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Home My WebLink About1011 Cathleen St Technical - BuildingTECHNICAL Permit 01— c i 5 3 Address l R Ccd-kl-obn Project description New 3■ v rn 14 Reen Date the permit was finaled 10 2-H-08 Number of technical pages t. r r` Plan 91096B -3 Cat FOR Suntel Home Design In return for payment of a one -time fee, 3atte/e/ Architecture Engineering, Inc. grants you a limited 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. 1011 Cathleen St, Port Angeles, WA. Only Copyright: 9863 NOTICE: If the Building Department accepts the Analysis without an engineer's onginal "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 m 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 AFTER December 2007 v Designs Engineering, Inc I,ATERAL, ANALYSIS LIABILITY LIMITATIONS e2jaill i 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 BULLDE` DEPARTMENT Building Department agrees to (Mend, 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 snecific site location shown on cover nave and contains an original engineer's "wet stamp" seal signed with red ink (no nhotocouy allowed). OWNERSHIP OF DOCUMENTS Project. Lexington -3Car File #91096B- 110D -D2 -WA Client: Suntel Home Design By RF Date 1/2006 Job No 2088 ANALYZE BUILDING FOR ONLY WIND SEISMIC FORCES according to the 2003 INTERNATIONAL BUILDING CODE WIND ANALYSIS FOR EXPOSURE "D" 110 MPH (3 -sec Gust) SEISMIC ANALYSIS FOR ZONE D2 Sheet No i li s 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 r- Designs Engineering, Inc WOOD SHAKES Project. Lexington 3Car File #91096B- 110D -D2 -WA Client: Suntel Horne Design KA) SCALE VS 111 IL,,IPL. t:- 11111 I !IH it L i ii'1 .7pV 11, ��in'! 1 11 l i t I_ III I I ilMI I l I N I_ 9 11 I� 1 1 Atl IIC II II II= I II IA 1111111 1111 ID 1 IIII 1 11 1�I 1 J r, 11 I IL" uu II N 91111 1 11 I 1' -0' By RF Date 1/2006 Job No 2088 7 X MAIN =DAR COINER POA 6 TYPICAL ALL M. R.Adl.D RL'bYW CEDAR X 19 OCLTLY! Sheet No IT- Designs Engineering, Inc ii;irs rantr cerws OW1:01 ors 514N2I-E5 11;111111!!1111111 47:T4711111111',1 11 11iliti Ii1 1111 1171" T i l' i l' i l;r' '1111 F ll ill Hi ,v.....• 1 till -7.. i l ...t. .iii_ it tun= g=4.! I ititii iiiir in a ........nni. Limn inpl t III t L i;■;;;;;', I 11•111111111•1110• mu m "',.111111;1111111111 1 :1,,11511R11 I h 'I lii 1, on mi. MIMI i 1 I 1 I1= MIN EN NEN i MA 11.1 E i no i INN it ii r o eCAI! 1/44 2 X 10 RESAWN CEDAR BARGE RAFTERS We= EDGED Ca CRE7E ISTO2`. WOOD SHAKES Project: Lexington –3 Car File #91096B-110D–D2–WA Client: Stintel Home Design OE I/ Z CA iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiNiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii6iiiiiiiiiiiiiiiiii ililliiiii 1 E11 ir "ffipmTahaparawallataaailaaaaarawanainamanamaaaaaaaa:wanaaaaaaanaliaanawa .""..laall'aiia'a'aaaliaa'iaraiiaiaigaFaa'aaaaaaliti- iaaa a a 1 1 1 111 1 1 MI MS r-- itil al iii I No Bo m —I ow m al ow mit I 1 12 By RF Date 1/2006 Job No 2088 2ND FLOOF LINE SCALE 1/4 1/4 VA" OE CT 1ST FLOOR LINE Sheet No 3 715 egaiteit. Designs Engineering, Inc Project Lexington -3Car File #91096B- 110D -D2 WA Client Suntel F-Iome Design SPACE ROCF WTI-1G FASTENERS AT 6 OZ. AT ALL INTERMEDIATE FRAMING ?E?-I ERS EACH- SIDE OF EACH RIDGE, NIP AND WITHIN I A 5' -0' WIDE NAILING ZONE AROUND 11-E ENTIRE PERIMETER OF THE HOUSE (NAILING ZONE WIDTH STARTS AT EDGE CF ROOF) r) By RF Date 1/2006 Job No 2088 Sheet No J 'eg Designs Engineering, Inc Project Lexington -3Car File #91096B-110D-D2 WA Client Suntel Home Design Li I V If ft 11 F By RF Date 1/2006 Job No 2088 LI 0 Sheet No Sy /5 Designs Engineering, Inc --frcammagEmb I r Project. Lexington 3Car File #91096B-110D D2-WA Client. Suntel Home Design B) RF Date 1/2006 Job No 2088 Sheet No 40) Designs Engineering, Inc WIND ANALYSIS USING 2003 IBC SIMPLIFIED WIND METHOD Data. W Total Wind Force Y x Ix P x A Y• =161 I =10 FRONT REAR WALLS SIDE WALLS Zone Horizontal Pressure A Pa 21 6 psf B Pb 14 8 psf C Pc 17.2 