O.C. HOLDOWN e FDON`r'WALL BOLT Architecture Engineering. Inc. f•OLE PLATE WALL NAILING SHEATHING BOUNDARY NAIL r 80LID BLIG'G. EDGE NAIL SHEATHING L SIMPSON 'LSSO' RIM JOIST j I MAY SUBSTITUTE JOIST FOR 'LTPS' EDGE NAIL PLY TO HOLDOU.N STUDS r RUN PLY. CONT TO BOTTOM FE (2) -2 X 6 ELOCK'G IF BEAM IS UPTURNED USE 2x6 LEDGER W /I6dAT6' STAGG'RD SIMPSON 'LIPS' I SEE SCHEDULE FOR SPACING 2 X STUD WALL APA -RATED WALL SHEATHING 1_, I CA•TILEVER JST LAM. STUDS TOGETHER W/ I6d A7 6 O.C. SEE PLAN IF PLYWOOD J SEE DET �2 CEILING IS REQUIRED IF BM EXTENDS BELOW CEILING FASTEN RAFTER TO WALL PLATE WI SIMPSON 'HI" SEE DET I FOR ADD'L INFO. Project: Structural Details Location. Pacific Northwest Q Copyright 1993 <J T 1 1 I N TAi6) THREADED' ROCZ 11 al p II• II II WI. SIpIPS'N. 'SET'S ADHESIVE. ,1111: 4-11-11 (SPECIAL.INSPECTION 44 11 REQUIf2E'D -BY CO[}E) 11 -11' Il CONCR E KOUNDATION' 13 MISSING HOLDOUJN ANC --FOR BOUND NAIL ROOF PLYWD TO 2 X 10 LEDGER W/ BEVELED TOP TO MATCH ROOF SLOPE. NAIL LEDGER W/ (2) -16d EA WALL STUD 4 EA 2 X 6 ELK'G. (USE 2x 8 BL1GG. IF TRUSS ROOF) FOR THIS SECTION OF ROOF, BLOCK PANEL EDGES W/ 2 X 4 FLAT NAIL 8d 4' 0.0. EDGES AND BOUNDARIES, 12' O.C. IN FIELD. SHEARWAL: PLYWD. MUST EXTEND DOWN TO BOTTOM WALL PLATE (TYP) BN. ANCHOR I EMBED DIAMETER DEPTH 5/8' I 10' 3/4" I II" 1/8" I 13" HOEDOWN GRADE A36" THREADED ROD SEE SIMPSON CATOLOG FOR DIAMETER ROOF LEDGER DETAIL APA -RATED WALL SHEATHING (2) -2x OR dx (REF.TO PLANS) HOLDOWN STRAP WRAP AROUND DBL. JOISTS SIMPSON 'HMO' EA SIDE OF DBL. JOISTS (PROVIDE WEB STIFFENDER IF I -JOIST USED) 8d AT 6' o.c. AT ALL FRAMING MEMBERS WITHIN 5' -0' OF EDGE EITHER NO JOINT IN PLYWOOD OR FASTEN S1-'WALL TO ENDWALL TRUSS WI BLOCKING/RIM FASTENERS SHOWN IN SI- I'WALL SCHD'L. SH'WALL SEE SH'WALL SCHEDULE FOR NAIL'G REOMTS. By RF Date 1/2007 Job No 7000 CONT RIM 4 2X BLKG. OR B RIM JST (12) I0d EA. END OF STRAP SOLE PLATE NAIL ING BOUNDARY NAIL r -SOL BLK'G. NOLDOUJN TO RIM JST 16d AT 6 O.C. IF THIS IS A SH'WALL W/ A HOEDOWN, THEN EXTEND SHTH'G THRU 4 EDGE NAIL NOTE. THIS DETAIL IS REQ'D ONLY WHEN TWO SHEARWALLS SHARE ONE HOLDOUNN. FRAMING AT CORNER SHTHG. GABLE END TRUSS NAILS BASED ON SI-EARWALL i I_ REOMTS. BELOW 2x4 FLAT AT 24 OZ. IN END -WALL TRUSS 2X VERTICAL BRACE (2) 10d AT 8" 00. 