Loading...
HomeMy WebLinkAbout1208 Rook Dr Technical - Building TECHNICAL \ 2-eJ ~ Roo \< Dv-. N~vJ s fR-- -W-ol-1?>7 \ 3 ~~Jes I STRUCTURAL DESIGN FOR CRAFTSMAN FINE HOMES, LLC A BAK ASSOCIATES PLAN Fllt I EXPIRES 8/23/0 7 1 NOTE: This stamp applies to the members and assemblies described in these calculations only and is only valid if it is a wet stamp. Jamieson Consulting Job No. 25140 JAMIESON CONSULTING CONSUL TING ENGINEERS PROJECT MANAGEMENT 733 7TH AVE STE 108 KIRKLAND WA 98033 (425) 803-2581 FAX 803-3289 r DESIGN CRITERIA PER THE 2003 INTERNATIONAL BUILDING CODE WIND PER SECTION 1609 Section 1609.6 Simplified method EARTHQUAKE PER SECTION 1614 Design Per ASCE 7-02 Section 9.5.5 Equivalent Lateral Force Procedure Design Wind Pressure: Ps = A * Iw * Ps30 where: ^ = Exposure Factor Iw = Importance Factor ps30 = Base Design Pressure Base Shear: V = Cs * W where: Cs = Seismic Response Coefficient W = Effective Seismic Weight SITE/PROJECT SPECIFIC VALUES: Basic Wind Speed = 100 mph (V3s) = 85 mph (Vfm). I = 1.40 Exposure "C" (<30') SITE/PROJECT SPECIFIC VALUES: S1 = 0.5049 per USGS Ss = 1.2385 per USGS Site Class 0 (Default) Seismic Design Category D R = 6.5 from Table 9.5.2.2 1=1.00 Iw = 1.00 PS30 = see Table 1609.6.2.1 (1) Cs = 0.1277 per Section 9.5.5.2.1 STANDARD DESIGN INFORMATION The Information described below is to be used unless otherwise noted on the plans. WOOD DESIGN per Sections 2301 & 2301.2.1 Allowable Strength Design when applicable; per 2308 Conventional Light-Frame Construction MINIMUM NAILING REQUIREMENTS per Table 2304.9.1 Horizontal Sheathing: 0 S B w/10d BOX nails Roof & Floor 6" O.c. @ supported edges, 12" o.c. field ROOF: 7/16" OSB w/10d BOX nails Allowable Diaphragm Shear = 170 x .93 x 61/64 = 150 plf FLOOR: 3/4" OSB wI 10d BOX nails Allowable Diaphragm Shear = 215 x .93 x 71/86 = 165 plf ANCHOR BOLTS: 5/8" Dia. X 10", A307 or better, wI 7" min. Embedment. V = 1104 # / bolt CONCRETE DESIGN per Chapter 19 & ACI 318-02 concrete fc = 2500 psi (USD design) fc = 3000 psi (for weathering) rebar fy = 40,000 psi MISCELLANEOUS HARDWARE SIMPSON Strong-Tie Connectors or equal JAMIESON CONSULTING CONSUL TING ENGINEERS 733 7TH AVE STE 108 KIRKLAND WA 98033 (425) 803-2581 fax (425) 803-3289 emaH: doug@jamiesonconsultlng.net SHEAR WALL SCHEDULE (see 2003 IBC table 2306.4.1 & Section 2306.4.1) All shear walls to be sheathed from top plate to bottom plate unless noted otherwise. Block all panel edges. Nail spacing is for all panel edges. Space