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Specifications C T 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. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing- 3.5-psf Roofing-future 0.0.psf 5/8"plywood(0 S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0:psf (1)5/8"gypsum ceiling .8';psf Misc./Mech., 1.5'psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0,'psf 3/4"plywood (O.S.B.) 2.7psf joist at 12" 2.5 psf Insulation 1 0 psf (1) 1/2"gypsum ceiling 2.2'psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF F. (2)24 HDR ()2x8 I-DR ) (2{2x8 ir RB.1 RB.2 RB.3 RB.4 AB.5 gT..0 m cat I -. ... W v V W .. Y Y ._ u 2 1 ir i GTbl GT 1 1 I 1 1 1 I I 1 1 1 i i i 1 1, 1 II 1 TN I _ • w I 1 I h 1 1 N� I I . ET, 1 I I a F` „ ' 1 2E'1 1 1 N �J 1 S I co ei I I'° I CO_l;1,4 11XXcq a C N 1 1 1 1 11 I : . J 1 1 1 11 I ROOF TRUSS d 24'O.0 I I I 1 I 1 .......:..:...... O2W ...... ........... :FL... GT th' b2i 1 I _ ::z f1 .n :_ 7. NI. .....3E � .�.��:?��i �:::..-.;,:;.::: ............... Fla RB.13 ::t_--`/ (2)4' HD- ' ©1 T . : 171i...1111121M1111 II%l GABLE END TRUSS . \ RB•1 ®• ' J GABLE END TRUSS .1 r 0 PLAN 5B PLAN 5B Roof Framing Plan 1/4"=1'-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) Eh • .„.., ,___......„.:..,,,_ .._., 1 v �, O II p____ z�� L ii F II riiF 4 1II LLJJWINYiylinellaJ F rri r i > C H Qj. L ill F P . . c, 1_.1 - mu 1=. j 1 me ____A. F II � I 1.1 a J41:10 NINalar 4.Te 4.T• ‘Zir 41:10 41:10 0 0 WI MEI OPLAN 5B PLAN 5B Top Floor Shear Plan 1/4"=V-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) 0 0 o 0 14 STHD14 1 Ma 41x10 HDR ,,1, 3.5x9 GLB HDR 1 Mc 4x10 HDR 4x10 HDR 4x10 HDRv. 4.1 f B.2 B. r9. • B.3 1 \_) ( 1 o ` urZ 1 1 rtig/ [1 CI( I -"_:- L -- 1 Tl . 111sO I 1 j of 1 cc0 1 I IR 1t 1 I 3.5x I5 IG$EAM FB 3.5x14 B B FB 3.5x9 3LB HDR F-----*•r--1 ------ -----� ---EA - -L---- -- ��--- _ �0 /-.°' B.11 �� :.12 1 II .1 J \ II O / "�_, I \ E ____--- I - \ ej FH4_ _4 ,HDR $ i I �11LL _�_QI , 1, \ RRAMINGSTAIR / X ko$ 1 4 l STHD14 "I1 1 ST.ip14 1 \ 7 n �m I 4100 1 1-_-'a -SYNC STHD14 {, \ / 'c3 ----- - - 1 P4 \ / it I`P R / \ (P4 I' / \ S1HD14 /-`\ : / \,. � 014 I% I ' 3 ,.BIG BEAM FB iii -r-r.sfsa.r�rois-J �x L4B D�� • - B.1 � 1 i 16 £ --- --- - — -- i - 14- 1 1 S9. aq 0 --- _g_16 ~ 11 I .i Tr L__� �_�_____-____ r I' K re O )2x8 HDR = '1 riax .44 I re 14a B.1' _ o n re xM FB .n_ ' Tr -_— I LIII611811411 �a 55x12 GiB HD 2 l ——• c.5x14 BIG B i 1, mB.16 11111.111.v Q� © _ 4x10 HDR -- 4.M` _ - o7.1B Q STHD14 ��' �� .!: ::' :.;:.:; is sTHo1� SIM. Q 4.Mc & 4.Md not used this elevation ;";o :;,.‘' I r?`.'.= ';;.: .HDR gat" :SITES... ........ ^ —B.1917 MONO T 05. r.24'O.C. Cii)P LAN 5B PLAN 5B Main Floor Shear/Top Floor Framing 1/4"=V-O" CT# 14051 2014.05.09 1/4" = l'-0" (11x17) • 3" 4'-0. 3• • I-V-31 T.O.S. 3112'CONC.SLAB -0'-7 1/T .V' 'd .0'_3• -T.O.S. ( ik J STHD14 STHD14 .� (.:':..':..:.: a 1/2'7iiFLOORJOISTS:m.`.'.: INSTALLSYS.TEMTOALLOW ...'.:. 1. 9 x•Q.C. U N O a ADEQUATE DRAINAGE AT. I CRAWL SPACE I a 1.75x9 LVL I 18 xt8"z 0"FTG JI r'w ....................'. :.... .:.'...'.' .. '......2x6 PbNY VVALLFOFf-.'....'.'. I WH I STHD14 I-STHD14ES T.O.S. ,'.'.:..' ...30'x20."x10 FFG'...................1.74�TAB TCH..I Fill S ...PQNM I 04 ,'. 8'-23/4•.'.'.':.:.':: .... t1` 31 '.'.. . 3112 CONC.SLAB :,'.':.'..'....':. m..'..'..'..'.'.'..'..'.'- 'i SLAB SLOPES 31/2" .j'.'::.�.'.'..�..�.................... ............................. ...........�. 0 -1'-01/2" FROM BACK TO APRON VERIFY GARAGE SLAB HEIGHT 1:. ............ :.'.'..'. WITH GRADING PLAN .............. C ........I. 15-10. . 1 i 1 � 2ic4.FQ.. WALL. . rd :::te , INI I,EaN-- NA T.O.S. -1'-61/2• 0 STHD14 f" J III STHD14 18 Vir mN ;6.1 41110 @93, L STHD14 STHD14 ' 31/2"CONC.SLAB SLOPED DOWN 1/4 :12 L W J ■ LI Ark 0 mar T-1" 16'-3" 2'-2" T-10• 8" C.) PLAN 5B 4.0'-a E* LAN 5 ' CT# 14051 2014.05.09 ,i/4" = 1'-0" (11x17) CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer. Project ID: Seattle,WA 98109 Project Descr (206)285 4512 Fax: (206)285 0618 Printed:26 MAR 2014,429PM ��p y�2a'r'3�,d`r�" �`^ '� ku�a"»�`�'_".r `I� rxd�� 1� '# �,� $ �,.k r c'� I�'. r,.fy a&3�� hd ��. � .di 5 ..� g l t ft t x ..._ t^`a.�'t2 �';,...: i"y€ _-c�-�!IIi 3 3zw;_:; �s, a I d"4.i :Li. a"serer' Lic.#: KW-06002997 Licensee:c.t.engineering Descri•tion : PLAN 5.B Top Floor Framing a h :nr i to <, a' F BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PM 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,0.0 to 2.670 ft,Trib=3.0 ft • Unif Load: D=0.0150, S=0.0250 k/ft,2.670 to 4.250 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point D=0.990, S=1.650 k c@ 2.670 ft Design Summaiv o o.o;,i D 0.' 7 : ::icao,.t Max fb/FbActual Ratio = psi 1 101 fb:Actual: 983.60 psi at 2.663 ft in Span*1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.7505+H • • 0 Max fv/FvRatio= 0.588: 1A A fv:Actual: 121.63 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi a zao R 4x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L U1 W E. d Downward L+Lr+S 0.024 in Downward Total 0.038 in Left Support 1.05 0.87 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.60 0.87 1.84 Live Load Defl Ratio 2120>360 Total Defl Ratio 1333>180 MARi BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade:TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PM 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,2.670 to 6.50 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point D=0.560, S=0.9350 k @ 3.250 ft Design Summary Max fb/Fb Ratio = 0.736 1 N.. ...i.,... Max �:: o n•�rxec.c�c�= fb:Actual: 1,600.40 psi at 3.250 ft in Span#1 -. ims-........ Fb:Allowable: 2,175.87 psi Load Comb: +D+0.750L+0.7505+H Max fv/FvRatio= 0.511: 1 • • fv:Actual: 182.08 psi at 5.352 ft in Span#1 Fv:Allowable: 356.50 psi 6.600. 1.75x14 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L $ w E H Downward L+Lr+S 0.066 in Downward Total 0.104 in Left Support 1.43 1.33 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.97 1.33 2.02 Live Load Defl Ratio 1187>360 Total Defl Ratio 748>180 rAT .a.1 as: 40v . C' 'a ^� ', is .„ fiIC D2 a sv q`0;-- 4....--------17E :..,' , a` �; nom, BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PM1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,1.50 to 4.250 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point D=0.560, S=0.9350 k @ 1.50 ft CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:26 MAR 2014,429PM • -ki . `,r � � Lic.#: KW-06002997 Licensee:c.t.engineering Design Summary a...iii,,49 l e,,. Max fb/Fb Ratio = 0.681• 1 0 : .t.0JVI.r-1J Ib:Actual: 842.88 psi at 1.941 ft in Span#1 =____ Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.7505+H • o Max fv/FvRatio= 0.502: 1 A A fv:Actual: 103.92 psi at 0.000 ft in Span#1 Fv:Allowable: 207.00 psi 4250 ft.4x10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.023 in Downward Total 0.036 in Left Support 1.17 0.87 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.34 0.87 1.40 Live Load Defl Ratio 2242>360 Total Defl Ratio 1411 >180 BEAM Size. 4x10,Sawn, Fully Unbraced ;..., , u - f` s ,F ,.. `, *lgOV BMAL ry '„ braced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary ,„08, .S�!„. :1•.../I l� Max fb/Fb Ratio = 0.578. 1 ==v1.�., fb:Actual: 715.19 psi at 2.125 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.750S+H 0 Max fv/FvRatio= 0.401: 1 A A fv:Actual: 83.02 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 425014 4410 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Is S W E H Downward L+Lr+S 0.020 in Downward Total 0.031 in Left Support 1.23 0.87 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.23 0.87 1.22 Live Load Defl Ratio 2591 >360 Total Deli Ratio 1632>180 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.109. 1 � = = ib:Actual: 127.33 psi at 1.375 ft in Span#1 Fb:Allowable: 1,169.59 psi Load Comb: +D+S+H • o Max fv/FvRatio= 0.092: 1 A A fv:Actual: 15.85 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 2.750 a 2,2d3 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.23 0.06 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 0.06 0.17 Live Load Defl Ratio 19147>360 Total Defl Ratio 9430>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer. Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:26 MAR 2014,429PM irrtrifIRy �3'4 „�., :LMIsx,a N.P. g .3v �s.t"" ��...1 tt�._,..�3.aly..�ea," 1 t ,o.i ..�.�.d•,aay.n�fa. 64ave4k..a.mea: 1`.. "46 3 tra�art+a� g•..3 ? ' Lic.#: KW-06002997 Licensee:c.t.engineering lialli lU slit " 1 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unit Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 kilt,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary �>-=„v,.., Max fb/Fb Ratio = 0.520. 1 �� "', fb:Actual: 606.14 psi at 3.000 ft in Span#1 Fb:Allowable: 1,165.07 psi • • • Load Comb: +D+S+H • • Max fv/FvRatio= 0.283: 1 A A fv:Actual: 48.83 psi at 5.400 ft in Span#1 Fv:Allowable: 172.50 psi e.oft 2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S WE H Downward L+Lr+S 0.039 in Downward Total 0.079 in Left Support 0.51 0.12 0.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 0.12 0.38 Live Load Deft Ratio 1843>360 Total Defl Ratio 908>180 ee a B7 111.1111111111111.111:11,0111111111111.1111111111111111111011111,12.23:231MMEIMECZEICEMEEMIN1 BEAM Size: 2-2x8,Sawn Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 kilt,Trib=8.0 ft Design Summary ,..<." Max fb/Fb Ratio = 0.292. 1 �� " tb:Actual: 340.95 psi at 2.250 ft in Span#1 Fb:Allowable: 1,167.23 psi Load Comb: +D+S+H ® A• Max fv/FvRatio= 0.195: 1 fv:Actual: 33.57 psi at 0.000 ft in Span*1 Fv:Allowable: 172.50 psi 4.50ft 2248 Load Comb: +D+S+H Max Deflections Max Reactions (k) D I. Lr E W E H Downward L+Lr+S 0.012 in Downward Total 0.025 in Left Support 0.38 0.09 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.09 028 Live Load Defl Ratio 4369>360 Total Deft Ratio 2152>180 I BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Pr!! 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary •02213 L 0.590 Max fb/Fb Ratio = 0.277. 1 fb:Actual: 298.66 psi at 1.750 ft in Span*1 Fb:Allowable: 1,077.23 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.205: 1 A A fv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.508 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.39 1.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 1.03 Live Load Defl Ratio 7745>360 Total Deft Ratio.: . 5633•>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer. Project ID: Seattle,WA 98109 Project Descr. (206)285 4512 Fax: (206)285 0618 Printed:26 MAR 2014,429PM Lic.