2x4 BLKG. AT 6 -0' O.G. WI Sd AT 3" OC. TRUSS BOTTOM CHORD OR CEILING JOIST (2) 16d EA. TRUSS 2x4 x 8' -0' LATERAL BRACE AT 6 -0' o.c. (6) 16d NAIL Sheet No 5 SIMPSON 'L550' MAY SUBSTITUTE JOIST FOR 'LTPS' DBL. JOIST AT EACH END OF WALL OVER DBL. STUDS FASTEN TO RIM JOIST W/ SIMPSON 'LSO' 4x6 OR (2) 2X STUDS HOLDOUN 16 AT 6' O.C. INTO EA. STUD EDGE NAIL NOLDOIIN IF 'H' EXCEEDS 6 -0' THEN INSTALL 2x4 ON EDGE BEHIND 2x4 FLAT IN END -WALL TRUSS. IF 'H" EXCEEDS 12' -0' USE 2x6 ON EDGE. SEE ABOVE. DBL.2xSOLID BLOCK W/ (2) SIMP 'LS50' TO WALL PLATE 2x6 PLATE W/ led AT 12" o.c. TO WALL GYPSUM BOARD DIAPHRAGM WITH 541 COOLER NAILS AT 1' 00. AT FIRST (4) CEILING MEMBERS AND 2x6 PLATE GABLED ENDUJALL r Architecture Engineering, Inc. SHEARWALL2 fi r- (2) -2x OR 4x (REF TO PLANS) 1 I' 2x SOLE 12 1, SEE SCHDL .I FOR INFO 11 CUT 'ii x 4' SLOT IN SHTHG. 2x SOLID BLK'G EACH SIDE NEXT TO STRAP 7 ROOF TRU55 j0 L 002'41- 1 9.r ourl 1 SIp INTERFLOOR -IOLDOUJN HOLDOU.N STRAP (INSTALL STRAP W/ EQUAL LENGTH TO BEAM 4 STUDS. DBL. JOIST OR BEAM (12)10d EACH END OF STRAP I- IOLDOWN DETAIL I 1 Project. Structural Details Location Pacific Northwest cU Copyright 1993 UNLESS OTHERWISE SPECIFIED,USE (2) SIMPSON 4HT530" EA. END CF BEAM BOUNDARY NAIL SOLID BLK'G. SIMPSON 'LIPS" SEE SCHEDULE I i FOR SPACING I SOLID U$OOD BELOW BEAM EN. SHTHG. TO F– STUD W/ STRAP EDGE NAILING (2) 16d INTO TRUSS T413 CHORDS 2x4 AROUND SLKG. PANEL ''ERIMETER 3" DIA VENT HOLES AT 10' O.C. PER IBC 12032 2x4 FLAT EDGE FRAMING NAILED TO TRUSS VERTICAL W/ 16d AT 6' O.C. 1 i WALL TOP PLATES I i 1/2 PLY SNTH'G. WI 10d AT 4 O.C, EDGES 16d AT 5' O.C. FROM BLKG. PANEL TO WALL PLATES 2X50LE1W SEE SCHEDULE FOR INFO APA -RATED ROOF SHEATHING BOUNDARY NAIL (SN.) 2 X SOLID FRIEZE BD. 4_ By RF Date 1/2007 Job No 7000 (2) -2x OR 4x (SEE PLAN) L 2 X SOLID SLK'G BELOW ENTIRE LENGTH OF SHEARWALL. NOLDOLJN DETAIL I- IOLDOWN STRAP (INSTALL WITH EQUAL LENGTH TO BEAM AND STUDS. 