nails @ 12" O.c. along intermediate framing members. P1-6 v = 260 plf 7/16" OS8, wI 8d (0.113" 0) nails @ 6" o.c. Anchorage (interior walls only) to SINGLE joist or blkg below: 16d (box) @ 5" o.C. P1-4 v = 350 plf 7/16" OS8, w/8d (0.113" 0) nails @ 4" o.c. Anchorage (interior walls only) to SINGLE joist or blkg below: 16d (box) @ 3" o.C. P1-3 v = 490 plf 7/16" OS8, w/8d (0.113" 0) nails @ 3" o.c. note: use min 3" nominal studs @ adjoining panel edges Anchorage (interior walls only) to 4x (min) 8EAM or blkg below: 16d (box) @ 3" o.C. The shear values above are based upon the use of ad box nails with a full head, a shank diameter of 0.113", and a minimum penetration of 1.375". From Table 2306.4.1 use 15/32; ad values with a 0.719 factor wI 1.4 increase for wind. RIM JOl5T 16d @ 16" O.C. LOCATE 5HEATHING JOINT @ COMMON MEMBER SHEAR TRANSFER @ EXTERIOR WALL I C JAMIESON CONSULTING U Consulting Engineers 7337TH AVE STE 108. KIRKLAND WA 98033 (425) 803.2581.FAX (425) 803-3289 SEISMIC ANALYSIS # 25140 FOR BAK I CRAFTSMAN SEISMIC: V= 0.1277 W Wr = 792 SF @ (15 + 10) psf = . 19,800 # Wuf = 2876 SF @ (10 + 15) psf = 71,900 # Dead Loads: Roof = 15 psf (horz. framing) & 10 psf (partition) Floor = 10 psf (horz. framing) & 15 psf (partition) Vertical Distribution Level w h wxh % Roof 19,800 18 356400 33% Upper Fir 71,900 10 719000 67% Total 91,700 1,075,400 therefore: Vr= 3,881 # Vuf= 7,829 # Total = 11,709 # Redundancy Factor: Checkmax "y" for D = 1 v = 2 x V I AU 1/2 A= 792 sf v max = UPPER FLOOR SHEAR WALLS SIDE/SIDE: V = 3881 L(eff) = 32.0 v= 121 plf Wall L(eff) V Section Length shear Notes REAR 16 1940 16 121 FMID 16 1940 10 194 max S/S TOTAL 32 3,881 FRONT/BACK: V = 3881 L(eff) = 30.0 v= 129 Wall L(eff) V Section Length shear Notes LCEN 12 1552 24 65 CEN 15 1940 13.5 144 max FIB RCEN 3 388 3 129 TOTAL 30 3,881 Redundancy Factor: Check max "y" for D = 1 v = 2 x V I A** 1/2 A= 2876 sf v max = MAIN FLOOR SHEAR WALLS . SIDE/SIDE: V = 7829 L(eff) = 56.0 v= 140 Wall L(eff) V Section Length shear Notes REAR 6 2779 39 71 RMID 13 1817 13 140 MID 11 1538 6 256 FMID 11 3478 14.5 240 FFM 11 1538 5.75 267 max S/S FRONT 4 559 5 112 TOTAL 56 11 ,709 FRONT/BACK: V = 7829 L(eff) = 78.0 v= 100 Wall L(eff) V Section Length shear Notes LEFT 8.5 853 16.5 52 LCEN 16 3158 23 137 CEN 14 3345 23 145 max F/B RCEN 21.5 2546 19.5 131 RIGHT 18 1807 16 113 TOTAL 78 11,709 NOTE: Redundancy Factor lip" = 1.0 [0 COMBINED WIND & SEISMIC ANALYSIS # 25140 FOR BAK I CRAFTSMAN ~ For ALLOWABLE