#:KW-06002997 Licensee:c.t.engineering 211 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Pill 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=14.750 ft Design Summary •02213 0.590 Max fb/Fb Ratio = 0.277. 1 fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psi Load Comb: +D+L+H Max fv/FvRatio= 0.205: 1 A A fv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 350 It.4a0 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L s W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.39 1.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 1.03 Live Load Defl Ratio 7745>360 Total Defl Ratio 5633>180 gr; Jr- BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade:TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pril 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 left,Trib=14.750 ft Design Summary D 0.221 L 0.590 Max fb/Fb Ratio = 0,372. 1 lb:Actual: 766.31 psi at 3.000 ft in Span#1 Fb:Allowable: 2,062.40 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.295: 1 A A fv:Actual: 91.39 psi at 4.840 ft in Span#1 Fv:Allowable: 310.00 psi 6.0 ft, 1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L , S W E H Downward L+Lr+S 0.028 in Downward Total 0.038 in Left Support 0.66 1.77 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.77 Live Load Defl Ratio 2581 >360 Total Defl Ratio 1877>180 -434,14,-, 6.11 �,� ��. BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade:TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PM 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary .02213 0.590 Max fb/Fb Ratio = 0.198 1 fb:Actual: 431.05 psi at 2.250 ft in Span#1 Fb:Allowable: 2,180.79 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.175: 1 A A fv:Actual: 54.39 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 4.500,1.7504 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H_ Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.50 1.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.50 1.33 Live Load Dell Ratio 6120>360 Total Defl Ratio 4451 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer. Project ID: Seattle,WA 98109 Project Descr. (206)285 4512 Fax: (206)285 0618Faded 26 MAR 2014 429PM a . , ,...z 1 , . • ,,`. ; v � t v r � le • . .1 .- , Lic.#: KW-06002997 Licensee:c.t.engineering 9a :'; w.. ass f �� y�y.s '& r q , ''y ="F a§ } BEAM Size: 3.126x9,GLB, Fully Unbraced DR 3.125X10.5 Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pril 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Com pr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft Trib=14.0 ft Design Summaiv •0.210 0.560 Max fb/Fb Ratio = 0.736; 1 fb:Actual: 1,752.18 psi at 4.000 ft in Span 1 Fb:Allowable: 2,379.75 Load Comb: +D+L+H psr Max fv/FvRatio= 0.504:1 A A iv:Actual: 133.60 psi at 0.000 ft in Span#1 8.0 ft. 3.125x9 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Detlections Max Reactions (k) l W E H Downward L+Lr+S 0.152 in Downward Total 0.209 in Left Support 0.84 2.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in t RighSupport 0.84 2.24 Live Load Defl Ratio 632>360 Total Dell Ratio 459>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer. Project ID: Seattle,WA 98109 Project Descr. (206)285 4512 Fax: (206)285 0618 Printed:26 MAR 2014,428PM 1711.7411 4 8 4a 'R.n €P Lic.#: KW-06002997 Licensee c.t.engineering Descri.tion : PLAN 5•B Top Floor Framing, Cont. � e � E B13 - y{� BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade:TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Unif Load: D=0.0150, L=0.10 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.422. 1 lb:Actual: 962.10 psi at 4.250 ft in Span#1 Fb:Allowable: 2,280.40 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.310: 1 • fv:Actual: 95.96 psi at 7.338 ft in Span#1 Fv:Allowable: 310.00 psi 8.501n,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.078 in Downward Total 0.097 in Left Support 0.83 3.49 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.83 3.49 Live Load Defl Ratio 1306>360 Total Defl Ratio 1055 >180 614 �a . $" Y $� .,. asci p; xJ BEAM Size: 5.125x18,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.634. 1 D 0.180 L 0.480 tb:Actual: 1,466.89 psi at 10.125 ft in Span*1 Fb:Allowable: 2,313.03 psi Load Comb: +D+L+H Max fv/FvRatio= 0.350: 1 20.250 11 8.125x18 fv:Actual: 92.72 psi at 18.765 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.407 in Downward Total 0.560 in Left Support 1.82 4.86 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.82 4.86 Live Load Defl Ratio 596>360 Total Defl Ratio 433>180 4 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=2.750 ft Design Summary o,,• 1.3 , ./MUGU 5 Max fb/Fb Ratio = 0.893. 1 fb:Actual: 876.94 psi' at 4.375 ft in Span#1 Fb:Allowable: 982.26 psi Load Comb: +D+L+H Max fv/FvRatio= 0.411: 1 A A fv:Actual: 73.91 psi at 0.000 ft in Span it 1 Fv:Allowable: 180.00 psi 8.750 ft,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.090 in Downward Total 0.126 in Left Support 0.80 1.66 0.30 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.80 1.66 0.30 Live Load Defl Ratio 1172>360 Total Deft Ratio 831 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer. Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 PrintedPM 26 MAR 2014,418 Lic.