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Specifications
I cAtp, Ukel-COck,rnLO CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (V) 206.285.0618 (F) #15238 RFIV - JUN 2 2 2017 Structural Calculations clryf, 1I12/-kD BUILDING' DIVISION River Terrace ,gp PRO Plan 5 �,�` ��G s6(4:tlitx� Elevation A ;,‘ ;d Tigard, OR irAgh,REG�iN� 2 2 X91��� Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. I SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing- 3.5-psf Roofing-future 0.0 psf 5/8"plywood(O.S.B.) ' 2.2'psf Trusses at 24"o.c. 4.0,'psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5''psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0`psf NO gypsum concrete O.fl''psf 314"`plywood(O.S.B.) 2.7,psf joist at 12" 2.5r psf Insulation 1.0,'psf (1) 112"gypsum ceiling 2.2'psf Misc. 2.6'psf FLOOR DEAD LOAD 15.0 PSF (2)2 r8 HDR (L)11 2x8 FOR (2;2x8 HDR (212x8 HJR (2 2x8 5H02 - / i2B.1 RB.2 RB.3 RB.4 . o / x Wo I,-\ /� ' .� � N Si / /\ ___I, I i 1 — r / — _ / I F J of gi1 : jjj I ,liCAO �r---a { I . 4 01 C-1 r co �U Y. ra ,}_ __ '6-IQ \ E--: cc 0 c !.21.. iI. Y dry' �-+ y AS-_____ ii,_..c . .... . •" •• ..,:::::::::::.........••••••..........,...... ..„...„...•••.......„::........ , _ _. _ __ .... ...............„.. ..... .. ....... .... .. .... •,.. ___ _1 - - ...-:,...-:::-....:•::.....:....„. ......:,:"...,..„:.::::.........:.....„........::::::„.::::::::::„.:.:.....::.....::............... \- ......,.!......... , , -,.___-T--- ..:::-.:: .:.:,:.;:--.--.::::::::::::::::::-............. 3. X CO I 3. N ........................- a © ,d, G GT.a40` ...';:.a... 2)a8 HD, (2)28 Gt::e' w. ' F7fIRBI1— - • 0 m _ A U ' •uT +_< 1.a3 v RB.11 RB.13 I LI I I �RB.12 I I I RB.10 L'! RD.10 PLAN 5A 5A Roof n CD 1/4"=1'-0" 2014.05PLAN.09 1/4" = 1'-0° (11x17)Framig Plan CT# 14051 01111 P4 1.Ta 1.Tb r======e ===== 1.Tc # II J 1 II I I E. ' 1 II 1 M I I- E-, II II F L z . F r1111 i , II - E. L 1 I 1 1 ...• IIEt if 1F 1 Ta 4.Tb 4.Tc 'r 0 1 _ 0 0110 4136 4.Td not used this ale,. on PLAN 5A PLAN 5A Top Floor Shear Plan i 1/4"=1'-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) O Allh Mt' 911 41:10 41:10 14 STHD14 1.Ma 4x10 HDR 1.Mb 3.5x9 GLB HDR 1.Mc 4x10 HDR 4x10 HDR 4x10 HDR 1.M. ,1 ` r B.2 B 3 rte_B 4 B.3 a I I/\__ I- �' F4- ZJ 1 -tel r ---5� Ort -- I O XI ' I I [ I N I 3.5x1413IG BEAM FB 3.5x14 B BEAM FB, 3.5x9 GLB HDR i — _ i B.11 11 • B.12 I E� I ca --- - 4x87.0DR 4 I HDR \STAIR / 1 \FRAMING STHD14 o ij i STH t4 °D� IIF _-_�I�-STHC ST-014 �: \ / r x I \ N II /\ I / \ / \\h STHD14 STHD14 ( 3.5 •BIG BEAM FB 1! 5.518 B SDR fir_ B.13 I I•-��ra��r..s as a.nrl�a.ay —�—�— I .-I 11 z n B.14 I• n n N _ II 4__ measimalmalimanasmina ce 11 x ' I K 18 S6.1 © I `_ • 2 HDR © o I,, __— 5.125,1210L3 HDR _ _ ROM: :11111111114,, \—— B.16 i` r �b (2)2x8 HDR (2)9x8 HDR '2)2x8-IDR ® P3� STHD14 T STHD14 410110 I -H- STHD14 B.15 STHD14 4 f 2x8 HD" I 2x LEDGER 2x LEDGER — — '•Me 4.Mc & 4.Md riot used this elevation B.17 5 S9 1 MONO TRUSSES @ 24"O.C. /� PLAN 5A CIP LAN 5A Main Floor Shear/Top Floor Framing 1/4"=1'_0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) 40'-0" 3" 4'-0" 3"r" Y T.O.S. 3 1/2"CONC.SLAB -0'-71/2" 00040 ;I- I-0'-31 T.O.S. '.o;r- STHD14 I• STHD1 4 i 1-01/2„i op \ IIl f„ .. 11 .. "- 1/2"TJI FLOOR JOISTS @... i` INSTALL SYSTEM TO ALLOW I ....I,. 9.2""O,C. P U.N.O .._ 1 .ADEQUATE DRAINAGE AT 0 I CRAWL SPACE i 1 a 18x18"x10".FTG .... .. /0 I I .. --o IW/(2)#4 EACH WAY TYP .. I I 1'-0 1/2" I _,UNO t 4 I 1.' 2x6 PONY WALL FOR 'Iy �° .1 1 I r 1'RINC;WA •:• _ _ -- L I_' a - - ..J. 1 cii i, �-- _ - 1.75"WIDE LVL TO MATO I JOIST1 I ... ... .... .. F2 1 ... DEPTH ABOVE PONY WAL S. I t_STHD19 _._ 7. 4-0 1/2" .. , 1 I, I eL 1 WH I STHD14 STHD14 cc ® I 0 1 I 1.' T.O.S. t - .. -. .-. _ I. I 30"x20"x10"FTG— 1.75"WIDE LVL TO ATCH '1' I JOIST DEPTH AB o VE PONY 1WALL ...I.- 20'-6" I 8 23/4 I STHD14 STHD14 1 1 D1 I .. `v .. ,i 0 18 c,I S60 i. 31/2"CONC.SLAB .1 SLAB SLOPES 3 1/2" I C;\---1'-0 1/2"I FROM BACK TO APRON 1 r y ��'I. -I-1-012"I .I VERIFY GARAGE SLAB HEIGHT ! '1 i- ""�''- f WITH GRADING PLAN I._... ..... S6.0 - .... .........1. I .. .- .. 1. I I , \ 1-- +- + L ._-. -- -t 2,4 I. Ilg I �"y' 1 ) l r PONY - S6.0 ...-.I- �� • T.O An i r' ,31/2"CONC.SLAB• 1._WALL _' __ __ STHD14 V-6 1/2" tar0 STHD14 1 1 SLOPED DOWN 1 I ^ - - -"', ;Lc') 1 1 1/4 :12 1 R l 0 P3 J O 1 I �STHD14 STHD14 0 16 2'-1" 16' 3" a SIM. S6.1 - i / 2'-2" T-10" A 40'-0" OPLAN 5A PLAN 5A Foundation Plan 1/4-.1,-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) TJI JOISTS and RAFTERS i , Code Code : Code i i suggest suggest Suggest Lpick Lpick Lpick Lpick_ L Joist b ! d Spa.! LL ' DL 1 M max V max EI 1 L fb C L fv L TL240 L LL3601L L max TL dell. ! LL deft. L TL360 L LL480 L max TL dell TL deft LL deft LL defl. size& rade widthSm.)idepthtin.)_._09:�. _(ps�__(psf1.i (ft-lbs) (psi) (psi) ._._(ft:�._.._._._..(ft)._.1. (ft.)._._...._._.(in:)._.._..._._._S!n_)_.._._L..__._.._�ft1_._.__._.._.(ft:)_._.._. (ft) (in) ratio (1.) .1 ratio ._._._.._._f T ! 1 1 E f 9.5"TJI 110 1.75 9.5 19.2 40 15 2380 1220 1.40E+08 14.71_._.._27.73 15.23 14.80 14.71 _._._ 0.66:__._.._0.48! 13.31 13.45 13.31 0.44 _.._360 0.32; 495 9.5"TJI 110 1.751 9.5 16 40 15 2380 1220 1.40E+081 16.11 33 27 16 19 15.73 15.73 0.721' 0 52,1 14 14 14/9 1414 0.47 360 0.34; 495 9.5"TJI 110' 1 751 9.5 12 40 151 2380 1220 1.40E+OS1 18.61 44.36 17.82 17.31 17 0.791 0581 15 _.._ ._.._. _.. _... 1.._._._ . .57 15.73 15.57 0.52 360 0.381 495 -..-- -- - - ._._ 9.5"TJI 110; 1..75! ___9.5 _ 9.6_ _40 __151 2380 1220 1.40E+08... 20.80 _.._55.45,.__19.19 18:64 f._. 