STRESS DESIGN use Wind or (Earthauake /1.4) WIND: side/side Fr = 30 SF @ 24.92 pst = 748 # A <30 40 SF @ 17.08 psf = 683 # B <30 108 SF @ 19.88 pst = 2147 # C <30 194 SF @ 13.72 pst = 2662 # D <30 Total Roof s/s: Fr= 6240 # Fut= 68 SF @ 24.92 pst = 1695 # A <30 27 SF @ 17.08 pst = 461 # B <30 362 SF @ 19.88 pst = 7197 # C <30 55 SF @ 13.72 pst = 755 # D <30 Total Upper Floor s/s: Fuf= 10107 # Total s/s = 16,346 tront/back Fr= 73 SF @ 17.08 pst = 1247 # B <30 68 SF @ 19.88 pst = 1352 # C <30 238 SF @ 13.72 pst = 3265 # D <30 Total Rooff/b: Fr= 5864 # Fuf= 40 SF @ 24.92 pst = 997 # A <30 56 SF @ 17.08 pst = 956 # B <30 372 SF @ 19.88 pst = 7395 # C <30 258 SF @ 13.72 pst = 3540 # D <30 Total Upper Floor fIb: Fuf= 12888 # Total fIb = 18,752 side/side Fr= Fut= 372 SF @ 10.00 pst = 3720 # "10 psf min" 512 SF @ 10.00 psf = 5120 # "10 psf min" # Total sls = 8,840 379 SF @ 10.00 psf = 3790 # "10 psf min" 726 SF @ 10.00 pst = 7260 # "10 pst min" # Total f/b = 11,050 trontlback Fr = Fut= SEISMIC: V= 0.1277 W Wr = 792 SF @ (15 + 10) pst = 19,800 # Wut = 2876 SF @ (10 + 15) pst = 71,900 # Dead Loads: Roof = 15 pst (horz. traming) & 10 pst (partition) Floor = 10 pst (horz. traming) & 15 pst (partition) Vertical Distribution Level w h w x h % Roof 19,800 18 356,400 33% Upper Fir 71,900 10 719,000 67% Total 91,700 1,075,400 therefore: Vr = Vuf= 2,772 # 5,592 # SUMMARY: Wind controls both levels. both directions. Total 8,364 UPPER FLOOR SHEAR WALLS SIDE/SIDE: V = 6,240 L(eff) = 32.0 v= 195 plf Seismic Wall L(eff) V Section Length shear Type Factor REAR 16 3120 a 8 195 P1-6 0.62 b 8 195 P1-6 0.62 ~ FMID 16 3120 a 10 312 P1-4 0.62 TOTAL 32 6,240 FRONT/BACK: V = 5,864 L(eff) = 30.0 v= 195 pit Seismic Wall L(eff) V Section Length shear Type Factor LCEN 12 2346 a 24 98 P1-6 0.66 CEN 15 2932 a 13.5 217 P1-6 0.66 RCEN 3 586 a 3 195 P1-6 0.88 TOTAL 30 5,864 COMBINED WIND & SEISMIC ANALYSIS # 25140 FOR BAK I CRAFTSMAN ~ MAIN FLOOR SHEAR WALLS SIDE/SIDE: V = 10,107 L(eff) = 56.0 v= 180 plf Seismic Wall L(eft) V Section Length shear Type Factor REAR 6 4203 a 4.5 108 P1-6 0.72 b 6 108 P1-6 0.72 c 6 108 P1-6 0.72 d 22.5 108 P1-6 0.72 ~ RMID 13 2346 a 13 180 P1-6 0.72 MID 11 1985 a 3 331 P1-3 1.07 b 3 331 P1-3 1.07 -a FMID 11 5105 a 6 352 P1-3 0.72 b 4.5 352 P1-3 0.72 c 4 352 P1-3 0.81 14.5 FFM 11 1985 a 2.25 345 P1-3 1.19 b 3.5 345 P1-4 0.92 -m FRONT 4 722 a 2.5 144 P1-6 1.15 b 2.5 144 P1-6 1.15 TOTAL 56 16,346 --s FRONT/BACK: V = 12,888 L(eft) = 78.0 v= 165 plf Seismic Wall L( eft) V