2 X STUD WALL SHEARUJALL NAILING SAME AS BELOW SOLID BLK'G. SIMPSON 'LS50' MAY SUBSTITUTE FOR 'LTPS' CLG. JST APA -RATED SHEATHING SI•- IEARLIJALL EXTENSION FOR STICK FRAMED ROOFS NAIL Sd AT 3 OC. INTO EACH 51-IEAR TRUSS FOR DIAPHRAGM LOAD UP TO 200 PLF OTHERWISE USE 3" O.C. UNLESS SPECIFIED OTHERWISE, EITHER SHEAR TRANSFER SYSTEM MAY BE USED SHEAR TRUSSES EACH DESIGNED FOR DIAPHRAGM SHEAR LOAD SI4OUN ON PLANS (TRUSS TO TRANSFER SHEAR FROM TOP TO BOTTOM CHORD) (4) 16d NAILS 2x5 AT 16 O.C. W/ (3) I6d EA. END Sheet No 3 FASTEN TRUSS TO WALL W/ 'L550' CLIPS SEE SCHEDULE FOR SPACING.r! c� SHEARWALL SHEAR TRUSS MAY BE ELIMINATED IF SHEARWALL EXTENDS UP TO ROOF SHEATHING. SEE DET '20 FOR INFO SI-IEAT WALL EXTENSION Si- LE ARWALL EXTENSION FOR TRUSS- FRAMED ROOFS Architecture Engineering, Inc THIS DETAIL ALWAYS APPLIES, BOLT DECK LEDGER TO RIM JOIST W/ ai "0 AT 16" O.C. AND (2) ROWS I6d AT 8" Ore. (USE 2 -5/8" BOLTS IF JOIST SPAN GREATER THAN FLOOR JOIST 1 SEE SCHEDULE FOR NUMBER OF NAILS EA. SIDE BEAM SEE SCHEDULE FOR NUMBER OF NAILS EA. SIDE I :I STRAP SEE FLOOR PLAN 4 X B POST APA -RATED SHE ATHING THIS DETAIL ALWAYS APPLIES. I I II I I I Project. Structural Details Location. Pacific Northwest Q Copyright 1993 HOLDOU,N W/ A36 GRADE THREADED ROD TREADED ROD SIMPSON '1MSTC" WRAP STRAP AROUND HEADER IF NECESSARY FILL CAVITY W/ SOLID WOOD AT HOLDOU.NS 1 1 1 -DRILL HOLE I/8" GREATER IN DIA IN CENTER OF BEAM FOR BOLT I I I. II 5" SQ X 3/8" !MG PLATE PEEN THREADS AFTER TIGHTENED SIMP. "MSTC40" I EA. END OF HEADER FASTEN TO DBL. STUDS NOLDOLUN ABOVE BEAM EXTERIOR WALL �I In D II II 2X STUD WALL BEAM I 2X6 DIA. BRACE W/ (2) I6d EA. JOIST ST6224 STRAP WRAP AROUND BACK OF LEDGER 4 NAIL TO DIAG. BRACE DECK LEDGER HANDRAIL CONN_ MULTIPULE (6) I6d 2 NAILS AT THE TOP HOLDOWN STUDS MIDDLE, 4 BOTTOM SEE SCHEDULE CUT 1' X 4" SLOT IN PLY. FLOOR SHTHG FOR STRAP SIMPSON "H2.5 EA. SIDE 4 X 12 BEAM N NOTCH 4X8 FOR 3" BEAM BEARING SIMPSON "PHD2" W/ 5/8" X 8- EXP BOLT CONCRETE FTG. SHE ARUJALL- POST CONN_ 1 SIMPSON ABU" POST BASE OR ELEVATED "EPB' IF SLAB OR USE BASE COIN. SHOWN IN DETAIL 30 I 1 I CONC. FIG. PORCI -1 /DECK POST CONN. L J 2X SPACED CEDAR 7 DBL. 2X MEMBER OR 4X MEMBER RIM JOIST. '4" X 3' X 6" X 0' 9" STEEL ANGLE DOUBLE 2X JOIST 4 1 12' 4 5/8 "0 THROUGH BOLTS WI NUTS AND I DIA X 3/16" WASHERS. EA. SIDE. 4X6 CEDAR NEWELL TO RIM JOIST. PERPENDICULAR WALL CONNECT WALLS TOGETHER BY FIRS (9) I6d THEN INSTALL ADDITIONAL 2x4 AGANST IT AND NAIL W/ (6) I6d PLYWOOD SHEATHING OVER WALL STUDS By RF Date 1/2007 Job No 7000 a p EDGE NAIL (EN.) TO END 2x4 (6) I6d BEAM UNLESS NOTED OTHERWISE, USE SIMPSON' PC' POST CAP (USE "EPC" AT ENDS OF BEAM) PRESSURE- TREATED WOOD POST CONCRETE SLAB Sheet No EDGE NAIL 0 0 1 SNEAzUJALL- EXT WALL CONN_ THIS DETAIL ALWAYS APPLIES, All kit/ Architecture Engineering, Inc NAIL SHTHG TO GIRDER TRUSS W/ 8d AT 6 O.C. BOUNDARY NAIL (BA.) 2 X SOLID FRIEZE BD NAIL WALL SHTNG. TO EA. HOLDOWN STUD W/ I0d 0 6 FOR 2 -STORY CONDITION, USE 'MSTC28' STRAP DIRECTLY BELOW GIRDER TRUSS TIEDOWN ABOVE RECOMMEND USING 'DRY' LUMBER RIM JOIST OR 'LSL KIM BOARD TO MINIMIZE BUCKLING OF SHEATHING NAIL (16)12d EACH END TO STUDS ONLY SEE DETAIL '11 TRUSS BOTTOM CHORD OR CEILING JOISTS /r CONNECTOR SEE PLAN FOR SIZE. INSTALL W/ EQUAL LENGTH TO WALL a AND BLOCKING. (2) BAYS OF 4X SOLID BLKG W/ (2) I6d EA. END r Project. Structural Details Location Pacific Northwest Q Copyright 1993 SIMPSON 'LGT' TIEDOWN AT EA. GIRDER TRUSS NOTE. THIS DETAIL NOT REQ'D IF TRUSS MFG. CALLS SHOW LESS THAN 1000" NET UPLIFT FORCE AT GIRDER TRUSS REACTION. IF SO, THEN USE (2) 'H2ST' TIES MULTIPLE 2X STUDS (SAME NUMBER AS TRUSSES) (4) 10d EA. BLK FLOOR JOISTS 2 X BLOCKING AT 6 -0' 0.0 WI (3) IOd TOENAILS TO PLATE MULTIPLE 2X STUDS (SAME NUMBER AS TRUSSES) NAIL WALL SHTHG. TO EA. STUD WI 10d AT 6 OC. 28 GIRDER -TRUSS CONN THIS DETAIL ALWAYS APPLIES. 1 RE -ENTRANT CORNER FASTEN CLG. TO BLKG. W/ DRYWALL SCREWS AT 4 O.C. 3� WALL -TO -CE IL'L."'F CONN APA -RATED SHTI -IG. FILLER ON SIDE OF BM. EDGE NAIL (EN.) NAIL FULL -HGT STUD TO BEAM W/ (2) ROWS 16d AT 3 O.C. STAG'RD EDGE NAIL (EN.) FULL -HGT WALL PANEL WALL TOP PLATES 2 X STUDS WI I6d AT 8' O.C. STAGGERED SUPPORT POST TO BEAR ON FELT By RF Date 1/2007 Job No 7000 -T- NAIL WALL SHTHG TO F.H. STUDS W/ 10d AT 6 O.G. 30" FELT MOISTURE BARRIER OVER 5000 PSI NON SHRINK GROUT (THK. mudeIII) CONCRETE FOUNDATION E3M -TO -WALL CONN, EXTERIOR VIEW POST- TO -FDN CONN PERFORATED/ WALL DESIGNATION L 3 EDGE NAIL (EN.) 11 I I WHEN PANEL IS jj 24 29' WIDE, 11 PROVIDE 'LTP5' EACH END AT BASE 1 EDGE NAIL AROUND OPENING THIS DETAIL ALWAYS APPLIES. Sheet No TIE WALLTOP PLATES TOGETHER W/ MSTC40 STRAP STOP (¢IM JOIST EA. SIDE OF BM FASTEN TO F.H. STUD W/ (2) 10d TN. FULL -HGT STUD EA. SIDE OF BEAM BEAM TO BEAR ON ON FULL AREA OF 2X STUDS LAMINATED