#: KW-06002997 Licensee:c.t.engineering tAt 7-• 16 ,�""� BEAM Size: 5.125x12,GLB Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=2.0 ft Desion Summary Max fb/Fb Ratio = 0.771; 1 0.1 ' „Y '. fb:Actual: 1,834.37 psi at 8.250 ft in Span#1 Fb:Allowable: 2,379.23 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.369: 1 • fv:Actual: 97.83 psi at 0.000 ft in Span#1 16.50 ft, 5.125x12 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr 5 w E H Downward L+Lr+S 0.543 in Downward Total 0.760 in Left Support 1.42 3.14 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.42 3.14 0.41 Live Load Dell Ratio 364>360 Total Dell Ratio 260>180 , G B.17 � BEAM Size: 2-2x8,Sawn Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-Pril 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=8.250 ft Design Summary .0.1238 0.330 Max fb/Fb Ratio = 0.312. 1 lb:Actual: 317.25 psi at 1.750 ft in Span*1 Fb:Allowable: 1,016.71 psi Load Comb: +D+L+H Max fv/FvRatio= 0.241: 1 A A fv:Actual: 36.14 psi at 2.905 ft in Span*1 Fv:Allowable: 150.00 psi 3.501t,2-2a Load Comb: +D+L+H Max Deflections Max Reactions (k) Q td E H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.22 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.58 Live Load Defl Ratio 4643>360 Total Defl Ratio 3377>180 B.18 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pct Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.250 ft Desion Summary .0.123. 0.330 annomm Max fb/Fb Ratio = 0.312 1 =�_ fb:Actual: 317.25 psi at 1.750 ft in Span#1 Fb:Allowable: 1,016.71 psi Load Comb: +D+L+H A• = Max fv/FvRatio= 0.241: 1 fv:Actual: 36.14 psi at 2.905 ft in Span#1 Fv:Allowable: 150.00 psi 3.608.2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L U S w E H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.22 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.58 Live Load Defl Ratio 4643>360 Total Defl Ratio 3377>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 ��d:26 MARzo1a,a:saPu . 8 @ 4rtrrizz7u=e,Virg; kR 1 v4 .,6; Lic.#: KW-06002997 Licensee c.t.engineering : Att: BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Pril 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=3.50 ft Design Summary Max fb/Fb Ratio = 0.593. 1 0 0.05250 S 0.08750 fb:Actual: 791.49 psi at 5.375 ft in Span#1 Fb:Allowable: 1,334.07 psi Load Comb: +D+S+H • • Max fv/FvRatio= 0.192: 1 A A fv:Actual: 39.74 psi at 10.177 ft in Span#1 10.750 rt, 4x8 Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D I. Lr a W E H Downward L+Lr+S 0.149 in Downward Total 0.238 in Left Support 0.28 0.47 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.47 Live Load Defl Ratio 867>360 Total Defl Ratio 542>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer. Project ID: Seattle,WA 98109 Project Descc (206)285 4512 Fax: (206)285 0618 Printed 6 MAR 2014,9.51AM �r- ...��,, � � �� Lic.#: KW-06002997 Licensee.c.t.engineering Descri•tion PLAN 5•B 2nd floor wall Headers 2' T •ical Partial/Non-Bearin• Header 6'clears•an max. 6'trib max. =xWim ` BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem FirWood Grade: No.2 Fb-Tension 850.0 psi Fc-PM1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Design Summary •0.0750 S 0.1250 Max fb/Fb Ratio = 0.476• 1milim '��` fb:Actual: 482.28 psi at 3.250 ft in Span#1 Fb:Allowable: 1,013.55 psi Load Comb: +D+S+H = Max fv/FvRatio= 0.245: 1 A fv:Actual: 36.76 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 n.2-2X8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr 5. W E H Downward L+Lr+S 0.041 in Downward Total 0.065 in Left Support 0.24 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.24 0.41 Live Load Dell Ratio 1913>360 Total Dell Ratio 1196>180 ff • t T •icaI Full width Beann•• Header 4'clears•an max 23'Trib Max IL-, "". yi m `:. x&SW* rw, r iz dt d 4 1 8 BEAM Size: 2-2x8,Sawn Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PM1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=23.0 ft Design Summary .0.3450 S 0.5750 Max fb/Fb Ratio = 0.934 1 "' 10e. 301110S fb:Actual: 948.44 psi at 2.125 ft in Span#1 Fb:Allowable: 1,015.94 psi Load Comb: +D+S+H 0 A Max fv/FvRatio= 0.647: 1 fv:Actual: 97.08 psi at 3.655 ft in Span#1 Fv:Allowable: 150.00 psi 4.250 a 2-axe Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr $ w E H Downward L+Lr+S 0.034 in Downward Total 0.055 in Left Support 0.73 122 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.73 1.22 Live Load Dell Ratio 1488>360 Total Dell Ratio 930>180 - Header RB 9.B , 0-1,,4,<'..h ., • BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PM1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unit Load: D=0.0150, S=0.0250 klft,Trib=5.0 ft Point D=1.010, S=1.680 k @ 0.50 ft Design Summary °"^.... Max fb/Fb Ratio = 0.597; 1 "moi •0.0750 s 0.1250 = = fb:Actual: 696.61 psi at 1.348 ft in Span#1 Fb:Allowable: 1,166.16 psi Load Comb: +D+S+H . • Max fv/FvRatio= 0.265: 1 A A fv:Actual: 45.67 psi at 4.655 ft in Span#1 Fv:Allowable: 172.50 psi 5250 ft,2-2X8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr a w E H Downward L+Lr+S 0.038 in Downward Total 0.060 in Left Support 1.11 1.85 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.49 Live Load Defl Ratio 1671 >360 Total Dell Ratio 1044>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer. Project ID: Seattle,WA 98109 Project Descr. (206)285 4512 Fax: (206)285 0618 Printed:6 MAR 2014,9:51AM Lic.