18.64. _._._0.85 _ __0_ I .621 _16.77_._ 16 94 1677. 0.56 360 0.41 495 1._. 01- ._.. ._ 8_. . . ! 14.27 13.97 13 97 0.44 384 0.351 480 9.5"TJI110f 1.75, 9.5 19.2 40, 101 25001 1220 1.57E+08 15.81, 30.50 16.34 15.37 15.37 0.64: 0.51 9.5"TJI 110 1.75 9.5 16 ', 40 10 2500' 1220 157E+08 17.32 36.60 17..38 16.34 18.34 0.68 0.54 15 17 14.84 14.84 0.46 384' 0.37. 480 9.5"TJI 110� 1.751 9.5 12 401 101 2500' 12201 1.57E+08'•! 20.001 48.80 19.11 17.981 17.981 0.75 0.60 1 _._16 691 1624 16.34 0 511 384 0A11 480 ._, .5 4 9.5'TJI 110 1.75 9.5 _9.6' 401 _. 1012500; 1220; 1.57E+08; 22.361 61.00 20.58 19.37 19.37 0.81• 0.65' i_ 17.981 17.60 17.60 0.551 384 _O.44µ 480 y 1r i w ._1_.. ! _.._0! ._._._ _. ...._ 9.5"TJI 210 i 2.0625 i 9.5 19.21 401 101 3000 133011.87E+081 17.32f 33.25 17.32 16.301 16.301 0.68 0.54 15.131 14.81 14.81 0.461384 0.371! 480 9.5 TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.326 17.32 0.72 0.58 16.08 15.74 15114 0.48 384 0;30. 480 2101 1 9.5 12 40; 10' 3000 1330 1.87E+081_ 21.91E 53.20 20.26 19.061 19.061 0.79; 0.641 1 17.701 17.32 17.32 0.541 384 0.43! 480 9.5"TJI 2.0625: ._.._.._ ._.._.< ..__.. T._._._._._._.._. ._._._.._._`_.._._.4._I_.._._._.._t_._.._._00_. 9.5"TJI 210' 2.0625+ 9.5 9.GI _40 10: 3000 1330 1.87E+08 24 491 66 50 21.82 20.53 20.53 0.861 0.681T. 19.06 18 66 18 86 0 58 384 O.47µ _ 480 4 480 312 .._._._.. .._.__.._._._0 _. ,-- --•- 9.5"TJI 2301 2.3125 9 5 19.21 40 101 3330 1330 2.06E+08 18 25 33.25 17.89 16.831 16.83 0.70: 0.56 I 15 63� 15 29 15 29 0.48 384 0 38: 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2,06E+08' 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.601 16.25 '16.251 0.51 384 0.41, 480 9:5"TJI 230 2.31251. 9.5 12! 401 101 33301 1330 2.06E+08 23.08 53.20 20.92 19.691 19.691 0.82: 0.661 1 18.281 _17.89 17.89 0.56 _.384 0.451 480 b T 19 69 19 27 19 27 0.60 384 0.481 480 9.5"TJI 230� 2.31254 9.5 9.6 40; 101_ 3330~.__1330 2.06E+08 25.81 6650 22.54 2121 21.21.,.. ._.._.0.88: 0.711_..1._._ TTjJil_ _....._ _._._. _._._ _.._ 11.875"TJI 110! 1.75111.875 19.2 401 101 31601 1560 2.67E+08; 17.78 39.00 19.50 18.35! 17.781 0.67: 0.541 i 17.041 16.67 16.67: 0.52 384 042: 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72< 17:72 0.55 384 0.44 ], 480 11.875"TJI 1101 1.75 11.875 12 401 101 3160i 1560 2.67E+081 22.49 62.40 22.81 21.461 21.461 0.891 0.721 1 19.93 19.50 19.60 0.611 384 0.494 480 1_._._1 L._.. 11.875"TJI 110 1.751 11.875 9.61 401 10; 3160] 1560 2.67E+0811 25.14x 78:00 24.57 23.12 23121 0.96 077 T1. 21.46 21.01 2101 0.66 384 0.534 480 1 --'-"- 11.875'TJI 2101 2.062511 11.875 19.21 401 101- 3795 r 1655 3 15E+08 19A8! 41.38 20.61 19.39 19.391 0.81. 0.65; i 18.00 1722 1722 0251 384 0A4! 480 11.875"TJI 210 2.0625 11.876 16 40 10 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 18.72 0.59, 384 0.47, 480 ' . , 11.875"TJI 210! 2.06251 11,875 121 401 101 3795 1655 3.15E +08 37951 16551 3.15E+081 24.64 66.20 24.10 22.681 22.681 0.951 0.761. 1 21.051 20.61 20.61.._...064_ 384 0.521 _._480 11.875"TJI 2101 2.0625! 11.875 9.6i 40 10, 3795 16551 3.15E+08( 27.55 82.75 25.96 24.43 24.43 1.021 0.8111-2-276-51-1272T1) 22.20 0.69 384 0.5571. 480 I 1 1 11.875"TJI 2301 2.31251 11.875 19.2 40, 101 4215, 16551 3.47E+081 20.53, 41.38 21.28 20.03 20.031 0.83! 0.67 1 18.59 18.20 18 20 027 384 0.45 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 2128 21.28 0.89 0.71 19,76 19.34 14.34 0.60 384 0.48 480 11.875"TJI 2301 2.31251 11.875 121 40! 101 4215! 16551 3.47E+08 25.97; 66.20 24.89 23.421 23.421 0.981 0.781 I 21.74 21.28 21.28 0.67! 384 0.53 480 11.875"TJI 2301 2.31251 11.875 9.6 401 101 4215 1655_3 47E+08 . 29.031 82.75 26.81 25.23 25.231 1.05.! 0.844 1 23.42 22.93 22.939............84 0.57 480 1 ` _._ I 11.875'RFPI 4001 2.06251 11.875 19.21 401 101 43151 1480 3 30E+08 20.771 37.00 20.93 19.691 19.69 0.82; 0.661 1 18 281 1729 17.09 0 56, 384 0 45'. 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40" 2224 20.93 20.93 0.87, 0.70 19.43 19.01 19.4t 0.59 384 0.48. 480 11.875"RFPI 400! 2.0625! 11.875 12 40! 101 43151 14801 3.30E+081 26.281 59.20 24.48 23.031 23.031 0.96: 0.77, 1 21.381 20.93 20.93 0.65'_ 384 0.521 480 11.875"RFPI 4001 2.06251 11.875 9.6 401 101 43151 1480; 3.30E+081 29.381 74.00 26.37 24.81, 24.811 1.03! 0.831 1 23.03 22.54 22.54. 1 0.70 384} 0.56! 480 Page 1 D+L+S CT#14051-4015.2 Twin Creek LOAD CASE (12-12) (BASED ON ANSI/AFBPA NOS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S ___c_ 0.80(Constant)> Section 3.7.1.5 Cr _ ..r 0.30 KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending,Comp_Size Size Rep; Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert,Load Hor.Load <=1.0 Load @ Plata Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'c fb fb/ , in. in. in. ft. ptf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fcej H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0 0.9966 1993.4 , 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 986 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1,5 3,5 12 9 30.9 1785 0 0.9947 2657.8 1.00 1,15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0 0.99211993.4 1.00 1,75 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 , 8.25 28.3 2070 0 0.9953 I 2657.8 1.00 1.15 1,1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0 0.9921 3986.7 1,00 1.15 1.1 1.05 1.15 875 , 405 800 1,200,000 854 506 966 449.95 395.22 393.85 1.00 0.00 0.000 SPF Stud 1.5 3,5 16 7.7083 26.4 1695 0 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531,875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0 0.9944 2091.8 