Section Length shear Type Factor LEFT 8.5 1405 a 7.5 85 P1-6 0.62 b 9 85 P1-6 0.62 ----:;rr LCEN 16 4989 a 8 217 P1-6 0.62 b 5 217 P1-6 0.62 c 5 217 P1-6 0.62 d 2.5 217 P1-6 0.94 e 2.5 217 P1-6 0.94 ~ CEN 14 5245 a 12 228 P1-6 0.62 b 11 228 P1-6 0.62 23 RCEN 21.5 4139 a 6 212 P1-6 0.62 b 13.5 212 P1-6 0.62 - 19.5 RIGHT 18 2974 a 8 186 P1-6 0.62 b 8 186 P1-6 0.62 - TOTAL 78 18,752 16 COMBINED WIND & SEISMIC ANALYSIS # 25140 FOR BAK I CRAFTSMAN o HORIZONTAL DIAPHRAGM SHEARS I LOAD PATH ROOF DIAPHRAGM REAR v = 3120 /21 = 149 plf OK FMID v = 3120/29 = 108 plf OK ADD (2) CS16 beam to wall top plate CEN v = 2932/20 = 147 plf OK RCEN v = 586/13 = 45 plf OK UPf)ER FLOOR & LOW ROOF DIAPHRAGM RMID. MID FMID FFM FRONT LCEN CEN RCEN RIGHT Note: Sheathing is continuous at all exterior walls. v = 2346/17 = 138 plf OK v = 1985/ 22 = 90 plf OK @ 6' wall; ADD BLOCKING PANELS # = 6.x 352 /280 /2 = (4) Req'd see detail @ 4' wall; v = 4 x 352/10.5 = 134 plf OK v = 1985/17 = 117 plf OK v = 722/16 = 45 plf OK @8'wall; v=8x217/17=102plf OK ADD CS16 beam to wall top plate @ 5' walls; SHEATH TRUSS, L =10 x 217/300 = 8' see detail @ 2.5' walls; v = 5 x 217 /10 = 109 plf OK @ 12' wall; v = 228 plf v @ 5' = 228 - 81 = 147 plf Block roof sheathing panel edges to 5' @11'wall; v=11x228/15=167plf OK Locate joist over wall, extend shear wall sheathing & nailing to joist, see detail @ 6' wall; v = 6 x 212/15 = 145 plf OK ADD CS16 beam to wall top plate @ 13.5' wall; SHEATH TRUSS, L = 13.5 x 212/300 = 10' see detail v=2974/26=114plf OK ADD TS22 truss to wall top plate MID FMID FFM LCEN CEN ANCHOR BOLTS USE 5/8" 0 Anchor Bolts @ 5' - 0" o.c. Unless Notes Otherwise (U.N.O.) v (/1) = 830 x 1.33 = 1104 # /5 = 221 plf NOTE: If v (II) > 350 plf Then V(bolt) = 1104/ 2 = 552 # @ 3' walls; V = 3 x 331 = 993 # (2) 5/8" A.B. OK @ 6' wall; V = 6 x 352 = 2112 # (4) 5/8" A.B. Req'd Provide continuous footing & stemwall V = 2112 # ADD (5) A35 blocking to sill @4.5' wall; V = 4.5 x 352 = 1584 # (3) 5/8" A.B. Req'd Provide continuous footing & stemwall V = 1584 # ADD (4) A35 blocking to sill @4' wall; V = 4 x 352 = 1408 # (3) 5/8" A.B. Req'd Provide continuous footing & stemwall V = 1408 # ADD (4) A35 blocking to sill v = 1985/17 = 117 plf OK @ 5' walls; Provide continuous footing & stemwall Locate joist over wall, provide shear wall sheathing & nailing joist to sill, see detail @ 12' wall; v = 12 x 363/14 = 195 plf OK Provide continuous footing & stemwall Locate joist over wall, provide shear wall sheathing & nailing joist to sill, see detail @ 11' wall; 11 x 228 = 2508 # (3) 5/8" A.B. OK Provide continuous footing & stemwall Locate joist over wall, provide shear wall sheathing & nailing joist to sill, see detail OVERTURNING - HOLDOWNS FOR BAK / CRAFTSMAN -...