psf D Pd 11 8 psf W Y I (Pa Aa Pb Ab Pc Ac Pd Ad) W 1 76 x 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) FRw1 8 78 x 10 lbs F2w1 Y I (0 5 Pa Aa 1 0 Pb Ab 0 5 Pc Ac 1 0-Pd Ad) F2w1 8 78 x 10 lbs Zone Project. Lexington 3Car By RF Sheet No File ##91096B- 110D -D2 WA Date 1/2006 (/5 Client. Suntel Home Design Job No 2088 Reference 2003 IBC Figure 1609 6.2 1 Projected Area Aa• =115 Ab 0 Ac 490 Ad 0 Horizontal Pressure Projected Area sq ft. sq ft. sq ft. sq ft. A Pa 21 6 psf Aa 85 sq ft. B Pb 14 8 psf Ab 50 sq ft. C Pc 17.2 psf Ac 895 sq ft. D Pd 11 8 psf Ad 255 sq ft. W Y I (Pa Aa Pb-Ab Pc Ac Pd Ad) W 3.38 x 10 pounds Distribute wind force to roof and second -floor level FRw2 Y I (0 15 Pa Aa 1 0 Pb-Ab 0 15 Pc Ac 1 0 Pd Ad) FRw2 1 02 x 10 lbs F2w2 Y I (0 85 Pa Aa 0 0 Pb-Ab 0 85 Pc Ac 0 0 Pd Ad) F2w2 2 36 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 1150 ft ^2 A2ndFloor 950 ft^2 AlstFloor 1800 ft^2 h2 21 ft Mroof 20•Aroof 10 Aroofwall M2 20 A2ndFloor 10•A2wall 20 p• =2— r•V A2ndFloor E 1 2 p• 1 4dR (Mroof M2) E 1 08 x 10 pounds Distribute Seismic Shears D =Mroof h2 M2 hl FRe Mroof h2 E D M2 hl F2e D E Project. Lexington -3Car By RF Sheet No 8 File #91096B -11 OD -D2 WA Date 1/2006 Client. Suntel Home Design Job No 2088 Aroofwall 700ft ^2 A2wall 1400 ft^2 Alwall 0 ft ^2 hl 10ft Mroof 3 x 10 pounds M2 3 3 x 10 pounds p if(p 1 1 ,p) p 1 D= 96x10 FRe 7 09 x 10 pounds F2e 3 71 x 10 pounds Designs Engineering, Inc Project. Lexington 3Car File #91096B- 110D -D2 -WA Client: Suntel Home Design By RF Sheet No 9/ Date 1/2006 Job No 2088 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 L1) R1 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 4" o c 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 Tvne "C" shearwall w/ HTT22 holdowns, 16d at 2 1/2" o.c. sole plate nailing and LTP5 clips at 24" o.c 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 "LTP5" framing clip capacity 630# Designs Engineering, Inc RI 400° FRe 2950° HOLDOWN Pu 3100° 4 -0' P.S.W. Segment. WALL HEIGHT Percent Full Height Sheathing 10% L0 20% 1.0 30% 1.0 40% 1.0 50% 1.0 60% 1.0 10% 1.0 80% Project. Lexington -3Car File #91096B- 110D -D2 -WA Client: Suntel Home Design Perrorated Shear UJall ELEVATION OF PERFORATED S. MAXIMUM OPENING HEIGHT FA NO !O AND H/3 2' -5' 4-1/2 4/ -0' Shear Res stand 0.69 011 014 011 0.50 0.53 0.51 0.91 Hi 3 05 o.56 0.59 0.63 0.61 011 011 0.83 SHEAR RESISTANCE 4DJUSTME 4 -0' P.5.W. Segment By RF Date 1/2006 Job No 2088 •1 S EARUJALL HEIGHT 2H /6 H 8 -0 or 043 0.36 045 0.38 049 042 0.53 045 0.51 0.50 0.63 0.56 0.69 0.63 011 011 \T FACTOR Sheet No /0/ Designs Engineering, Inc INVESTIGATE UPPER -FLOOR SHEARWALLS Line "A" Rear Walls Line "B" Front Walls Summation of full- height walls lengths L 23 ft. Total length of brace wall line TL 35 ft. full- height sheathing S L 100 S 65 71 percent TL Diaghragm stress v 0 5 v 125 49 p.lf TL Shearwall stress v 0 5 FR L Uplift for shearwall length L1 3 ft. (worst case) Pu =v8– 5WdL1 –R1 Use Tvne "B" Shearwall w/ no holdowns Summation of full height walls lengths Total length of brace wall line full height sheathing S L 100 S 42 86 percent TL Diaghragm stress v 0 5 FR v 125 49 plf TL Shearwal] stress v 1 1 0 5 FRe 259 88 plf (Seismic) L Shearwall stress v 0 5 F v 292 81 plf L Project. Lexington -3Car File #91096B- 11.0D -D2 WA Client: Suntel Home Design Uplift for shearwall length L1 2 ft. (worst case) Pu v 8 5 Wd Ll R1 Use Tvae "B" Shearwall w/ MSTC40 holdowns By RF Date 1/2006 Job No 2088 v 190 96 plf Weight Wd 220 plf Ri 660 Pu 537 68 pounds L =15 ft. TL 35 ft. Weight Wd 160 plf R1 400 Pu 1 78 x 10 pounds Sheet No Designs Engineering, Inc INVESTIGATE UPPER -FLOOR SHEARWALLS. Line 1 Walls Line 2 Walls Project. Lexington -3Car File #91096B- 110D -D2 -WA Client. Suntel Home Design 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 FR v 188 83 plf TL Shearwall stress v 0 5 FR v 252 9 plf 0 84•L Uplift for shearwall length L1 8 ft. (worst case) Pu• =v8— 