1.001_15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0,000 SPF Stud 1.5 3.5 16 8.25 28,3 1525 0 0.9957 2091.8 1,00 1,15 1.1 1,05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0,000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0 0.9925 2789,1 1,00 1.15 1.1 1,05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0 0.9957 4183.6 1.00 1,15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5,5 16 7.7083 18.8 3132 0 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0 0.3852 3132.4 1,00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 1011.45 837.57 506.18 0.80 0.00 0.000 H-F#2 1,5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 , 1.5 5.5 16 7,7083 16.8 3287 0 0.2737 3287.1 1.00 1,15 1.3 1.10 1.15 875_425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0' 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0000 SPF#2 1.5 5.5 18 8.25 18.0 3287 0 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0,56 0.00 0.000 SPF Stud 1.5 3.5 16 14,57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875,438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1,5 5.5 16 19 41.5 1450 0 0.9917 _ 3287.1 1.00 1.15 1,3 1.10 1.15 875 425 1750 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1,10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219,80 1.00 0.00 0.000 Page 1 D+L+W CT#14051-4015.2 Twin Creek I LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 _ Ke 1.00 Desi.n Bucklin.Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5Cf(Fb) Cf(Fc) 1997 NOS Cb (Vales) 0 Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d 'Vert.Load Hor.Load <=1.0 Load @ Plate Cd(Fb)Cd(Pc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp_ Fc• Fce Fc fc fc/F'c fb fb/ in. in. in. ft. ptf psf pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1,00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 18 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 11.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366! 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2857.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3988.7 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1:00 1.1 1.05 1.15 675 425 725 1,200,000. 1,366 531 781.25 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9- 700 8.46 0.9115 2091.8 1.60 .1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 18 8.25 28.3 960 8.13 0.9970 2091.8 1.80 1,00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25, 449.95 376.35 243.81 0.65 361.37 0.577 S _.- SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271,03 0.490 P..._ .__ ..___ SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 781.25 449.95 376.35 294.60 0.78 180.89 0.383 NM H-F#2 1.5 5.5 16 7.7083 18.8 3132 9.71 0.3909 3132.4 1,60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 18 9 19.8 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 508.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 148.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2093 531 1285 108925 806.08 53123 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1298.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17,78 0.13*WO 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 _1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.48 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 226.94 219.02 98.97 0.44 927.02 0.796 Page 2 D+L+W+.5S CT#14051-4015.2 Twin Creek LOAD CASE (12-14) BASED ON ANSI/AFBPA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 _c _ _0:80(ConslantL_Section 3.7.1:5 11101=1.11 :21612M __-._ IMMIN����ENM�� MI®IN� KcE 0.30 Constant Section 3.7.1.5 1997 NDS _---Bendine Com.. Size Size m'a_ __�Dm�M_Q�___ � Section 2.3.10__ __--®�M duration duratio factor factor�_C_-____--__� lMM �1 Q1117ID18:2111Nor.Load Load C Plat= �� M0©ti�Q9®�®0®� ®® In. ��____ .if MINIM Cf��M1� ����M���NIM����TI�� •-1 li ®® 16 6 0.9962 1993.4 1.60 mum 1.05 ®® 16 ��66 0.9986 1993.4 1.60 1.15 ®1.05 �05 1,200,0S0�� 966�4 I 376.78 0.599 H-F Stud ®®®�t"�'-66 0.9969 1.60 --1.15 ®1.05®® 405 wig 1,200,0001®i. 966 340.90 0.674 H-F Stud ®®� 8.25 66 0.9963 ®� 405 800 1,260,000 1,366 378.09 340.90 250.16 0.63 365.37 0.596 H-F Stud ®®® 8.25 6 0.9959 ®® 15 1.05 1.15 675 405 800 1,200,000 1,366 �� 1.15 ®�1.15 675 � 800 1,200,000 ���®® 250.16 0.63 361.37 0.596 H-F Stud ®Q 8.25�66 0.9960 3986.7 1.15 1.05 � ��� 0.5110 ®� ®®� 800_1,200,000 1,388 506 988����180.69 0.408 SPF Stud ® 16 7,7083 1080 9.71 0.9935 2091.8 1.60 1.05 425 725 1,200,000 1,366 531®® 431.52 274.29 376.78 0.589 SPF Stud ®® 16 maiirjonimmorm 0.9988 ®® 12 ��66 0.9944 ®®® 1.05 1.15 - 425 ®1 200,000�i..'®M 5� 0.65 447.52 0.577 ®®����66 0.9952 ® 1.86 1_15 11.05 1.15 425 ®1,200,000 ..® 378.09.1110151.11M4 0.65 335.64 0.587 SPF Stud 1.60 _1.15 ®1.05® 675 �®1,200,000®® .. ;; . 361 37 0.588 _ 8.25 _28.3 1430 : 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 ®®®®® OFF Stud ��� 8.25 28.3 2360 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1.368®875.438 449.95 388.13 299.68 0.77 281.69 _ 0.396 ____ _-- -- 1111111111111111111 -- ____®875.438 449.95 388.13 299.68 0.77 180.89 0.396 H-F#2 1.5 ion 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 ®1.10 1.15 850 1 1,3 508 1644.513 1 77-- H-F#2 1.5 9 19.6 3132 8.46 0.5437 3132.4 1.80 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 181.23 0.178 ®®111:11111KEI®''®6 0.4100 M. 1.60 ...