-.---.-------_.___._._.n__ Note: 0.67 DL +/- W >>> 0.9 DL +/- E /1.4 T--_~.==~~.:=--=~~ =:'.== ~=.~~=.:::..T-=:~-=~ ~:~~~:~. END CONDITIONS* --.-.-..-------- -.. ~.- ----.---..... WALL L V H Mot wdl Mr Mnet T L / FR R / BK UPPER FLOOR WALLS SIDE/SIDE -- --- ~--_._~ -- --------.- .-.--.. ------. .___._. __. h__. REAR 8 195 8 12479 80 1715 10764 1345 -. 1--------.-- 5 5 8 195 8 12479 80 1715 10764 1345 5 -- ----.-.---..--- 5 FMID 10 312 8 24~~ 80 2680 22278 2228 . -.---...--- .------- _. --.~(~L_ 5(2) '----- - "'-- -.----..-- FRONT / BACK -- ,--.-- ---.----------.. -.-.----.- LCEN 24 98 8 18765 80 15437 3328 139 2 . 1 CEN 13.5 217 8 23456 80 4884 ~-f8572 1376 '-..--.-- --------.---- 5 5 RCEN 3 195 8 4691 80 241 4450 1483 _0__._- -.--.-.------- 2&5 1 & 5 MAIN FLOOR WALLS "----- --.-.---.----- i --- ---'--- --------- --------. ~-_..__.__..__..._-. -- ...----..--.--..--_-0.._- SIDE/SIDE -.. ----.- --- '-------.-- -..-.---.- REAR 4.5 108 9 4364 90 611 3754 834 6 6 --.--.- -_.._~ --.---_0_._._.--.-.- --_.. -..--.-.-...---...-- - 6 108 9 5819 90 1085 4734 _.r~_9 6 6 -- .----.. --..---- ----- ----.----- ----..-------..-...--- -------..--..-.----- 6 ~~ f---~ 5819 90 1085 4734 789 1 6 ---.-- --_.- -"--""-"'-' .-----. -. - -.-.-. ..--..-----... .-.-.......-----....---- 22.5 108 9 21821 90 15263 6558 291 3 1 --. --"---- ..._-- -.---- ..__.. ..---....- ---_...... ._-- .._-~_._---.._..._--_. RMID 13 180 9 21116 90 5095 16021 1232 6 6 .--- ----.,... ___.. .___ '__0 ---"-.-..-- --~._.-.__. ..-.--..-. .. --.._.__..... __._ ."'.n_'._.,_, MID 3 331 -- 9 8934 90 -~ 8662 2887 6 6 .. - -.-- ._------ -..---. ~ -------.--.------ 3 331 9 8934 ~Q 271 8662 2887 6 6 ----.--.-.--- --'---.-.- -'-'-... FMID 6 352 9 19012 90 1085 17926 2988 6 6 --- ~----_._-- 4.5 352 9 14259 90 611 13~~~ JO~~ 6 6 -.-------....-. -.----..--...--- 4 352 9 12675 90 __482 _. 121~.~ 30~.! 6 6 -_... --.----- --.--------. FFM 2.25 345 9 6992 90 153 6839 3040 6 6 _. .----.-- -----.---....--.- 3.5 345 9 10876 90 369 f-. 10507 3002 6 -- 6 --"--.'.'--- FRONT 2.5 144 9 3249 90 188 3060 1224 6 6 ------- ------.... 2.5 144 9 32~g ~o 188 3060 1224 6 . 6 f---._. f---- --- 1---------.--. ---.------.--.--. FRONT/BACK ---.--. ---.----.