5WdL1 —R1 Use Tune "B" Shearwall w/ MSTC40 holdowns Summation of full height walls lengths Total length of brace wall line full height sheathing S L 100 TL Diaghragm stress v 0 5 FR TL Shearwall stress v 0 5 FR L Uplift for shearwall length L1 27 ft. (worst case) Pu =v8— 5 WdLl —R1 Use Tvne "B" Shearwall w/ no holdowns By RF Date 1/2006 Job No 2088 Weight Wd 110 plf Rl 400 Pu 1 18 x 10 pounds L 28 ft. TL 28 ft. S 100 percent v 182 09 plf v 1.82 09 plf Weight Wd 110 plf R1 400 Pu 428.29 pounds Sheet No /e2 15 Designs Engineering, Inc INVESTIGATE LOWER -FLOOR SHEARWALLS. Rear Walls Line A Front Walls Line B Project Lexington 3Car File #91096B- 110D -D2 -WA Client. Suntel Home Design Uplift for shearwall length Ll 2 ft. (worst case) Pu v 9 5 Wd L1 R1 Type "B" Shearwall w/ HTT22 holdowns By RF Date 1/2006 Job No 2088 Summation of full height walls lengths L 22 ft. Total length of brace wall line TL 64 ft. full height sheathing S TL 100 S 34 38 percent F2w1 Diaghragm stress v 0.2 v 27 45 plf TL 0 5 FRw1 0 5 F2w1 Rim /blocking stress v v 137.25 plf TL Seismic Shearwall v 1 15 (0 5 FRe 0 5 F2e) v 282.27 plf stress w/ wall aspect L ratio penalty 0 5 FRe 0 5 F2e Shearwall stress v v 245 45 plf L Weight Wd 110 plf RI 400 Pu 1 7 x 10 pounds Summation of full- height walls lengths L 16 ft. Total length of brace wall line TL 64 ft. full height sheathing S T 100 S 25 percent F2w1 Diaghragm stress v 0.2 v 27 45 plf TL 0 5 FRw1 0 5 F2w1 Rim /blocking stress v v 137.25 plf TL Seismic Shearwall 1 15 (0 5 FRe 0 5 F2e) v 388 13 plf stress w/ wall aspect L ratio penalty 0 5 FRe 0 5 F2e Shearwall stress v v 337 5 plf L Uplift for shearwall length L1 2 ft. Weight Wd 110 plf (worst case) R1 400 Pu v 9 5 Wd Ll Rl Pu 2 53 x 10 pounds Use Type "C" Shearwall w/ HTT22 holdowns AND Garage Frame Detail Sheet No A9 /1s Designs Engineering, Inc. INVESTIGATE LOWER -FLOOR SHEARWALLS. Line 1 Summation of full height walls lengths Total lenrth of brace wall line Line 2 Project: Lexington -3Car File #91096B- 110D -D2 -WA Client: Suntel Home Design full- height sheathing S L 100 S 55 56 percent TL F2w2 Diaghragm stress v 0.25 TL v 218 33 plf Rithfblocking stress v Shearwall stress v Rim/blockm.g stress v Shearwall stress v 0 5 FRw2 0.25 F2w2 TL 0 5 FRw2 0.25 F2w2 L Uplift for shearwall length L1 8 ft. (worst case) Pu• =v9— 5WdL1 —R1 ]I'vne "E" Sh.earwalls w/ PHD6 holdowns By RF Date 1/2006 Job No 2088 L•= 15 ft. TL 27 ft. Summation of full height walls lengths L 29 ft. Total length of brace wall line TL 31 ft. full height sheathmg S L 100 S 93 55 percent TL F2w2 Diaghragm stress v 0.35 v 266.22 plf TL 0 5 FRw2 0 5 F2w2 TL 0 5 FRw2 0 5 F2w2 L Uplift for shearwall length L1 3 ft. (worst case) Pu• =v9— 5WdLl —R1 Tube "D" Shearwalls w/ HTT22 holdowns v 407 16 plf v 732 89 plf Weight Wd 110 plf R1 400 Pu 5 76 x 10 pounds v 544 78 plf v 582.35 plf Weight Wd 110 plf R1 400 Pu 4 68 x 10 pounds Sheet No Designs Engineering, Inc INVESTIGATE LOWER -FLOOR SHEARWALLS. Line 3 Project. Lexington -3Car File #91096B- 110D -D2 -WA Client: Suntel Home Design Summation of full- height walls lengths L 23 ft. Total length of brace wall line TL 23 ft. full height sheathing S L 100 S 100 percent TL F2w2 Diaghragm stress v 0.25 v 256 3 plf TL Run/blocking stress v 0.25 F2w2 v 256.3 plf TL Shearwall stress v 0.25 F2w2 v 256 3 plf L Weight Wd 110 plf Uplift for shearwall length L1 22 ft. (worst case) R1 400 Pu v 9 5 Wd L 1 R1 Pu 696 67 pounds Type "B" Shearwalls w/ no holdowns By RF Date 1/2006 Job No 2088 Sheet No /s' Architecture Engineering, Inc 0 El El El 0 0 10 Project. Structural_Notes_.__ Location Pacific Northwest Copyright 1993 OWNERSHIP OF DOCUMENTS 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 DRAWING NOTES SIMSPON 'HU" TYPE BEAM HANGER SIMPSON GLB' TYPE BEAM HANGER DESIGNATES GRID LINE DESIGNATES DETAIL MARK DESIGNATES SHEARWALL TYPE DESIGNATES HOLDOWN TYPE (SEE SHEAR SCHEDULE) T G PERFORATED SHEARWALL SEE DETAIL #30 DESIGNATES DRAWING NOTE 1 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 (2) STUDS UNDER BEAM CONTINUOUS DOWN TO FOUNDATION. By'._ RE Date 1/2007 Job No 7000 DOUBLE FLOOR JOISTS. NAIL FLOOR SHEATHING TO EACH JOIST WITH (2) ROWS 10d COMMON NAILS AT 6' O.C. 