-i.s ®IKI®ILEIIM®' ®" 1,300,0001.32E®i. ECi Ei i 506.18 IMBILMIMMIIIM IIIIINIMIIII ®® 18NiEINIIIIIIIIIIMEN6 0.3872 3287.1 1.80__1_15 1111911113131111311321111M11111113:111,406,000® �®�MIIMIIIIIIIIIIMMIMIINIIIIIIINIIMIINIIIIIIIINIIIIIIIINIIIIIMMINIINIIIINNIIINIIIIIMIUINIII�IIIIIMM) SPF#2 ®® 16 1111.31111366 0.5595 3287.1 Ti'161,15 ®n[]®���1,400,000®''- J 1089.25 850.16®®i.. 0.169 SPF#2 ® 16Iii 18.0 3287 8.13 0.4342 1.60 1.15III 1.10®�� 1150 1,400,000 2,093®�1296.30 945.38 531.23 0.56 0.118 MOM __ -_---.. -���_��_ __---�_- SPF Stud 3.5 �®� 70 8.46 0.9955 2091.6 1.80 1.15 1.05 1,260,000 11111111111111111 ��® ® � 139.02 17.78 0.13 i-- 0.979 SPF#2 ® 5.5 ��� 660 3287.1 1.60 1.15 ��®� 425 1,406,000�'' ®�'' �i®�r-,�, nummo 0.786 H-F 92 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 3 D+L+S+.5W CT#14051-4015.2 Twin Creek LOAD CASE (12-15) BASED ON ANSI/AF&PA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 ____ 0 1.00 Desi.n Bucklin.Factor _- ' _ �_M_�=_ c __ 0.80(ConstantL___Section 3.7.1.5 C MI MI 1997 NDS 6=�� EN KcE 0.30 Constant > Section 3.7.1.5 66� �..___-- �M�� �.____ Section 2.3.10 --_ Sendin. Com.. Size =1--- '�' �t'I��_QINSI- _- Stud Grade®��� NDS 30 'Plat: duration Cdduactor factor use e:. Vert.Load Hot.Load =1.0 Load�.Plet:Cd PbFb Cd Fc, ClCf Cf Cr IMINISI E 111111111®.111 F fci ©Fb"1�-fc/Foe ��®®0- -'� 339.05 188.39 0.403 ®mii �®ice 0.9935 IMMURE- ®�®�� Boo 1.200,000-�� ri�' -®�� � 1 0.9923 1993.4 1.60__1.15 ®1.05®� r�' 1,200,000 966 340.90 . . 0.470 H-F Stud -®®��" 6 1380 2657.8 1.60 1.15 ®1.os 1.15 witimejmarm1,zoo soomErjoila 966 Eon 340.soNEEEnim 167.82 0.403 H-F Stud m�� 11956 0.9960 1993.4 1.60 ®®ID 1.1511132405 1,200,000 1,366 966 395.22 180.69 0.406 H-F Stud ��® 8.2566 0.9990 ' ®� 405 800 1,200,000 1,366 966 395.22 320.00®1.60 1.15 0.343 H-F Stud ®®i6 8.25Ill 2665 4.065 0.9999 3986.7 1.60 _1.15 1.05 1.15Ill 405 800 1,200,000 508MAN 395.22 338.41 0.86 90.34 0.267 SPF Stud -®�7.7083 1315 0.9907 2091,8 1.60 _1 15 ®I 1.15 gutima®1,200,000mEn® ingiggE `'' 0.392 SPF Stud ®� 9� 965 0.9970 2091.8 1.60__ _1.15_ 1.1 1.05 1.15- 425 ®1,200,000 1,386® �" "� 0.466 SPF Stud ®®��" 1370 0.9990 1.60 _1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366®875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud ®®��� I I 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 875.438 449.95 388.13 299.68 0.77 80.69 0.396 SPF Stud 1.5_ 825_28.3 1660 4.085 0.9973 2789_1 160_ 1.1-5 _1_1 .__1.05 1_15_ 675 425_ 725 1,200,000__1,366 875.438 449.95 388.13 318.19_ 0.81 135.51 0.334 SPF Stud 1.5 Elm8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 875.438 449.95 388.13 333.97 0.88 90.34 0.257 - __-_ -- -- -- -- ®� ®� 0.3001 1.60___1.15 ®1.10�� 405 1,300,000 mm-� �'�'�� INSEMINI 1.60 1.15 ®1.10®� 405 1,300,000 - EM� 0.60 90.81 0.089 �® ��®6 1.60 t+5 `:'� 0.062 ® �mm®''®6' _ ..._. ------ 1,300,000 1' --- '' I�® ----- -___-_- 0.52��" INIIIIIIIIMINII Effir�® ��66� ���"1,15 ®I']® 875 ��_i_400,000 2,093®1454.75 1484.89® ����6 3287.1 1.15 ®1.10® 875 � ' 1,400,000 2,093®1454.75 1089.25 850.16® 0.62 90.61 0.085 ®® _1,400,000_® 7 ®_�® 0.059 111111111INIIIIIIIIINIIIIIIIIIIIIIII111111•111111011111111111111111111111111111 ._®®� ��I� 32871 -i.1s -1.10----_ SPF Stud 1.5 ®mu® 50.0 255 4.23 0.9959 2091.8 1.60 1151.05®®®®1.200,000®®®® 139.02 64.76 0.47 0.779 SPF#2 1.5 ®m��-m6 0.9925 3287.1 1.60_ 1.15 1.10® 875 ��' 1,400,000 2,093® �':�'®® 0.64 mg 0.580 H-F#2 1.5 5.5 16 19 41.5 885 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 483.51 0.594 Page 4 D+L+S+.7E CT#14051-4015.2 Twin Creek LOAD CASE (12-16) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+El1.4 0_80(Constant)> Section 3.7.1.5 I KcE 0.30(Constant)> Section 3.7.1.5 --- -_.._-_._._. ..______....._._._.._.-_...-Cr_.._. .__ _ __ _ Cf(Fb) Cf(Fc) 1997 NDS Cb (Vanes) > Section 2310 Bending Comp. Size Size Rep. _ Cd(Fb) Cb ,Cd (Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duration factor factor use - •Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <n 1.0 Load Og Plate Cd(Fb)Cd Fc Cf Cf Cr Fb Fc.er. Fc E Fb' Fc'err' Fc• Fce F'c fc fc/F'c fb fb/ in. In. in. ft. plf psf plf (Fb) (Fc) psi psi psi _ psi psi psi psi psi .si .si 'al Pb"1-fc/Fce H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 I 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 18 9 30.9 1010 3.57 0.9980 1993.4 1.60 _ 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 - -7.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60----1-1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1,60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57, 0.9966 3986.7 1.601_15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.601.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.62 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 --1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60_ 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9887 4183.6 1.60 _1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60_ 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 508.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-P#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60__.._1,.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1,3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1088.25 850.16 531.23 0.82 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1,60 _1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 __1.15 1.3 1.10 115 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 5 180 Nickerson St. ENGINEERINGElEiII Suite 302 N C. Seattle,WA f}( � Q 98109 Project: L F s t 1 Date: (206)2854512 Client: vJ a 14" "'P . Page Number (06)28S-0618 PR Pu A- c V /IF-A- 1 '4\ 6 c„,4 1.04.5 55 5-P4 _.... . Dk- . _ . _ S4St e .30, 5 4th r- 5 z , 021-13 ® C sirA .,., 4- Z 1 .64k. op,s K Structural Engineers sasau!6u6 ieloPtu4s +ATI/ '''":.,-It 51 ' . -( -4. " 4S G 91.' -::- 1 foti ,36, ,,,,, ......fre, . . ,„,..