#: KW-06002997 Licensee:c.t.engineering x e = Header RB.17 B a d t ;: F p . ,..u.„ vt-,.� � ��: BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Point D=0.90, S=1.50kt 0.50 ft Design Summary Max fb/Fb Ratio = 0.556. 1 D 0.0750 S 0.1250 tb:Actual: 648.22 psi at 1.488 ft in Span#1 � �� Fb:Allowable: 1,166.16 psi Load Comb: +D+S+H Max fv/FvRatio= 0.254: 1 A A fv:Actual: 43.76 psi at 4.655 ft in Span#1 Fv:Allowable: 172.50 psi 5250 n,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.036 in Downward Total 0.057 in Left Support 1.01 1.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.47 Live Load Defl Ratio 1774>360 Total Deft Ratio 1108>180 CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer. Seattle,WA 98109 Project Descr (206)285 4512 Fax (206)285 0618 Printed:6 MAR 2014 922AM 33 — --- �-,(r , m -- � ,.-a i,,.�.,�.�� 3�..«,._�Iz� ��,.�. �. - ' �� ,L� —�i� ,- !:,c,,.--�c�aa _. ,. Lic.# W—t•—••••-• 9 Lic.#: KW-06002997 Licensee:c.t.engineering Desch'don : PLAN 5•B Crawispace Framing BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Abs Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pril 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unit Load: D=0.0150, L=0.040 kltt,Trib=9.50 ft Design Summary D 0.142 L 0.380 Max fb/Fb Ratio = 0.823 1 '��'�e�—"� ib:Actual: 883.28 psi at 3.750 ft in Span#1 Fb:Allowable: 1,073.71 psi Load Comb: +D+L+H Max fv/FvRatio= 0.403: 1 A A fv:Actual: 72.63 psi at 0.000 ft in Span#1 7.50 ft,4x10 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) o L L_r 2 W E H Downward L+Lr+S 0.074 in Downward Total 0.101 in Left Support 0.53 1.43 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.53 1.43 Live Load Defl Ratio 1222>360 Total Defl Ratio 888>180 TJI JOISTS and RAFTERS Code Code 1 Code Suegwest_ Suggest Suggest_Lpick _Lpick_1pick 1Lpigit Joist b d Spa. LL DL M max V max EI L fb L fir L TL240 L LL360 L max TL deft.�LL deft. L TL360 L LL480 L max Tl deli TL deO.LL deft.1LL deft, . size&grade width(in.) depth(In.), (In.) Jps2-(pafs (1t-Ibs) (psi) (psi) (ft.) (ft.) _(ft.)..__ (ft.) (1.1,__,. (In.)__.:_(in.) (n.L. (ft.) , (ft.) (In) ratio Sn, 1 ratio__ 9.5"TJI_110.- 1_759_5 19,2-.,_.4015_._.._.2380 1220 1,40E+08 14,71 27,73 15.23 14.80 -14.71 0,667-- -0,48 13.31 13.45 13.31 .1 .__._..__._.__.._ _..._._._.._._ -.-.- 0.44_••__360 0.32;_ 495 9.5"TJI 110 1.759.516 40 15 2380 1220 1,40E+08 16.11 33,27 16,1915.73 15.73 _ 0.72J-0.52 14.14 14.29 ';'14.14' 0.47 360 0.341 495 0--_._360 _.___•9.5"TJI 110 -._1.75 9.5 12 40 15 2380-1220 1.40E+08 18.61_•_44.38 17.82 17.31 17.31 0791 0.58 15.57 15 73 16.6T, 0_52.._-360 0.38j_ 495 9,5"TJI 110 1,75 9_5 9,6 40 15 2380 12201,40E+08 20,80 55.45 19,19 18.64 18,64 0,851 0.62' 16.77 16.94' 16.77 0.56 360 0.411_2195 1 9.5"TJI 110 1.75 9.5 19.2 40 10 2500 1220 1.57E+08 15.81 30.50 16.34 15.37 15.37 0.641 0.51 14.27 13.97 13.97 0.44 384 0,351 480 9,5"TJI 110 '• 1.75 ' 9.5 16 40 10 2500 1220 1.57E+08 17.32. !38.60.'17,36 16134 16.34 .0.68 . 0.54 15,17 14.84 z 44„1 : 0.46 384 0.37 480 9.5"TJI 110 1.75 9.5 12 40 10 2500 1220 1.57E+08 20.00 48.80 19.11 17.98 17.98 0.751_ 0.60 16.69 16 34 16.34 _0 51 384 0.41 _480 480 9.5"TJI 110 __-1.75 9.5 9.6 40 10 25001220 1.57E+08 22.38 61.00 20.58 19.37 19.37 -- 0.811._ 0.65 17.98 17.60 '17,50 0.55 384 0.441 480 9.5"TJI 210 2.0625 9.5 18.2 40 10 3000 1330 1.87E+08 17.32 33.25 17.32 16.30 16.30 07683 0.54 15.13 14.81 14.81 0.48 384 0.371 480 8,5"TJI 210 2.0825 9.5' 16 40 10 3000, 1330 ;1 87E#08 18.97' '.39.90 " 18.40 17.32,' .17.32' '0.72 0.58 :18.08 15 741 b�»t4i, 0.49 '-384 0.39 °: 480 9.5"TJI 210 2.0625 9.5 12 40 10 3000 1330 1.87E+08 21.91 53.20 20.26 19,06 19.08 0.791 0.64 17.70 17.32 .• :17.32 0,54 384 0.431480 9.5"TJI 210 2.0625 9.5 9.6 40�10 -3000 1330 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66 18.68 0.58 384 0.47' 480 MINI 9.5"TJI 230 2.3125 9.5 19.2 40 10 3330 1330 2.06E+08 18.25 33.25 17 89 16.83 18.83 0.701 0.56 15.63 15.29 15.29 0.48 384 0.381 480 i 9,6"TJI'.230 23125 ":9.5 16 40 ':10 3330 1330 2,06E+08 1939 '39.90' 19.01 17.89 ,17.89 0.75 .0,60 :16,60 , 11625 ,K.;""fCit. .0.51 :.384 021 .480 9.5"TJI 230 2.3125 9.5 12 40 10 3330_1330 2.06E+08_23.08 53.20 20.92 19.89 19.69 0.821 0.66 18.28 17.89 17.89 0.56 384 0.451 480 - _ - 9.5"TJI 230 2.3125 9.5 9.6 40 10-3330 1330 2.06E+08_._. 25.81.------66.50. 22.54 21.21 _ 21.27- 0`881 - 0.71 19.69-_19 27 19.27 0,60--384_ 0.481 480 - -- t -•-•- 11.875"TJI 110 1.75 11.875 19,2 40 10 3160 1560 2.67E+08 17.78 39.00 19,50 18.35 17.78 0271 0.54 17.04 16.67 18 67 0 52 384 0221--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 10.65 18.10' 17.72 E11174121: 0.55 384 0.44 480 11.875"TJI 110 1.75 11.875 12 40 10 3160 1560 2.67E+08 22.49 62.40 22.81 21.46 21.48 0.891 0.72 19.93 19.50 • 19.50 0.61 384 0.431_480 11.875"TJI 0 1.75 11.875 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57 23.12 23.12 0:981 0.77 21,48 21.01 . '21.01', 0,68 _384 0.531 480 11.875"TJI 210 2.0625 11.875 19.2 40 10 3795 1655 3.15E+08 19.48-41 38 20.61 19.39 19.39 0.811 0.65 _ 18.00 17.62 17.82 0.55 384 0.441 480 '1111.875"TJI 210 `2 0625 "11.875 12 40 10 3795 1655 3.15E+08 24.64 66.20 24.1049.65 22.68 22.68 0.951 0.76 21.15 _28 62 ,,,,1 0€61 ,'0.64 384 0.52 `r'"480 11.875 TJI 210 2.0625 11.8750.76 21.05 20 61 • 20.61 0.64 384 0_52 480 .875 TJI;210 2 9.6 40 10 3795 1655 3,15E+08 27.55 82.75 25,96 24.43 24.43 1.021 0.81 22.68 22.20 22.20: 0.69 384 0,551 480 11.875"TJI 230 2.3125 11.875 19.2 40 10 4215 1655 3.47E+08 20.53 41.38 21.28 20.03 20.03 0.831 0.67 18.59 18.20 18.20 0.57 384 0.451 480 11.875"TJI230 '.