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 Sheet No Architecture Engineering, lnc SHEARWALL SCHEDULE MARK WALL COVER FASTENERS 6d WALLBD NAIL OR 1 'W" 0 6 SCREW 1/16" A.PA. I6GA STAPLE RATED SHT'G0131 "m x 2 5/8 G.W.B. 0.148'4 x 2 1 /I6 A.PA. 0.131'4 x 2 RATED 51-IT'G 0.148 x 21/4" 4" O.G. F RH. P -NAIL 0.148 x 2 3" O.C. FULL ROUND- STAGRD HEAD P -NAIL 0.1484'x2 FULL ROUND- 4 O.C. HEAD P-NAIL, 1/16 A.PA.- RATED SHT'G 1/16 A.PA. RATED SHT'G EACH SIDE F 1/16 A.PA. RATED SHT'G EACH SIDE 1-+OLDOWN Sc4EDULE "X" DESIGNATES SIMPSON PRODUCT MARK I HOLDOWN I FASTENERS NO HOLDOWN REQUIRED 'MSTC40' 2 j 'MSTC52 'MSTC66 'CMST12" \4/ 9 -0 "LONG A 'PHD -5 -OR 'HDU -4 'HTT22 \6/ -OR "HDU -5 'PHDS 'HDU -8 -OR 10 'HDQ -8 0.148'4'x2144' 2 O.C. FULL ROUND- STAGRD HEAD P -NAIL, (IS) I6d SINKER NAILS AT EACH END (24) 16d SINKER NAILS AT EACH END (34) 16d SINKER NAILS AT EACH END (43) 16d SINKER NAILS AT EACH END SIMPSON "SSTB24" SIMPSON 'SSTB24 SIMPSON `SSTB28 SIMPSON 'SSTB28 (15)(16) SIMPSON 'SSTB28" "HDU 11' or W/ 9/64 CUT WASHER 'HHDQII 4 HEAVY HEX NUT (15)(16) 1" DIA. (A35) GALV 'H1„ID014 ROD EMBED 8 INTO 12" TI-K. x 21" WIDE 10' -0' LONG FTG, DESIGNATES SHEAR PANEL AND HOLDOWN TYPE. DESIGNATES APPROXIMATE HOLDOWN LOCATION Project. Structural Details Location Pacific Northwest Copyright 1993 g PANEL INTERN. EDGES STUDS 3" O.C. 1 12 O.C. 12" O.C. NOTES SOLE (5) PLATE 4" O.C. 4" O.C. I6dg 8 oc 3 0.0 6 0.6 1 I6d 312 00 4' O.C. -1 12 O.G. STAGRD 6 O.C. I6dg 2 oc STAGRD I6dg 31/2 "oc STAGRD 12" D.C 16.0149 2 oc STAGRD 12 O.C. 16de 1 "oc STAGRD I6d TOENAILS AT 8" O.C. (3) LTPS'g 48" oc (3) "LTPS'g 24" oc (3) 'LTPS "g 15 oc (3) "LTPS 'e 10' oc IS O.C. (3) "LTPS 'e 6 oc 12" O.C. REFERENCES TO SEE NOTES ABOVE By RI Sheet No Date 1/2007 Job No 7000 ALL PANEL EDGES MUST BE BLOCKED BLOCKING/ (9) 5 4 "s x 1 REMARKS RIM JOIST EMB. ABs 48" O.G. 11/2 LONG x 1 /I6 WIDE STAPLES W/ CROWNS PARALLEL W/ FRAM'G. DBL. STUDS/BLKG. AT (5) IS" O.G. ADJOINING PANEL EDGES W /16dAT4 0.0 DBL. STUDS/BLKG. AT (5) 10" O.C. ADJOINING PANEL EDGES W /16dAT4 O.C. DBL. STUDS/BLKG. (8)(11) g ADJOIN'G PANEL EDGES W/ I6d AT 4 d 3X MUDSILL 3X. MUDSILL AND (8)(11) 3X. STUDS/BLKG. AT ADJOINING PANEL EDGES PER NEW CODE, ALL ANCHOR BOLTS MUST HAVE 2 SQUARE X 3/16 HDG PLATE WASHERS 48 O.C. 1. ALL FASTENERS USED AT THE COAST AND IN CONTACT WITH PRESSURE TREATED MATERIAL MUST BE HOT DIPPED GALVANIZED (HDG) 2. "F RH. P- NAIL" DESIGNATES A FULL ROUND HEAD PNEUMATIC- DRIVEN NAIL (lad GALV BOX NAILS MAY SUBSTITUTE FOR 0.1484 P NAILS) 3 SIMPSON "RBC BOUNDARY CLIPS TO SUBSTITUTE FOR `LTPS AT ROO 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. WI I6d AT 4" O.C. 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 HOLDOUJN ANCHOR BOLT 9. FASTENERS SPACING APPLIES ONLY AT FULL HEIGHT WALL SEGEMENTS OTHERWISE USE MINIMUM CONSTRUCTION STANDARDS 10 ANCHORS SHALL HAVE MN 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 FR .OM THOSE ON THE OTHER. EXTEND PLYWOOD THROUGH CORNER A5 SHOWN IN DETAIL 14 TO ACHIEVE MINIMUM SHEARWALL WIDTH SHOWN ON PLANS 12. SHEARWALLS WITH OVERDRIVEN NAILS PENETRATING SURFACE BY MORE THAN 1/8 WILL SE 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 8 O.C. AND STUDS 16" o.c. PLATES SHALL LAP A MINIMUM 4 -0" AT SPLICES WITH AT LEAST EIGHT 16d NAILS EACH SIDE OF SPLICE 14 HOLDOWN TYPES W/ GREATER NUMERICAL DESIGNATION MAY SUBSTITUTE FOR HOLDOWNS WITH LESSER. SEE CHART TO THE LEFT 15 USE 3000 PSI CONCRETE IN STEMWALL. PROVIDE (2) CONT T 4 5 IN STEMWALLS WITH THESE HOLDOWNS. EXTEND 10' 0" PAST HOLDOWNS 16 FASTEN TO (4) 2x5 FULL HGT STUDS FASTEN EACH STUD TOGETHER WI (2) ROWS I6d AT 5" O.G. STAGGERED EDGE NAIL WALL PLY TO EA. STUD IN SHADED AREAS FASTEN SHTHG. AT 4 O.G. AT BOUNDARIES