-... --~- LEFT 7.5 85 9 5746 _~o 1696 4050 540 3 3 '----- ---- ---- -.._- .---..- .---..- .--.----.....-..--... 9 85 9 6895 90 2442 . 4453 495 3 1 .'-"'" ----..-- . .--. - --_... .._._..__._.:c. - ...-...-.. .-..- .--..-....---...--.. ... .---..- ..- .-~._.__._--- LCEN 8 217 9 15619 90 1930 13689 _.1 ~!..~ 1 -.___~_!j~J__ .... - .. .-.--.--...-.... .. _. ..-----... .-- .--.. -_.__.:~ "---..... -.-.-.-.--... -- -..-- 5 217 9 _~7~~ 90 754 9008 1802 6 6 --.---=....:. ----....:...:.. -....-----.--..----..---- -----.-----... '.-..--- 5 217 9 9762 90 754 9008 1802 6 ___~~(4) ....._ '---..- ~----_.._-----_.- 2.5 217 9 4881 90 188 __ 46_~ 1872 6 6 "- '--. .--.--- 1872 --------.-..--.--.-- ....-.---.---.-... .- 2.5 217 9 4881 90 188 4692 6 6 -_. ----.----....-.-- --....--------.-..--...- CEN 12 228 9 24630 90 __ 4342 _._.29~ "-1691 1 6 .-.-------..---- --'-.. -- .-.---....---. 11 228 9 22578 .@Q 3648 18930 1721 6 ._..__?__~~t~.L__. ....-1085 -..-.---- _._.. ------..--...-....--..- RCEN 6 212 9 11462 90 10376 1729 6 6 -.- -.,... f-. ---'- -.--.-..----.---- ..----.------. .- 13.5 212 9 25789 90 5495 20294 1503 6 6 -.-----...-.--- --.------------.-- RIGHT 8 186 9 13384 90 1930 11455 1432 1 6 --_._- --'---.-- .--..--.---. .---- 8 186 9 13384 90 ~ 11455 1432 6 6 -- .---.- --------...-..- -- -- ---.- --- -----..--...-.. _0_.__._-.-.-.-.--. _. *END CONDITIONS ---.---- -- --- .----.---.--.... Pdl Dead load reaction at end of wall -- '-- ..----...---. --.- .-.-..--. -----.. -..-.----- 1 Perpendicular Exterior Wall !(max.L=. Vt~.ornert= I-!.~ v(mi!ll__._._____..___ . .--.-----------.0- 2 Perpendicular Wall (r1]!.nl_~_-J?_~_~~J!~ =:.?_~J09 = 545 # .--...-- ..- .-..-...-.- -- ----.--.-.-...--... 3 Over / Under openings_. T(max) = h(nett xJ_~~~ /.!t.____ ___U .._____h__._____. _. .._ _____u~__. .__. _ .....~_,_. 4 A 35 Framing Anchors = 450 # ~~~~__. 1------. -. .-.......-------..- ... .-------.-....-.-- .----.- 5 CS 16 Strap = J465 # .-....--.. --.-.--- ----.-.- ----.- -.....--. _.__... -.--_0_.- ---______.._.__ _no .._.. 6 PHD2 @ 3375 # ~ I C JAMIESON CONSULTING U Consulting Engineers 7337fH AVE STE 108. KIRKLAND WA 98033 (425) 803-2581.FAX (425) 803-3289 (3) 8d @ EACH TRUSS 10d @ 6" O.C. DETAIL A 2 X 8 RAFTERS VENTED BLOCKING 8d @ 6" O.C. SHEAR WALL EDGE NAILING. (3) 8d @ EACH BLOCK ADD Hl @ 24" O.C. DETAIL B JOB NAME BAK/CRAFTSMAN JOB NO. 25140 BY HPL DATE 6/20/05 SHEET NO. L-Cf OF ~ ~ <( [l.! I- IS) ,......, ~~ z ~ o I- l\... :c 02 t.!) to ~ l\... ...J ~ ...J :c ~ ~ ~ I- UJ :c :c t.!) IS) [ij ~ :c i= ...J U ...J UJ ~ tt Dl UJ ~~ ~ t3 UJ u.. u.. UJ DETAIL C PROVIDE BLOCKING BEHIND CS16 STRAP TYP. WINDOW HEADER ADD CS16 STRAP FULL WIDTH OF SHEAR WALL PLUS 18" END LENGTH. ADD CS16 STRAP FULL WIDTH OF SHEAR WALL PLUS 12" END LENGTH. PROVIDE BLOCKING BEHIND CS16 STRAP TYP. I C JAMIESON CONSULTING .... Consulting Engineers 7337TH AVE STE 108. KIRKLAND WA 98033 (425) 803-2581.FAX (425) 803-3289 2 X 4 FRAMING ALL AROUND 10d @ 6" O.C. ROOF SHEATHING (3) 16d BOX (1) A35 SHEAR WALL TOP PLATE I l7116"05B I I W/8d@4}"1 o.c. I DETAIL D JOB NAME BAK/CRAFTSMAN JOB NO. 25140 BY HPL DATE 6/20/05 SHEET NO..JdQ...OF \1./ 10d @ 6" O.C. SHEATH TRUSS (EITHER SIDE) PER P1-4 10d @ 4" O.C. DETAIL E PROVIDE INTERMEDIATE FRAMING AS REQ'D. 10d @ 4" O.C. 2 X _ AS REQUIRED SHEAR WALL SEE PLANS. I C JAMIESON CONSULTING U Consulting Engineers 7337TH AVE STE 108 - KIRKLAND WA 98033 (425) 803-2581-FAX (425) 803-3289 10d @ 6" O.C. FLOOR SHEA THING. EXTEND SHEAR WALL SHEATHING AND . NAILING 4" ABOVE TOP PLATE NAIL SHEATHING TO JOIST PER SHEAR WALL EDGE NAILING. DETAIL F (2) 2 X 6 HF #2 PHD2 If; 5/8" 0 ALL-THREAD ROD S.E.T. EPOXY GROUT PER MANUFACTURES RECOMENDA TION P.T. MUD SILL T d:) .<1 " .a .4 .... .a. .4 <1 ." d DETAIL Gsim JOB NAME BAKICRAFTSMAN JOB NO. 25140 BY HPL DATE 6/20105 SHEET NO.-b!LOF \V PHD2 5/8"0 ALL-THREAD ROD RIM JOIST WI SOLID BLOCKING. S.E.T. EPOXY GROUT PER MANUFACTURES RECOMENDA TION ..a . . " . <1 ." . " DETAIL G ANCHORAGE NAILING SEE SHEAR WALL SCHEDULE. JOIST PER SHEAR WALL SCHEDULE. WI 2 X 6 P.T. PLATE. FOR SIZE AND SPACING SEE PLAN. ". " <1 .<1 "...a. <1 ." .I-'W=W-'!l TEW-Ill- ., -iib' DETAIL H d PROVI DE SHEA THING AND NAILING PER SHEAR WALL ABOVE. SEE TYPICAL EXTERIOR FOUNDATION WALL . i=W311;; 'TT~;:;;w- I -1Ti=' TYPICAL END CONDITIONS ---r-1 End Length Length , . . Provide minimum 1" end dietance Equal number of epecified naile in each end Simpson Strong-Tie CS16 .n . . Nailed '. portion . . . . . . . . . . . . . . . . . . . . . . . . . . STHD14RJ (Rim Joiet Inetallation) STHD Corner (Inetallation on 3-2>< etude) STHD14 OR STHD14RJ WI (38) 16d SINKERS: T = 4430 # STHD10 OR STHD10RJ WI (28) 16d SINKERS: T = 2990 # SIMPSON STRONG-TIE WOOD CONSTRUCTION CONNECTORS lJ 'Z/ " " .. . . .. . . .. . . .. ., .. . . .' . . ., . . I HTT22 WI (32) 16d SINKERS: T = 4650 # I Simpson Strong-Tie HTT22 IA35 WI (12) 8d F = 450 #1 A35 Framing Anchor I C JAMIESON CONSULTING U Consulting Engineers 733 7TH AVE STE 108 · KIRKLAND WA 98033 (425) 803-2581.FAX (425) 803-3289