-2.3125 2.31252.3125• ,11. 075 16 . 40 10 .,:4215' 1655 3.47E+08 '22,49 ' '49.65 22.62 21,28 21:28 - -0.89 ..0;71 19.76 1934 149 .'060. `384 0,48 480 ' 11.875 12 40 10 4215 1655 3.47E+08 25.97 66.20 24.89 23.42 23.42 0.98; 0.78 21.74 21.28 21.28. 0.67 384 0.531 480 11,875"TJI 230 2,3125 11.875 9.6 40 10 4215 1655 3.47E+08 29.03 82,75 28,81 25.23 25.23 1.05 0.84 23.42 22.93''., 22,93: 0.72 384 0.57 480 4. i .._.._ ._._._. ._._._.._ __ _-•- - -_.-_ _____,_._ _._�. _._._ __- i. --•-------•---'-_•_-•- 11.875 RFPI 400 2.0625 11.875 19.2 40 10 4315 1480 3.30E+08 20.77 37.00 20.93 19.69 19.89 0.821 0.66 18.28 17.89_ ' 17.89 0.56 384 0.451 480 11.875".RFPI400 ,,23625 11375 16, 40 10. 4315 ;1480 '3.30E+08';> 22.76"•'44.40 ,22.24, '20:93, "2023 "0.87 •0.70 1943 ',>,:1901' 1901, ,0:59 384 0.48 480 11.875"RFPI 400 2.0625 11.875 12 40 10 4315 1480 3.30E+08 26.28 59.20 24.48 23.03 23.03 0.96 0.77 21.38 20.93 20.93 _0,65. 384 0.521 480 11.875"RFPI 400 2.0625 11.875 9.6 40 10 4315 1480 3.30E+08 29.38 74.00 26.37 24.81 24.81 1.03 0.83 23.03 22.54 22.54'. 0.70! 384 0.561 480 Page 1 D+L+S CT#14051-4015.2 7WIn Creak I LOAD CASE (12-12) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ks 1.00 Design Budding Factor D+L+8 c 0.60(Constant)' Section 3.7.1.5 Cr KcE 0.30(Constant)u Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 39.2 Max.Wa9 duration duration factor factor use Stud Grade Wdth Depth Spacing Height Ls/d Vert.Load Hor.Load oii 1.0 Load 6 Plate Cd(Fb)Cd(Pc) Cf Cf Cr Fb Fc perp Fe E Fb' Fc perp' Fe' Fce Pc fc teJF'c fb Ib/ in. in. In. 8. P8 Pe Pit (Fb) (Fc) Psi Psi Psi psi psi Psi psi Psi Psi Psi psi Fb"(1-fe/Fee) I+F Stud 1.5 3.5 16 7.7083 25.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 054 506 988 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9986 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 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 0.9947 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 0.9921 1993.4 1.00 1.15 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 12 825 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 968 449.95 39522 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 508 986 449.95 39522, 393.85 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 28.4 1895 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 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 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1780 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 OFF Stud 1.5 36 18 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 44995 388.13 387.30 1.00 0.00 0.000 OFF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.430 449.95 388.13 386.87 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F 92 1.5 5.5 16 7.7083 18.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 550 405 1300 1,300,000 1,271 506 1844.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F 92 1.5 5.5 18 9 19.6 3132 0.3852 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 508.18 0.60 0,00 0.000 11-F 02 1.5 5.5 18 8.25 18.0 3132 02858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1844.5 1203.70 948.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 18 7.7083 16.8 3287 02737 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 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.18 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 18 825 18,0 3287 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 0.58 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 1.15 875 425 725 1,200,000 854 531 875.438 144.28 139.02 138.41 1.00 0.00 0.000 SPF 92 1.5 5.5 18 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 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 18 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 550 405 1300 1,300,000 1,271 508 1844.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CTM 14051-4015.2 Twin Creek I LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Deal•n Bucklin•Factor D+L+W 0 KcE c 0.30.80 ----_��-��- --��- Cb e��5.'1----__��__�-�)-ETZI- -__- (Varies s Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Mas.Watt duration duratlo factor factor use Stud Grad Width Depth Sped • Height Le/d Vert.Load Hor.Load c.1.0 oad 0 Plat-Cd(Fb)Cd(Fc; Cf Cf Cr Fb Fe per• Fc E Fb' Fc perp' Fc• Fce Pc fc fclF'c Ib ib/ In. In. In. ft. p8 psf pit (Fb) (Fc) psi Psi psi psi pal pal pal H-F Stud 1.5 3.5 18 7.7083 28.4 1075 9.71 0.9951 1993,4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 pal s840 515.42 427.09 273.02 0.64 378.l 8.78 Fb'•(1478 pal 88 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 1.15 675 405 800 1,200,000 1,388 506 840 378.09 333.99 191.75 0.57 447.52 0.885 H-F Stud 1.5 3.5 12 9 30.9 1140 8.48 0.9098 2657.8 1.80 1.00 1.1 1,05 1.15 875 405 800 1,200,000 1,368 506 840 378.09 333.99 217.14 0.85 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.84 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 26.3 1425 9.13 0.9074 2657.8 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 8 825 28.3 2355 8.13 0.9981 3986.7 