OF SHADED AREA AND PANEL EDGES BLOCK PANEL EDGES W/ 2 NOMINAL FLAT BLOCKING. USE S COMMON NAILS FOR ROOFAND d. lad AT FLOORS /CLGS USE 5/8 055 OR PLY SHTHG. AT CEILINGS I -12 -4'1 .1 Architecture Engineering, Inc APA -RATED ROOF SHEATHING BOUNDARY NAIL (BN.) 2 X SOLID FRIEZE BD 2 X STUD WALL ED 10d e 4 O.C. SIMPSON 'LTP5' SEE SCHEDULE FOR SPACING SHEARWALL O EXTEND WALL SHTI -IG DOWN TO TOP WALL PLATE 4 EN. EDGE NAIL (EN) SEE NOTE BELOW PLY. SPLICE PT. EDGE NAILING SIMPSON 'LTPS' RECOMMEND USING 'DRY' LUMBER RIM JOIST OR 'LSL RIM BOARD TO MINIMIZE BUCKLING OF SHEATHING ROOF FEiR TER THIS DETAIL ALWAYS APPLIES. SIMPSON 'H1' TIE AT EACH RAFTER ALONG ENTIRE PERIMETER NOTE. "I-110 -2' MAY SUBSTITUTE FOR 'Hi' NOTE: SIMP 'I -125' MAY SUBSTITUTE FOR 'HI' AS LONG AS "RBC' CLIPS AT 24 o.c. ARE USED TO CONNECT THE FRIEZE BD TO TOP WALL PLATE. 10de 4 O.G. PLYWOOD DECK SHEATHING JOIST I----2 X BLOCK'G EA. SIDE to 45' SIMPSON 'LS50' MAY SUBSTITUTE FOR 'LTPS' APA -RATED SHEATHING ,JO IST /S+- 1EARWALL 7 SOLE PLATE NAIL SEE SCHDE FOR INFO (4) 10d EA. BLK. FLOOR JOISTS 2 X BLOCKING AT 6 -0' O.G W/ (3) I0d TOENAILS TO PLATE 2 X STUD WALL APA-RATEP SHEATHING 0 PARALLEL JOISTS THIS DETAIL ALWAYS APPLIES. Project. Structural Details Location. Pacific Northwest Q Copyright 1993 APA -RATED ROOF SHEATHING By -RU Date 1/2007 Job No 7000 Sheet No RAFTER OR TRUSS —EN. Sd as 4' O.C. FLOOR 2 X SOLID BLKG. W/ SIMPSON 'L550" SHTH'G. 2 X 6 FLAT BLK'G W/ 16d e 4 O.G. INTO WALL tE SHEARWALL PLYWOOD 5HEATHING I0d 4 O.C. SOLID .BLK'G. SIMPSON 'LTPS' SEE SCHEDULE FOR SPACING O END OF 2X WALL 16de 8'oc. 2" 2X BLKG. W/ 16d AT 6 O.C. EN. —1/2' SIHTHG W/ 10d AT 4 O.G. EDGES, BLOCK EDGES. SEE SIH'WALL SCHEDULE FOR ADDITIONAL INFO 2 X STUD WALL STRUCTURAL CE IL INCA R,4C STRUT SOLID BLK'G. SIMPSON 'LS50' MAY SUBSTITUTE FOR 'LTPS JOIST SHEARWALL APA -RATED SHEATHING J /SI— IEAIRWALL I0d 6 O.C. AT FLOOR AT DSCR, PROVIDE 2x4 x 5 -0' LONG NAILED TO BOTTOM CHORD W/ 16d AT 4 O.G. STAGGERRED PREDRILL HOLES FOR CONNECTOR SCREWS END OF 2x4 l 4 DRAG STRUT T I I I I T I I I Ir l 1 I L SOLID BLKG. EA. SIDE 5 -0' AWAY FROM END OF DRAG STRUT CONNECTOR SEE PLAN FOR SIZE. INSTALL WI EQUAL LENGTH TO DRAG STRUT AND WALL. T,FTG. gaiter Architecture Engineering Inc rJI 1 FRAMING I •4 CONT HORIZ� lr AT TOP 4 BOTTOM 11 II 11r n CONC. STEM WALL J In e ,N WALL BH t'OND DE 18 "I4C— AT EN OF WALL INF SOLE PLATE NAILING SEE SCHEDULE EDGE NAIL SIDE WALL SI-ITH'G TO 4x6 STUD .1 4' -0 NORMAL JOIST THIS DETAIL ALWAYS APPLIES. (12) I6cf- i I, I MIN. FLY WIDTH 1 1, EA. sIDE I' 10" .1 I' I I it I I I 4 -0" SIMPSON "MSTC28' EA. SIDE (4 TOTAL) Project. Structural Details Location Pacific Northwest Q Copyright 1993 4PA RATED SHEATHING FASTENED TO MUDSILL PLATE EDGE NAIL (EN) SIMPSON 'LSSO" ANCHOR (NOT REQ'D IF 514TH'G EXTENDS CONT TO MUDSILL W /OUT ANY JOINTS) EDGE NAIL (EN) x T' EMS. AB'• W/ 2 X 2 X 3/16 PLATE WASHERS OR SIMP "BP 5/8 -2 •4 DOWELS 48" O.C. (MINIMUM) e GARAGE -FRAME DETAIL, NOTE EXTEND GARAGE DOOR HEADER OVER ENDWALL. HEADER WIDTH TO MATCH WALL WIDTH NAIL SHEATHING TO HEADER WI 0.148 x 2 F RI-I. P -NAILS 3 O.G. BOTH WAYS 4x6 STUD EA. END W/ ADD'L 2X NAILER CORNER WI 16d 6 C-ARAGE. APA -RATED SHTH'0 FROM A SINGLE SHEET BOTH SIDES W/ 0.148 F RH. P -NAILS INTO 4x6 W/ (2) ROWS AT 2" oc. EXTEND PLYWD. CORNER SEE DET 14 6X SOLID BLOCKING AT SHEATHING SPLICE SIMPSON 'PI-4D6 4x6 PLATES W/ (2) 5/5" +X12" J -OLTS AT 5" o.e. WI I B GIMP 'BP%5" WASHER-5 f it (2) ROWS OF NAILS AT 11/2" STAGGERED TO MUDSILL n 11 I II ii 1 SIMPSON 'LTP4 EA. END' •4 HAIRPIN BAR x 1 -4 2 -3 n ti 11 I -I :t .r 8" CONCRETE WALL W/ I I r (2) 0 4 DOWELS EA END UND :R SHEARWALL (2) 0 4 X 1 -6 5 0 12" So. CONT FTG. W/(2)•4T4B 24 "x "X 12" FTG. W/ (3) •4 CENTERED BELOW RAISED STEMW4LL (4) I0d 3 0.C.— PLYWOOD DECK. SHEATHING T II1111 II .11• ft 11 tut II r IF FLOOR JOIST I SYSTEM, PROVIDE 2 X BLOCKING 12" O.G. WI (3) 10d TOENAILS TO PLATE i t CONC. STEM WALL PARALLEL JOIST THIS DETAIL ALWAYS APPLIES. PONYWALLS 4' -0' AND TALLER MUST BE APPROVE BY ENGINEER OTHERWISE OK By RI= Date 1/2007 Job No 7000 I: I' •1 I :PO01•F) TO'•N aVE TYPE "C .SHEA •fEG1S.IIREFIENTS e #Ip II p r.