„,,..4. i t, „ 7.- -.E. ..„isj 4 1 7=‘, It 4. '59,f --*-. lis251 0141 --1. csb --.1.,4 t t.....,.. a7--.-i.via .. Lb' 541:15,V-11-fa1 05 lat,,k -4:. E04(514-42FAVI =c4 -TIT - , + A - .0420z , tiff Avaskstx ' iv Go! 7 sot --.": (50-al') --z.A4 k 'VIA . S .. , . ort .w (4..z/t) ilatti -, tt,.. a05.1 ) 1 8p0-5SZ(900 : q ,02 4/1410 :XVi :act a, -1 ....... 60186 YM`KM4s '1". / ZQ£-041n$ ` i iS vo ER O8t ..w® 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14189: Plan 5A Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR Is= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class- Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usgs.gov/research/hazm aps/ http://earthquake.usos.gov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM1= F"*S1 SM1= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS Sos= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SD1= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor C20= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 5A Sos= 0.72 h„ = 18.00(ft) SDI= 0.45 X = 0.75ASCE 7(Table 12.8-2) R= 6.5 Ct= 0.020'ASCE 7(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7(EQ 12.8-7) S1= 0.43 k= 1 ASCE 7(Section 12.8.3) TL= 6 ASCE 7(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.110 W ASCE 7(EQ 12.8-2) Cs=SD,/(T*(R/IE)) (for T< 0.399 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(S01*TL)/(T2x(R/IE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.033 W ASCE 7(EQ 12.8-6)(MIN.if SI>0.69) CONTROLLING DESIGN BASE SHEAR= 0.110 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,x= DIAPHR. Story Elevation Height AREA DL w, w, *h,k wX *hXk DESIGN SUM LEVEL Height (ft) h,(ft) (sgft) (ksf) (kips) (kips) EW1 *h,k Vi DESIGN Vi Roof --- 18.00 18.00 1666 0.022 36.652 659.7 0.58 3.79 3.79 2nd 8.00 10.00' 10.00 1712 0.028' 47.936 479.4 0.42 2.75 6.54 1st(base) 10.00 0.00' SUM= 84.6 1139.1 1.00 6.54 E=V= 9.34(LRFD) 0.7*E= 6.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp= DIAPHR. F, E F, w, E w, Fp„= EF;*wpx 0.4*SDS*IE*Wp 0.2*Sos*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 Max.FPX Fp, Min. Roof 3.79 3.79 36.7 36.7 5.26 3.79 10.52 5.26 2nd 2.75 6.54 47.9 84.6 6.88 3.71 13.76 6.88 1st(base) 0.00 0.00 0.0 84.6 0.00 0.00 0.00 0.00 Page 2 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14189:Plan 5A N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width= 40.0 48.0'ft. V ult. Wind Speed 3Bs,GOsc= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3Sas.Gust=:':-..4k 93, 3 mph (EQ 16-33) Exposure= B B lw= 1.0i 1.0i N/A N/A Roof Type= Gable Gable Ps3o A= 28.6 s 28.6'psf Figure 28.6-1 P030 B= 4.6 4.6.psf Figure 28.6-1 Ps30 c= 20.7 20.7'psf Figure 28.6-1 P530 0= 4.7 4.7'psf Figure 28.6-1 A= 1.00 1.00' Figure 28.6-1 K5= 1.00' 1.00 Section 26.8 windward/lee= 1 00 1.00(Single Family Home) X`ic,`I : 1 1 ps=A*Kzt`I*ps30= (Eq.28.6-1) PsA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PsB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps 0= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PSAend c average= 24.7 24.7 psf (LRFD) Ps B and D average= 4.7 4.7 psf (LRFD) a= 4 4 Figure 28.6-1 2a= 8 8 width-2*2a= 24 32 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof--> 1.00 1.00 1.00 0.50 16 psf min. 16 psf min. width factor 2nd--> 1.00 1.00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac A0 A0 AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) Vi(N-S) V(N-S) VI(E-W) V(E-W) 30.00 12.0 0 192 0 288 0 192 0 192 Roof --- 18.00 18.00 4.0 64 0 96 0 64 0 128 0 10.2 9.2 6.05 6.05 6.27 6.27 2nd 8.00 10.00 10.00 9.0 144 0 216 0 144 0 288 0 5.8 6.9 8.59 14.64 10.08 16.35 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 1000 AF= 1008 16.0 16.1 V(n-s). 14.64 V(e-w). 16.35 kips(LRFD) kips(LRFD) kips kips Page 3 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14189:Plan 5A SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(NS) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(NS)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) V (E-W) V(E-W) Roof - 18.00 18.00 0.04; 0.00 0.00'd 0.00 10.24 10.24 6.27 6.27 2nd 8.00 10.00 10.00 0.00, 0.00 0.00 0.00 5.76 16.00 10.08 16.35 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s). 16.00 V(e-w)= 16.35 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind0 (N-S)(ASD) 6*W 0.Wind(E-W)(ASD) . 6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(NS) V(NS) Vi(E-W) V(E-W) Vi(N-S) V(NS) Vi(E-W) V(E-W) Roof 8 10 10 10.24 10.24 6.27 6.27 6.14 6.14 3.76 3.76 2nd 10 0 0 5.76 16.00 10.08 16.35 3.46 9.60 6.05 9.81 1st(base) 0 0 0 V(n-s)= 16.00 V(e-w)= 16.35 V(n-s)= 9.60 V(e-w)= 9.81 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14189: Plan 5A SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common v seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -- 0 1 0 1 P6TN 150 150 150` 150 P6 520' 242 730`- 339 P4 760 353 10651 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 25601190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw v allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N•S(front to back-up/down) CT PROJECT#: CT#14189:Plan 5A Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.79 kips Design Wind N-S V I= 6.14 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.79 kips Sum Wind N-S V I= 6.14 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.D. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLeff C0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RorM Unet Usum OTM ROTM Unet Usum U. HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Of) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A.T1': 416 15.0 46.0 1.00 0.15 1.53 0.00 0.95 0.00 1.00 1.00 63 P6TN P6TN 102 7.57 26.13 -1.30 -1.30 12.27 31.05 -1.31 -1.31 -1.30 Ext. A.T2 139 5.0 46.0 1.00 0.15 0.51 0.00 0.32 0.00 1.00 1.00 63 P6TN P6TN 103 2.53 8.71 -1.43 -1.43 4.10 10.35 -1.44 -1.44 -1.43 Ext. A.T3` 278 10.0 46.0 1.00 0.15 1.03 0.00 0.63 0.00 1.00 1.00 63 P6TN P6TN 103 5.06 17.42 -1.32 -1.32 8.20 20.70 -1.34 -1.34 -1.32 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. B.T1 150 5.0 47.0 1.00 0.15 0.55 0.00 0.34 0.00 1.00 1.00 68 P6TN P6TN 111 2.73 8.90 -1.42 -1.42 4.43 10.58 -1.42 -1.42 -1.42 Ext. B.t2 300 10.0 47.0 1.00 0.15 1.11 0.00 0.68 0.00 1.00 1.00 68 P6TN P6TN 111 5.46 17.80 -1.32 -1.32 8.85 21.15 -1.32 -1.32 -1.32 Ext. B.T3 143 4.8 47.0 1.00 0.15 0.53 0.00 0.33 0.00 1.00 1.00 68 P6TN P6TN 110 2.60 8.54 -1.44 -1.44 4.22 10.15 -1.44 -1.44 -1.44 - B.T4 240 8.0 47.0 1.00 0.15 0.89 0.00 0.55 0.00 1.00 1.00 68 P6TN P6TN 111 4.36 14.24 -1.35 -1.35 7.08 16.92 -1.34 -1.34 -1.34 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ': 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 57.8 57.8=Leff. 6.14 0.00 3.79 0.00 EV.nd 6.14 EVEQ 3.79 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 5A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.75 kips Design Wind N-S V I= 3.46 kips Max.aspect= 3.5'SDPWS Table 4.3.4 Sum Seismic V i= 6.54 kips Sum Wind N-S V i= 9.60 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPW S-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rcyrm Unet U$em OTM RorM LinetUsurt, Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (PH) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A.Ma 621 29.0 46.0 1.00 0.15 1.25 2,23 1.00 1.37 1.00 1.00 82 P6TN P6TN 120 21.34 50.51 -1.03 -2.32 31.33 60.03 -1.01 -2.32 -2.32 Ext. A.Mb 235 11.0 46.0 1.00 0.15 0.47 0.84 0.38 0.52 1.00 1.00 82 P6TN P6TN 120 8.09 19.16 -1.07 -2.50 11.87 22.77 -1.05 -2.50 -2.50 Ext. 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 -1.32 0.00 0.00 0.00 -1.34 -1.32 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. B.Ma 571 10.0 47.0 1.00 0.15 1.15 2.05 0.92 1.26 1.00 1.00 218 P6 P6 320 19.62 17.80 0.20 -1.23 28.81 21.15 0.82 -0.60 -0.60 Ext. B.Mti 285 5.0 47.0 1.00 0.15 0.58 1,02 0.46 0.63 1.00 1.00 218 P6 P6 320 9.80 8.90 0.21 -1.11 14.39 10.58 0.88 -0.44 -0.44 Ext. 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0- - 0 0.00 0.00 0.00 -1.44 0.00 0.00 0.00 -1.44 -1.44 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 -1.35 0.00 0.00 0.00 -1.34 -1.34 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1712 55.0 55.0=L eff. 3.46 6.14 2.75 3.79 1.00 EVmnd 9.60 EVEa. 6.54 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 5A Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.79 kips Design Wind E-W V i= 3.76 kips Max.aspect= 3.5'SDPWS Table 4.3.4 Sum Seismic V 1= 3.79 kips Sum Wind E-W V I= 3.76 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL on C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM R0TM Unet U. OTM RQTM Unet Lsum Dsum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) rear 1.Ta 283.6 ` 8.0 40.0 1.00 0.15' 0.64 0.00 0.64 0.00 1.00 1.00 81 P6TN P6TN 80 5.16 12.12 -0.95 -0.95 5.12 14.40 -1.27 -1.27 -0.95* rear 2.Tb 407.6 11.5 40.0 1.00 0.15 0.92 0.00 0.93 0.00 1.00 1.00 81 P6TN P6TN 80 7.41 17.42 -0.92 -0.92 7.36 20.70 -1.23 -1.23 -0.92* rear 3.Tc 141.8 4.0 40.0 1.00 0.15' 0.32 0.00 0.32 0.00 1.00 1.00 81 P6TN P6TN 80 2.58 6.06 -1.04 -1.04 2.56 7.20 -1.39 -1.39 -1.04* rear 4.Td 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 " 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Ta 166.6 2.5 20.5 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.94 0.59 0.59 3.01 2.31 0.38 0.38 0.59* Front 4.Tb 166.6 2.5 20.5 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.94 0.59 0.59 3.01 2.31 0.38 0.38 0.59* Front 4.Tc 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Td 166.6 2.5 20,5 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.94 0.59 0.59 3.01 2.31 0.38 0.38 0.59* Front 4.To 166.6 2.5 11.7 1.00 0.15' 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.11 1.05 1.05 3.01 1.32 0.92 0.92 1.05 * Front 4.Tf' 186.6 2.5 11.7 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.11 1.05 1.05 3.01 1.32 0.92 0.92 1.05 * - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 36.0 36.0=L eff. 3.76 0.00 3.79 0.00 EVµnd 3.76 EVEQ 3.79 Notes: * denotes with shear transfer "* denotes perferated shear wall iSB denotes iSB Shear Panel GARAGE ABWP SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 5A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.75 kips Design Wind E-W V I= 6.05 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.54 kip, Sum Wind E-W V I= 9.81 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pi,= 1.00 Table 4.3.3.5 Wind Wind E.Q. ..Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy eft. C 0 w dl V level V abv. V leve, abv. 2w/h v i Type Type v i OTM RoTm Unet Usum OTM R U U U HD OTM net sum sum (sqft) (ft) (ft) (kit) (kip) (kip) (k'+ (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) rear 1.Ta 107.6 4.3 12.3 1.00 0.15 0.38 0.4: 0.17 0.48 1.00 0.96 159 P6 P6 199 5.87 2.00 1.06 0.11 7.70 2.38 1.46 0.20 0.20 * rear 2.Tb 98.77 3.9 12.3 1.00 0.15 0.35 0 3 0.16 0.43 1.00 0.87 175 P6 P6 200 5.34 1.82 1.09 0.17 7.02 2.16 1.50 0.27 0.27* rear 3.Tc 158.3 6.3 19.5 1.00 0.15 0.56 v.70 0.25 0.70 1.00 1.00 152 P6 P6 199 8.61 4.65 0.70 -0.34 11.30 5.53 1.02 -0.37 -0.34* rear 4.Td 63,31 2,5 19.5 1.00 0,00' 0.22 0.28 0.10 0.28 1.00 0.56 274 P4 P6 200 3.42 0.00 1.87 1.87 4.50 0.00 2.45 2.45 2.45* 0 0.0 0.0 1.00 0.00 0.01 0.00 0.00 0.00 1.00 0.00 ##### N.G. - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 int 181.1 5.5 5.5 1.00 0,00' ,..64 0.00 0.29 0.00 1.00 1.00 53 P6TN P6TN 116 2.62 0.00 0.54 0.54 5.76 0.00 1.19 1.19 1.19 int - 246.9 7.5 7.5 1.00 0.00 0.87 0.00 0.40 0.00 1.00 1.00 53 P6TN P6TN 116 3.57 0.00 0.52 0.52 7.85 0.00 1.15 1.15 1.15 0 ' 0.0 0.0 1.00 0.1 s 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 int 428 10.0 10.0 1.00 1.10 1.51 0.00 0.69 0.00 1.00 1.00 69 P6TN P6 151 6.19 0.00 0.66 0.66 13.61 0.00 1.46 1.46 1.46 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.1;1 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 1 1.0 I 0 1.0( t.00 0.10 0.11 '1.01 110 1.41 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Ta 117.1 2.4 20.5 1.00 0.15 0.41 0.51 0.19 0.52 1.:+ 0.53 550 P2 P4 386 6.34 1.86 2.58 3.18 8.34 2.21 3.53 3.91 3.91 ABWP Front 4.Tb 0 0.0 20.5 1.00 0.15 0.00 0.00 0.00 0.00 1., 0.00 ##### N.G. P6 214 0.00 0.00 0.00 0.59 0.00 0.00 0.00 0.38 0.59 Front 4.Tc 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.01 0.00 ##### N.G. P6 214 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Td 117.1 2.4 20.5 1.00 0,15' 0.41 0.51 0.19 0.52 1.:4 0.53 550 P2 P4 386 6.34 1.86 2.58 3.18 8.34 2.21 3.53 3.91 3.91 ABWP ro•t ,.T•' 9 .91 •0 11 .00, 1 15 0.-4 0.4 t 16 0.43 1.0% 0.44 659 2P4 P4 385 5.28 0.89 3.29 4.34 6.93 1.05 4.40 5.33 5.33* ront 4. f 96.91 2.0 11.7 1.00 0.15 0.34 0.43 0.16 0.43 1.00 0.44 659 2P4 P4 385 5.28 0.89 3.29 4.34 6.93 1.05 4.40 5.33 5.33* - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1712 48.8 48.8=Leff. 6.05 3.76 2.75 3.79 EVw:nd 9.81 EVEl 6.54 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:' Elevation A ID:Elevation A 4.Ta,4.T13,4.Tc ';Roof Level w dl= 150: plf V eq 1163.6 pounds V1 eq= 387.9 pounds V3 eq= 387.9 pounds V5 eq= 387.9 pounds V w= 2855,5'.. pounds V1 w= 951.8 pounds V3 w= 951.8 pounds V5 w= 951.8 pounds vhdreq= 56.8 pH - AHthead=A - vhdr= 139.3 pH H5head= 1 X Fdragl eq= 123.0 Fdrag2 eq= 123.0 Fdrag5 eq= 123.0 Fdrag6eq= 123.0 I , 1 n Fdragi w= '1.8 Fdragl, 301.8 Fdrag5 w= .1.8 Fdrag•w=301.8 H1 pier= v1 eq= 155.2 pH v3 eq= 155.2 pH v5 eq= 155.2 H5 pier= 5.0 v1 w= 380.7 pH v3 w= 380.7 Of1 v5 w= 380.71 4 0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 9.0 v Fdrag3= .0 Fdra• - 123.0 feet A Fdragl w=301.7979 Fdragl w=301.8 Fdrag7eq= 3.0 Fdrag8-• 123.0 vg P6 EQ. Fdrag7w=301.8 Fdrag8w=301.8 P4 WIND v sill eq= 56.8 pH H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 139.3 pH H5 sill= 10; EQ Wmd 3.0 feet OTM 10472.8 25699.3 feet R OTM 14159 17020 V v UPLIFT -200 470 V__ Upabove 0 0 Up Sum -200 470 H/L Ratios: L1= 215' L2= 6:5 L3='. 2.5 L4= 6.5 L5= 2.5 Htotal/L= 0.44 , I 4 ►4 ►-4 ►4 ► Hpier/L1= 2.00 > Hpier/L3= 2.00 < L total= 20.5 feet Hpier/L5= 1.60 0.90'-L reduction 4 * % JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 4.Te,4.Tf Roof Level w dl= 150 plf V eq 775.8 pounds V1 eq= 387.9 pounds V3 eq= 387.9 pounds V w= 1903.6 pounds V1 w= 951.8 pounds V3 w= 951.8 pounds -__•,. --► v hdr eq= 64.6 plf --0. •H head= A v hdr w= 158.6 plf y Fdragl eq= 210 F2 eq= 210 Fdragl w= - 6 F2 --516 H pier= v1 eq= 141.0 plf v3 eq= 141.0 plf P6TN E.Q. 5-0 v1 w= 346.1 plf v3 w= 346.1 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 . Fdrag3 eq= I F4 e.- 210 feet • Fdrag3 w=516 F4 w=516 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.6 plf P6TN 3.0 EQ Wind v sill w= 158.6 plf P6 feet OTM 6982 17133 R OTM 5391 6480 v UPLIFT 140 940 Up above 0 0 UP sum 140 940 H/L Ratios: L1= 2.8 L2= 6.5 L3= 2.8 Htotal/L= 0.75 Hpier/L1= 1.82 Hier/L3= 1.82 P L total= 12.0 feet JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 1.Ma,1.Mb Roof Level w dl= 150 plf V eq 1275.1 pounds V1 eq= 677.4 pounds V3 eq= 597.7 pounds V w= 2940.6', pounds V1 w= 1562.2 pounds V3 w_____,.= 1378.4 pounds v hdr eq= 106.3 plf •H head= A v hdr w= 245.0 plf 1 V Fdragl eq= 226 F2 eq= 199 • Fdrag1 w= ..-1 F2 -459 H pier= v1 eq= 159.4 plf v3 eq= 159.4 plf P6 E.Q. 5.0 vi w= 367.6 Of v3 w= 367.6 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 - Fdrag3 eq= • F4 e.- 199 feet • Fdrag3 w=521 F4 w=459 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 106.3 plf P6TN 3.0 EQ Wind v sill w= 245.0 plf P6 feet OTM 11476 26465 R OTM 5391 6480 7 UPLIFT 537 1763 Up above 0 0 UP sum 537 1763 H/L Ratios: L1= 4.3L2= 4.0 L3= 3.8 Htotal/L= 0.75 , 11 1011 ► Hpier/L1= 1.18 4 • Hpier/L3= 1.33 L total= 12.0 feet JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 1.Mc,1.Md Roof Of V eq 1368.9 pounds V1 eq= 977.8Level pounds = 150 V3 eq= 391.1 pounds V w= 3157.1 pounds V1 w= 2255.0 pounds V3 w= 902.0 pounds __0. --► v hdr eq= 62.2 plf A H head= A v hdr w= 143.5 plf 1 v Fdragl eq= 589 F2 eq= 236 Fdragl w= 58 F2 -543 H pier= v1 eq= 156.4 Of v3 eq= 156.4 p/f P6 E.Q. 5.0 v1 w= 360.8 plf v3 w= 360.8 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= F4 e•- 236 feet • Fdrag3 w=1358 F4 w=543 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.2 p/f P6TN 3.0 EQ Wind v sill w= 143.5 plf P6TN feet OTM 12320 28413 R OTM 18119 21780 w UPLIFT -272 311 'Up above 0 0 UP sum -272 311 H/L Ratios: L1= 6.3 L2= 13.3 L3= 2.5 Htotal/L= 0.41 Hpier/L1= 0.80 ► ► II. Hpier/L3= 2.00 i.L total= 22.0 feet JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 4.Me,4.Mf Roof Level w dl= 150 plf V eq 1094.8 pounds V1 eq= 547.4 pounds V3 eq= 547.4 pounds V w= 2509.8', pounds V1 w= 1254.9 pounds V3 w= 1254.9 pounds v hdr eq= 96.6 plf H head= A v hdr w= 221.5 plf 1 y Fdragl eq= 354 F2 eq= 354 Fdragl w= o F2 -812 H pier= v1 eq= 342.1 plf v3 eq= 342.1 plf P4 E.Q. 5.0 v1 w= 627.4 Of v3 w= 627.4 plf P3 WIND feet Htotal= 2w/h= 0.8 2w/h= 0.8 9 . Fdrag3 eq= F4 e.