W/ I6d AT 12' O.G. NOTE: (4) 2x6 LAM. WI I6d AT 8" O.C. EQUALS A 6x6 SUPPORT POST HOLDOWN EA. SIDE USE 'HDSA UNLESS NOTED OTHERWISE PT MUDSILL STOP AT GROUT 5/8'0 EXP BOLT WI 4 1/2 MIN. EMBED PANEL WIDTH -EDGE NAIL (EN.) RIM JOIST SEE SCH'DL FOR 'LTP5 SPACING 1 PERFORATED WALL NAILING r Architecure Engineering, Inc "N" (4 -0' MAXJ TI WALL SEE PLAN I-_ -_4- r BEAM t TI WALL ItJSEE PLAN ry T/ FOOTING IL SEE PLAN TI FOOTING FACTORY GLUED BRA. BLOCK COLUMN CAP SEE PLAN FOR TYPE "I-I' 2 MN. Q FOUNDATION STEP THIS DETAIL ALWAYS APPLIES. HD ANCHOR! EMBED D IAMETER DEPTH S /8" I 10" 3/4" I II" I 13" (3) •4 CONT. T4B ADD'L BARS IF SPECIFIED ON PLANS 4 -0` MIN I MIN. THIS DETAIL ALWAYS APPLIES. 18' UN.O. Project Shearwall Schedule Location Pacific Northwest Copyright 1993 35 SHEARWALL AT SLAB HOLES MUST BE SPACED AT LEAST IS" APART STEMWALL FOOTING UNDISTURBED EARTH MATCH FOOTING REINFORCING AND TIES 2' -0" APA RATED SHEATHING. 5/8 "4. A188 OR 5/8 "4 EXP BOLTS (5' MN. EMBEDMT) AT HOLDOLNS, USE (A36) THREADED ROD WI SIMPSON 'SET' ADHESIVE. (SPECIAL INSPECTION REQUIRED BY CODE) Q .c FOOTING DEPTH (HD EMBEDMENT DEPTH 4 USE 14 (MIN) DEPTH ACCEPTABLE AREA TO DRILL MAX 2 3/4' DIAMETER HOLE. HOLES MUST BE AT LEAST 3` -O" FROM SUPPORTS 4 MIDSPAN 3' -o• AND. IN THE MIDDLE THIRD OF THE BEAM DEPTH. G LULAM -BEAM PENETRATIONS THIS DETAIL ALWAYS APPLIES. 2X6 FLAT W/ 16d EA TRUSS 8d 6 O,C. OVERFRAMIN3 TRUSSES OR 2X FRN-IIN EXTEND ROCS SHTHG DOUN TO BLKG. PREFAB TRUSSES OR 2X FRAMING 0 4 3' -0' ROOF OVERFRAM ING —APA -RATED FLOOR SHEATHING i T -t t O O i\ THIS DETAIL ALWAYS APPLIES. 4 -BAYS OF 4X BLKG. BUTTERFLY DRAG STRUT 0 m 0 IF SHEARWALL FALLS DIRECTLY I BELOW A RAFTER THEN USE DET. 4 3 2X BLKG. AT 32" OC. w/ (2) 16d EA.. END EA. SIDE OF SH'WALL CEILING JOIST v By PS Date. 1/2007 Job No 7000 IF RAFTER IS LESS THAN 12" FROM 3HEARUALL, THEN BLOCK (2) BAYS STUD WALL Sheet No ROOF 6HTG BN. APA -RATED SHEATHING W/ ed 6 EDGES 1 12" FIELD 16d EA TRU5$ 2X SOLID ELKG. 2X STUD WALL I0d 4" OZ. SIMPSON "PHDS" HOLDOU.N EA END W/ 5/8 D1A (A36) THRD ROD RECOMMEND BUILDING SHEARWALL 3/16 SHORT TO ALLOW FOR VERTICAL SHRINKAGE OF RAFTER 8d AT 3" 00. r 8d AT b' OC ROOF SHTHG. RAFTERS SHEARWALL TO MATCH BELOW NAIL BLKG. TO STUD SHEARWALL SHEARWALL EXTENSION