-- .51MPSON 'STAB BOLT II gII •4 CONT T t g II ¢U• •(MINIMUM) •ll It :II' j- llCONGRETE FO(JNDATIOIJ 11 W r -e 0 4 DOWELS 48" ac,- "PA RATED SHEATHING.. Sheet No SOLE PLATE NAILING EDGE NAIL (EN) SIMPSON "L550" AT SAME SPACING AS 'LTP5 EDGE NAIL (EN) •d CCNT HORIZ T 4 B 6 x 1" EMS. A5'6 W/2 X2 X 3/I6 PLATE WASHERS OR SIMP 'BP 5/8 -2' •4 DOWELS 48 O.G. MIN. (2) 2X6 STUDS AT HOLDOIINS EDGE NAIL PLY TO STUDS PROVIDE SOLID WOOD 1 1OLDOtI.N STUDS SIMPSON IaOLDOILN A36 THREADED ROD WITH SAME DI R AS ANC R BOLT SIMPSON 'CAW' COUF'LEP IOLDOWN e fi ONYWALL Architecture Engineering, Inc. WALL SHEATHING EDGE NAIL SHEATHING EDGE NAIL PLY TO HOLDOUJ STUDS RUN PLY. CONT TO BOttoM a (2) -2 X 6 BLOCK'G IF BEAM IS UPTURNED USE 2x6 LEDGER WI I6d AT 6" cc STAGG'RD RIM JOIST JOIST SIMPSON "LTP5" SEE SCHEDULE FOR SPACING 2 X STUD WALL APA -RATED WALL SHEATHING LAM. STUDS TOGETHER W/ I6d AT 6 O.C. SEE PET n SEE PLAN IF PLYWOOD IF BM EXTENDS CEILING IS REQUIRED BELOW CEILING FASTEN RAFTER TO WALL PLATE W/ SIMPSON 'HI" SEE DET I FOR ADD'L INFO SOLE PLATE NAILING BOUNDARY NAIL CANTILEVER JST r SOLID BLK SIMPSON 'L550" MAY SUBSTITUTE FOR 'LTP5' L— I I •n B �N•I -mac. 4; O (A3b) THREADED' RbDI 0 d ui 'L-W' on W/. SIMPSON. 'S<rT" ADHESIVE. J11: -W' (SPECIAL.INS II REQUIRED BY CODE) II' 11 CONCRETE FOUNDATION: Project. Structural Details Location. Pacific Northwest Oc Copyright 1993 ANCHOR EMBED DIAMETER DEPTH 5/8" I 10' 3/4" I II" 7/8" I 13" HOLDOWN GRADE A36' THREADED ROD SEE SIMPSON CATOLOG FOR DIAMETER rj M... AN`.:G I— IOLDOUJN ANCHOR BOUND NAIL ROOF PLYWD. TO 2 X 10 LEDGER W/ BEVELED TOP TO MATCH ROOF SLOPE. NAIL LEDGER W/ (2) -I6d EA WALL STUD 4 EA 2 X 6 BLK'G. (USE 2x 8 BLKG. IF TRUSS ROOF) FOR THIS SECTION OF ROOF BLOCK PANEL EDGES W/ 2 X 4 FLAT NAIL 8d 4" O.G. EDGES AND BOUNDARIES, 12" O.C. IN FIELD SHEARWALL PLYWD. MUST EXTEND DOWN TO BOTTOM WALL PLATE lT\ ROOF LEDGER DETAIL APA -RATED WALL SHEATHING (2) -2x OR 4x (REF.TO PLANS) HOLDOWJ STRAP WRAP AROUND DBL JOISTS SIMPSON '1. 17530' EA. SIDE OF DBL. JOISTS (PROVIDE WEB STIFFENDER IF I -JOIST USED) IF THIS IS A SI- I'WALL W/ A INOLDOU.N, THEN EXTEND 5HTH'G THRU 4 EDGE NAIL NOTE. THIS DETAIL IS REQ'D ONLY WHEN TWO J_ SHEARWALLS SHARE ONE HOLDOWN. 8d AT 6" o.c. AT ALL FRAMING MEMBERS WITHN 5' -0' OF EDGE GABLE END TRUSS NAILS BASED ON SHEARWALL I_I REQMTS. BELOW EITHER NO JOINT IN PLYWOOD OR FASTEN 5HWALL TO ENDWALL TRUSS WI BLOCKING/RIM FASTENERS SHOWN IN 51•I'WALL SCHD'L. SH'WALL SEE SH'WALL SCHEDULE FOR NAIL'G REQMTS. By RP Date 1 /2007 Job No 7000 SOLE PLATE NAILING BOUNDARY NAIL Sheet No 5 ,SOLID BLKG. CONY RIM 4 SIMPSON 'LS50' SUBSTITUTE JOIST 2X BLKG. OR FOR 'LTPS' D= RIM JST (12) 10d EA. END OF STRAP (2) I6d EA TRUSS 2x4 x 8' -0" LATERAL BRACE AT 6 -0' o.c. (6) I6d NAIL DBL. JOIST AT EACH END OF WALL OVER DBL. STUDS FASTEN TO RIM JOIST W/ SIMPSON 'LW' 4x6 OR (2) 2X STUDS NOLDOUJN TO RIM JST I6d AT O.C. HOLDOUN I6d AT 6 O.C. INTO EA. STUD inl HOLDOUN FRAMING AT CORNER EDGE NAIL 2x4 FLAT AT 24' O.G. IN END -WALL TRUSS Sl 1 T 14 G 2X VERTICAL BRACE (2) 10d AT 8' OD. 2x4 BLKG. AT 6 -0' O.C. W/ 8d AT 3 O.C. F TRUSS BOTTOM CHORD OR CEILING JOIST DBL. 2xSOLID BLOCK W/ (2) SIMP 'LS50" TO WALL PLATE 2x6 PLATE W/ I6d AT 12' oz. TO WALL GYPSUM BOARD DIAPHRAGM WITH 5d COOLER NAILS AT l" O.C. AT FIRST (4) CEILING MEMBERS AND 2x5 PLATE GABLED ENDWALL IF "H" EXCEEDS 6 -0' THEN INSTALL 2x4 ON EDGE BEHIND 2x4 FLAT IN END -WALL TRUSS. IF "N" EXCEEDS 12' -0' USE 2x6 ON EDGE. SEE ABOVE. Architecture Engineering, Inc SHEARWALL7 2x SOLE 1E SEE SCHDL FOR INFO CUT 11 /4 x 4' SLOT IN SI -ITHG. E dpNr� r I Igo +"1 -I INTERFLOOR I- IOLDOUJN 2x SOLID BLK'G EACH SIDE NEXT TO STRAP (2) -2x OR 4x (REF TO PLANS) HOLDOU.N STRAP (INSTALL STRAP W/ EQUAL LENGTH TO BEAM I STUDS. DBL. JOIST OR BEAM (12) I0d EACH END OF