- 354 feet Fdrag3 w=812 F4w=812 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 96.6p/f P6TN 3.0 EQ Wind v sill w= 221.5 Of P6 feetOTM 9853 22588 R OTM 4805 5777 iv UPLIFT 473 1577 Up above 140 940 UP sum 614 2517 H/L Ratios: L1= 2.0 L2= 7.3 L3= 2.0 Htotal/L= 0.79 p. 4 • Hpier/L1= 2.50 4 6 Hpier/L3= 2.50 L total= 11.3 feet R h • APA • ;C IC 1cs.:., •. TT-1O0F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 A PA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving vwyw dpawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400■E-mail:help@apawood.org Form No.T7 100E Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members eirmmoimmeeemeememmiii make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult A PA your local jurisdiction or design professional to assure compliance with code, construction,and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Engineered Wood Assuciation 180 Nickerson St. C T ENGINEERINGENG Suite 302 '1/ R i J N ;10,1,5. Seattie,LVA Prosect: N�1 �� 4, "C fQ Date: f��� (:o6) (206 las-aslz Client: "—" (-�� L ( �� 2P54.5,-2.) Page Number: (206)285-0618 V-10 evo 0731.3I A I ( o.�SV� b r (l , ‘.1 Ib`` )2'` kt ' Fvfz- �4 1.077v$4 oaf- r c fl 5 eatilh. e •ms, 1 �' real 1 A l ML' frit= &o.i )) _ .���;in a. G)Co,2 62o. ) o1a �� ( Z� g._ /3 C)z) Gln ( o ) (1)(,2Ae) _ 33 ,9,4 Y. q;, 60,5 11 tot' k 5` x Com , w/(2) 114- 0t, .4- of= ©,X136 uwuj2)otz 112. 614-4- ,;� WDoiv6., Ae 8x6, eg_ovh S e") k 2 M _ CO\) Structural Engineers WOOD FRAME CONSTRUCTION MANUAL G3 I it) Table 2.2A Uplift Connection Loads from Wind " '• • . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed ,1� 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 �w a Roof/Ceiling AssemblyZ,z,a,a,5,o,� Design Dead Load Roof Span(ft) Unit Connection Loads(plf) 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 2 0 psfa36272 298 324 380 441 506 576 650 729 856 1Z 48 350 383 417 489 567 651 741. 836 938 1100 M . 60 428 468 509 598 693 796 906 1022 1146 1345 r» • 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 turf cn 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 , 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057' 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 ++ 20 psf 36 32 58 84 140 201 266 336 410 489 616 1�1r.� 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 " 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 • 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. • 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. '• a Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) 1216 192 24 48 Multiplier 1.00 I 1.33 1.60 I 2.00 I 4.00 t' ° Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. `' 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or wail-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) for each full wall above. '' 7' 6 i�: When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the 0!{: • header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ▪'s``: 7 - For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length .` 33- includes the overhang length and the jack span. 3 c1; a Tabulated uplift loads for 0psf design dead load are included for interpolation or use with actual roof dead loads. K 3 f,A P g P .-•,illitt AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA 1//�►/'�j )��/ INC. y`�J 98109 Project: �Y1 �/�` !I UCl) �`�✓' Date: (206)285-4512 PAX: Client: Page Number: (206)285-0618 \?k/iND 1.0k9 s-; \R+. 7120() 14?, 1A/Ptt:- I\ST5?--2)6).'d1/15*- AQP W D g , Mik0Ak • ! J l o MQ u L l5 P0-6F. DL • ''' COM-NA,66 .1 SS IP' 36 4:-1;:7. 7;717-4 , 0 . : MENA lPe l/� • ' 0,c)(.0,--)- (n • 4t-H r TiA? P cor n6oPi2. iWse 1 % A -1-Pyws .( 6A0A . • • •,t- -6( r2i • - CAA(?) 0,0) 6,6) -4, <DIL . • - pA ° - {1.-6y (-12/z)(p,75 (0.6\ 4--t tVb4- . cr6Pi\161‘L: -H : _ ►9c CO --TYR E P)..'. & @ ,v -� - (EY n ) fico • ✓' Structural Engineers TRUSS TO WALL CONNECTION ';I'1 VA!111`', #OF TRUSS CONNECTOR TO TRUSS PUSS TO TOP PLATES ul'I III I i 1 H1 (6) 0,131"X 1.5" (4) 0.131"X 2.5" 4011 ,Iti 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5;%:i nil 1 SDWC15600 t{. 1 2 1110-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 11)/0 /OU 2 (2)HZ5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 1(170 .7.'6 2 (2)SDWC15600 - - 9111 'J.SU 3 (3)SDWC15600 - . . - 145:, 315 ROOF FRAMING PER PLAN 8d 6' O.C. .G. S 2X VENTED BLK 0.13AT1" 3" TOENAIL "I I'� AT 6" O.C. Ate! '4 • i \1-12.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS -SII-- PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) • 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION SPF VAI.0 S 1 OF TRUSS ---------- PUES CONNECTOR TO TRUSS TO TOP PLATES UPLIFT Fl 1 H1 (6) 0.13r X 1.5" (4) 0.131" X 2.5' 400-- 4F7-- 1 HZ5A (5) 0.131"X 2.5" (5) 0.131" X 2.5" 535 [ II0 1 SOWC15600 - - 40:, 115 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 1070 700 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. ion -75:1T.-- 2 (2)SDWC15600 - - - -- _- s?LI 1.S0 3 (3)SDWC15600 - - ---- 14!>i, 4y ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FORH2.5A AND SDWC STYLEBd AT 6" O.C. jaiii::-•-.... CONNECTIONS 2X VENTED B1.K'G. Millingalk 114-010 1111.11L. ..4.4**11% IN H2.5A & SDWC15600 STY F COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH Hi STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 1 19 I TYPICAL TRUSS TO WALL CONNECTION [