STRAP T I-4OLDOUJN DETAIL SIMPSON "LTP5" SCHEDULE FOR SPACING Project. Structural Details Location. Pacific Northwest 0 Copyright 1993 I UNLESS OTHERWISE SPECIFIED,USE (2) SIMPSON "HTS30' EA. END OF BEAM BOUNDARY NAIL SOLID BLK'G. r SOLID WOOD BELOW BEAM EN. SHTHG. TO 4 STUD W/ STRAP EDGE NAP NG s— (2) 16d INTO TRUSS Tt8 CHORDS 2x4 AROUND BLKG. PANEL PERIMETER 3' DIA VENT HOLES AT 10" O.C. PER IBC 12033 2x4 FLAT EDGE FRAMING NAILED TO TRUSS VERTICAL WI I6d AT 6 O.C. 1/2' PLY SHTH'G. W/ l0d AT 4 O.C. EDGES WALL TOP PLATES I6d AT 8" O.C. FROM BLKG. PANEL TO WALL PLATES 4EAWALL EXTENSION FOR TRUSS-FRAMED ROOFS 2X SOLE IE� SEE SCHEDULE FOR INFO BOUNDARY 7 NAIL (BN.) L 2 X SOLID BLK'G BELOW ENTIRE LENGTH OF SHEARWALL. 1— IOLDOUJN DETAIL APA -RATED ROOF SHEATHING I 2XSOLID J FRIEZE BD SNEARWALL EXTENSION FOR STICK FRAMED ROOFS By RF Date 1/2007 Job No 7000 (2) -2x OR 4x (SEE PLAN) HOLDOWN STRAP (INSTALL WITH EQUAL LENGTH TO BEAM AND STUDS. BN. DBL. JST OR BEAM 2 X STUD WALL SHEARWALL NAILING SAME AS BELOW SOLID BLK'G. SIMPSON 'LS30' MAY SUBSTITUTE FOR "LTP5' CLG. JST APA -RATED SHEATHNG NAIL 8d AT 3 00. INTO EACH SHEAR TRUSS FOR DIAPHRAGM LOAD UP TO 200 PLF OTHERWISE USE 3 O.C. SHEAR TRUSSES EACH DESIGNED FOR DIAPHRAGM SHEAR LOAD SHOWN ON PLANS (TRUSS TO TRANSFER SHEAR FROM TOP TO BOTTOM CHORD) (4) I6d NAILS 2x8 AT 16 O.C. W/ (3) 16d EA. END Sheet No 4p UNLESS SPECIFIED OTHERWISE, EITHER SHEAR TRANSFER SYSTEM MAY BE USED FASTEN TRUSS TO WALL W/ 'LS50' CLIPS SEE SCHEDULE FOR SPACING. SHEARWALL SHEAR TRUSS MAY BE ELIMINATED IF SHEARWALL EXTENDS UP TO ROOF SHEATHING. SEE DET no FOR INFO. yN r 22 SNEARWALL EXTENSION 4 Architecture Engineering, Inc T BOLT DECK LEDGER TO RIM JOIST W/ 4b "e AT 16" O.C. AND (2) ROWS 1641 AT 8" CO (USE 2 -5/6" BOLTS IF JOIST SPAN GRATER THAN FLOOR JOIST J 2X STUD WALL SEE SCHEDULE FOR NUMBER OF NAILS EA. SIDE BEAM SEE SCHEDULE FOR -r NUMBER OF NAILS EA. SIDE STRAP SEE FLOOR PLAN 4 X 8 POST I II 5" SO X 3/8 BA's PLATE PEEN THREADS AFTER TIGHTENED SIMP. 'MSTC40" I EA. END OF HEADER FASTEN TO DBL. STUDS I- IOLDOWN ABOVE E3EAM THIS DETAIL ALWAYS APPLIES. APA- RATED SHEATHING DECK LEDGER I- ►ANDRAIL CONN 1H16 DETAIL ALWAYS APPLIES. EXTERIOR WALL r' >z •r MULTIPULE HOLDOWN STUDS SEE SCHEDULE CUT 1" X 4" SLOT IN PLY. FLOOR SHTHG FOR STRAP SIMPSON "H2.5 EA. SIDE 4 X 12 BEAM II I II II NOTCH 4X8 FOR 3" BEAM BEARING SIMPSON "PHD2" W/ 5/8" X 8" EXP BOLT Project. Structural Details Location. Pacific Northwest Qc Copyright 1993 HOLDOWN W/ A3S GRADE THREADED ROD TREADED ROD SIMPSON 1STC' WRAP STRAP AROUND HEADER IF NECESSARY FILL CAVITY W/ SOLID l WOOD AT HOLDCONS I' .1 I -DRILL HOLE I /B" GREATER IN DIA IN CENTER OF BEAM FOR BOLT 2X LEDGER 2X BLKG. AT STRAP IL _1I IQ �I ST6224 STRAP WRAP AROUND BACK OF LEDGER 4 NAIL TO DIAG. BRACE CONCRETE FTC. SNEARWALL- POST CONN_ ISZI 2X6 DIA BRACE W/ (2) 16d EA. JOIST SIMPSON ABU" POST BASE OR ELEVATED EMS" IF SLAB OR USE BASE CONN. SHOUN IN DETAIL '30 2S PORCI -4 /DECK POST CONN BEAM 2X SPACED CEDAR 1 DBL. 2X MEMBER OR 4X MEI ICER RIM JOIST. 4 X 3' X 6" X 0' -9" STEEL ANGLE DOUBLE 2X JOIST 5/8 "0 THROUGH BOLTS W/ NUTS AND I DIA X 3/16° WASHERS. EA. SIDE. 4X6 CEDAR NEWELL TO RIM JOIST PERPENDICULAR WALL (6)16c1 2 NAILS AT THE TOP MIDDLE, 4 BOTTOM CONNECT WALLS TOGETHER BY-FIRST NAILING END 2x4 TO CHANNEL W/ (9)16c1 THEN INSTALL ADDITIONAL 2x4 AGAINST IT AND NAIL W/ (6) 16d PLYWOOD SHEATHING OVER WALL STUDS By RF Date 1/2007 Job No 7000 I 1 L_J 4 I/2" 4 EDGE NAIL (EN.) TO END 2x4 ()S-4EAU4LL- EXT THIS DETAIL ALWAYS APPLIES. BEAM Sheet No UNLESS NOTED OTRERJISE, USE 'SIMPSON' PC" POST CAP (USE "EPC" AT ENDS OF BEAM) Ltrl PRESSURE TREATED WOOD POST CONCRETE SLAB CONC.FTG. WALL EDGE NAIL CONN. 'Architecture Engineering, Inc BOUNDARY NAIL (SN.) 2 X SOLID FRIEZE BD NAIL WALL SHTHG.�- TO EA. HOLDOWN STUD W/ I0d m 6 FOR 2 -STORY CONDITION, USE 'MSTC28' STRAP DIRECTLY BELOW GIRDER TRUSS TIEDOWN ABOVE r RECOMMEND USING 'DRY' LUMBER RIM JOIST OR 'LSL RIM BOARD TO MINIMIZE BUCKLING OF SHEATHING NAIL (16) I2d EACH END TO STUDS ONLY SEE DETAIL "11 TRUSS BOTTOM CHORD OR CEILING JOISTS NAIL SHTHG TO GIRDER TRUSS W/ 8d AT 6 O.C. CONNECTOR SEE PLAN FOR SIZE. INSTALL WI EQUAL LENGTH TO WALL AND BLOCKING. (2) BAYS OF 4X SOLID BLKG W/ (2) I6d EA. END jl Project: Structural Details Location Pacific Northwest 0 Copyright 1993 SIMPSON 'LGT' TIEDOWN AT EA. GIRDER TRUSS NOTE. THIS DETAIL NOT REQ'D IF TRUSS MFG. CALCS SHOW LESS THAN 1000" NET UPLIFT FORCE AT GIRDER TRUSS REACTION. IF SO, THEN USE (2) '1-125T' TIES MULTIPLE 2X STUDS (SAME NUMBER AS TRUSSES) (4) I0d EA. BLK FLOOR JOISTS ID 2 X BLOCKING AT 6 -0' O.G WI (3) 10d TOENAILS TO PLATE MULTIPLE 2X STUDS (SAME NUMBER AS TRUSSES) NAIL WALL SHTHG. TO EA. STUD W/ I0d AT 6 OC. IRDER -TRUSS CONN THIS DETAIL ALWAYS APPLIES. FASTEN CLG. TO BLKG. W/ DRYWALL SCREWS AT 4 O.C. RE- ENTRANT CORNER 11 1 FULL -HGT WALL PANEL APA -RATED SHTHG. FILLER ON SIDE OF BM, EDGE NAIL (EN.) NAIL FULL -HGT STUD TO SEAM W/ (2) ROWS 16d AT 3 O.C. STAG'RD EDGE NAIL (EN.) EDGE NAIL (EN) 11 11 WHEN PANEL IS N 24 25' WIDE, 11 PROVIDE 'LTP5' y� EACH END AT BASE WALL TOP PLATES 2 X STUDS WI 16d AT 8' O.G. STAGGERED NAIL WALL SHTHG TO F.H. STUDS WI 10d AT 6 O.C. 2 8"i 1- TO- UJ,4LL CONN EXTERIOR VIEW SUPPORT POST TO BEAR ON FELT 30" FELT MOISTURE BARRIER OVER 5000 PSI NON- SHRINK GROUT (THK. mudelll) -r By RI' Date 1/2007 Job No 7000 III' NOTE: (4) 2x6 LAM. WI I6d AT 8' O.G. EQUALS A 6x6 SUPPORT POST EDGE NAIL AROUND OPENING HOLDOWN EA. SIDE USE 'HDSA UNLESS NOTED OTHERWISE CONCRETE FOUNDATION 5/8'. EXP BOLT WI 4 1/2 MN. EMBED 30 POST- TO -FDN CONN 'ERFORATED/ WALL DESIGNATION PANEL WIDTH Sheet No TIE WALLTOP PLATES TOGETHER WI MSTC40 STRAP STOP RIM JOIST EA. SIDE OF BM FASTEN TO F.H. STUD W/ (2) 10d TN. FULL -HGT STUD EA. SIDE OF BEAM BEAM TO SEAR ON ON FULL AREA OF 2X STUDS LAMINATED W/ I6d AT 12' O.G. PT MUDSILL STOP AT GROUT EDGE NAIL (EN.) RIM JOIST k SEE SCH'DL I FOR 'LTPS' SPACING Q WALL -TO -CE IL 'G CONN 32 PERFORATED WALL NAILING THIS DETAIL ALWAYS APPLIES. Architecture Engineering. Inc BEAM T/ WALL NJ SEE PLAN "H" (4 -0 MAX.) MN. n T/ WALL I SEE PLAN r 1 2' -0" 11 MIN. I nn T/ FOOTING V SEE PLAN r z TI FOOTING I I' -7 (3) 0 4 CONT. T45 FACTORY GLUED BRIG. BLOCK COLUMN CAP SEE PLAN FOR TYPE 1 1 4 -0 FOUNDATION STEP THIS DETAIL ALWAYS APPLIES. HD ANCHOR' EMBED. DIAMETER DEPTH 5/5" T 10" 3/4" I II" 1/8" 1 13' 2 I' -6 MIN. MIN. ADD'L BARS IF SPECIFIED ON PLANS APA RATED SHEATHING. r 5/8"4. ABe OR 5 /8 "1. EXP BOLTS (5' MIN. EMBEDMT) AT HOLDOW'NS, USE (A36) THREADED ROD W/ SIMPS 'SET" ADHESIVE. (SPECIAL INSPECTION REQUIRED BY CODE) {I II' 1 LS i IS UN.O. S1- IEARUJALL AT SLAB THIS DETAIL ALWAYS APPLIES. HOLES MUST BE SPACED AT LEAST 18" APART —7 Project Shearwall Schedule Location Pacific Northwest 0 Copyright 1993 STEMWALL FOOTING UNDISTURBED EARTH MATCH FOOTING REINFORCING J AND TIES 2' -0' 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' -0" FROM SUPPORTS 4 MIDSPAN AND IN THE MIDDLE THIRD OF THE BEAM DEPTH. GLULAM -BEAM PENETRATIONS THIS DETAIL ALWAYS APPLIES. 2Xb FLAT W/ 16d EA TRUSS OVERFRAMING TRUSSES OR 2X FRAMING EXTEND ROOF 5HTIG DOLLN TO BLKG. PREFAB TRUSSES OR 2X FRAMING 3' -0" a 38 By RU Date 1/2007 Job No 7000 THIS DETAIL ALWAYS APPLIES. 4 -BAYS OF 4X BLKG. APA -RATED FLOOR SHEATHING 0 Ui co k, 0 17 IF RAFTER IS LESS THAN 12" FROM SHEAF:WALL, THEN BLOCK (2) BAYS IF SHEARWALL FALLS DIRECTLY BELOW A RAFTER. THEN USE DET. 3 2X BLKG. AT 32" OC. w/ (2) 16d EA. END EA. SIDE OF SH'WALL CEILING JOIST STUD WALL Sheet No 16d EA TRUSS 2X SOLID SLKG. ROOF OVERFRAMING 10d 4" OZ. ROOF SHTG BN. APA -RATED SHEATHING I!1/ 8d 6 EDGES 4 12" FIELD 2X STUD WALL O SIMPSOtN "PHDS" HOLDOLLN EA END LU/ 5/5" DIA (A36) THRD ROD UTTERFLI' DfR,4 STRUT RECOMMEND BUILDING SHEARWALL 3/16" SHORT TO ALLOW FOR VERTICAL SHRINKAGE OF RAFTERS ad AT 3" OC. 8d AT 6 00. ROOF SHTHG. RAFTERS SHEARWALL TO MATCH BELOW NAIL BLKG. TO STUD SHEARWALL SHEARWALL EXTENSION