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 449.95 384.87 299.05 0.78 180.89 0294 OFF Stud 1.5 3,5 16 7.7083 26.4 1080 9.71 0.9971 2091.8 1.80 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 378.78 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 1.15 875 425 725 1.200,000 1,368 531 781.25 378.09 328.30 177.78 0.54 447.52 0.818 SPF Stud 1.5 3.5 12 9 30.9 1125 8.48 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 781.25 378.09 328.30 214,29 0.65 335.64 0.587 SPF Stud 1.5 3.5 18 8.25 28.3 980 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 76125 449.95 378.35 243.81 0.85 361.37 0.577 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 1,366 531 761.25 449.95 376.35 267.82 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9956 4183.6 1.60 1.00 1.1 1.05 1.15 875 425 725 1.200,000 1,368 531 781.25 449.95 376.35 294.60 0.78 180.69 0.383 1-1-F 22 1.5 5.5 18 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 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 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 2.033 508 1430 1011.45 804.50 506.18 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 1203.70 899.13 508.18 0.58 148.34 0.124 SPF 02 1.5 5.5 18 7.7083 16.8 3287 9.71 0.4327 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.8 3287 8.46 0.6033 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 1089.25 808.08 531.23 0.66 181.23 0.189 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.80 148.34 0.118 SPF Stud 1.5 3.5 18 14.57 50.0 70 8.48 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 144.28 138.14 17.78 0.13 0.979 SPF#2 1.5 5.5 16 19 41.5 860 9.71 0.9941 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.60 108.87 0.46 927.02 0.788 H-F 02 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 2,033 506 1430 228.94 219.02 98.97 0.44 927.02 0.798 Page 2 D+L+Wn.5S CTR 14051-4018.2 Twin Creek I LOAD CASE I (12-14) I (BASED ON ANSIIAFBPA NDS-19971 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+W+812 c 0.80(Constant)> Section 3.7.1.5 Cr 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(Fe) Eq.3.7-1 NDS 3.9.2 Max.Wa9 duration duration factor factor use Stud Grade VNdth Depth Spadng Height Laid Vert.Load Hor.Load u.1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Pb' Fe perp' Fc• Fce re lc felF'c lb ib/ in. in. in. R p0 Psf pit (Fb) (Fe) PW Psi Psi Psi Pal Psi Psi Psi psi Psi psi Fb"(1-1dFce) , H-F Stud 1.5 3.5 18 7.7083 28.4 1095 9.71 0.9982 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 968 515.42 441.22 278.10 0.63 378.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 6.48 0.9986 1993.4 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,306 506 968 378.09 340.90 194.29 0.57 447.52 0.674 • H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2057.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 966 378.09 340.90 219.05 0.64 335.64 0.584 *- H-F Stud 1.5 3.5 18 8.25 28.3 985 5.13 0.9983 1993.4 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,386 508 986 449.95 395.22 250.18 0.63 361.37 0.596 r: H-F Stud 1.5 3.5 12 8.25 26.3 1445 8.13 0.9959 2857.8 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 508 988 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 825 28.3 2390 5.13 0.9980 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 .1,200,000 1,388 506 989 449.95 395.22 303.49 0.77 18009 0.400 SPF Stud 1.5 3.5 16 7.7083 28.4 1080 9.71 0.9935 2091.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 515.42 431.52 274.29 0.84 378.78 0.589 SPF Stud 1.5 3.5 18 9 30.9 760 8.48 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 875.438 375.09 336.17 193.02 0.57 447.52 0.689 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 575 425 725 1,200,000 1,386 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 OFF Stud 1.5 3.5 18 8.25 28.3 975 8.13 0.9952 2091.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.84 381.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 OFF Stud 1.5 3.5 8 8.25 28.3 2380 8.13 0.9922 4183.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 449.95 388.13 299.88 0.77 180.69 0.396 H-F 02 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1378.83 1031.58 508.18 0.49 152.58 0.119 H-F 02 1.5 5.5 18 9 19.e 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1011.45 837.57 506.18 0.80 18123 0.178 H-F 02 1.5 5,5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.80 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 0.53 146.34 0.124 SPF 02 1.5 5.5 18 7.7083 16.8 3287 9.71 0.3872 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 0.52 152.58 0.114 SPF 02 1.5 5,5 16 9 19.8 3287 8,46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,003 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.189 SPF 02 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 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 0.56 148.34 0.118 SPF Stud 1.5 3.5 18 14.57 50.0 70 8.46 0.9955 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.28 139.02 17.78 0.13*WPM 0.979 SPF 02 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 108.67 0.45 927.02 0.786 H-F 02 1.5 5.5 18 19 41.5 800 9.71 0.9901 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,009 2,033 508 1844.5 226.94 220.14 96.97 0.44 927.02 0.798 Page 3 O+L+S+.SW CT#14061•4015.2 Twin Creak I LOAD CASE I (12.15) I (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 Design Buckling Factor D+L+S+W/2 c 0.80(Constant). Section 3.7.1.5 Cr KcE 0.30(Constant)c Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS Cb (Vales). > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NOS 3.9.2 Max.Wat duration duration factor factor use Stud Grade Width Depth Spadng Height Laid Vert.Load Nor.Load 4.1.0 Load Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fe perp Fc E Pb' Fe perp' Fc• Fce Fe fc ic/F'c lb fb/ In. In. In. ft. pit Pe pit (Fb) (Fc) , psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 18 7.7083 26.4 1335 4.855 0.9935 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 18 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15_ 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.78 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9978 2657.8 1.60 1.15 1.1 1.05.1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.88 0.77 187.82 0.403 H-F Stud 1.5 3.5 18 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 506 988 449.95 395.22 303.45 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1650 4.065 0.9990 2657.8 - 1.80 1.15 1.1 1.05 1.15 875 405 - 800 1,200,000 1,366 506 966 449.55 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.085 0.9995 3986.7 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 508 968 449.95 395.22 338.41 0.86 90.34 0.287 SPF Stud 1.5 3.5 18 7.7083 26.4 1315 4.855 0.9907 2091.81.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 18 9 30.9 965 4.23 0.9970 2091.8 - 1.60 1.15 1.1 1.05 1.15 675_ 425 725 _1,200,000 1,386 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 280.95 0.78 167.82 0.396 SPF Stud 1.5 3,5 16 8.25 28.3 1180 4.085 0.9922 2091.8 1.80 1.15 1.1 1.05 1.15_ 875 425 725 '1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.89 0.398 SPF Stud 1.5 3.5 12 8.25 28.3 1600 4.065 0.9973 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 675.438 449.95 388.13 316.19 0.81'135.51 0.334 SPF Stud 1.5 3.5 8 825 28.3 2630 4.085 0.9999 4183.6 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 875.438 449.55 388.13 333.97 0.88 90.34 0.257 H-F#2 1.5 5.5 18 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1378.83 1031.58 506.18 0.49 78.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300:1,300,000 2,033 508 1844.5 1011.45 637.57 508.18 0.80 90.61 0.089 H-F#2 1.5 5.5 18 8.25 18.0 3132 4.065 0.3479 3132.4 - 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1203.70 946.77 508.18 0.53 73.17 0.082 SPF#2 1.5 5.5 19 7.7083 18.8 3287 4.855 0.3304 3287.1 1.80 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 76.29 0.057 SPF#2 1.5 5.5 18 9 19.6 3287 4.23 0.4750 ' 3287.1 ' 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,053 531 1454.75 1089.25 850.16 531.23 0.82 90.81 0.085 SPF#2 1.5 5.5 18 8.25 18.0 3287 4.065 0.3750 .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 73.17 0.059 SPF Stud 1.5 3.5 18 14.57 50.0 255 4.23 0.9559 - 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 84.78 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 535 4.555 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.5970 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#14061-4015.2 Trio Creek I LOAD CASE I (12-16) I (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 Design Buckling Factor D+L+6+E/1.4 c 0.80(Constant)a Section 3.7.1.5 Cr KcE 0.30(Constant)a Section 3.7.1.5 Cf(Fb) Cf(Fe) 1997 NDS Cb (Varies) a Section 2.3.10 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 VNdth Depth Spacing Height Le/d Ved.Load Hof.Load <.1.0 Load(g Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fc E Pb' Fe perp' Fc• Fce Fc to fc/F'c lb IDI In, In. In. 8. p8 pet p9 (Fb) (Fc) Pet Psi Psi Poi Psi Psi Psi psi Psi pal psi Fb'(iddFce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 988 515.42 441.22 359.37 0.81 138.53 0.335 H-P Stud 1.5 3.5 18 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,386 508 988 378.09 340.90 258.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.80 1.15 1.1 1.05 1.15 875 405 ' 800 1,200,000 1,368 506 988 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 18 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.88 0.376 H-F Stud 1.5 3.5 12 825 28.3 1710 3.57 0.9947 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 449.95 395.22 325.71 0.02 119.01 0.315 H-P Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3988.7 1.60 1.15 1.1 1.05 1.15 075 405 800 1,200,000 1,366 508 966 449.95 395.22 342.86 0.67 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 28.4 1395 3.57 0.9984 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 18 9 30.9 1000 3.57 0.9918 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 338.17 253.97 0.76 188.655 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 18 8.25 26.3 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 0.386 SPF Stud 1.5 3.5 12 8.25 28.3 1890 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 0.308 SPF Stud 1.5 3.5 8 8.25 28.3 2070 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 449.95 388.13 339.05 0.07 79.34 0.238 H-F 112 1.5 5.5 16 7.7003 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 1844.5 1376.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 76.47 0.075 H-F#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 2,033 508 1644.5 1203.70 946.77 506.18 0.53 84.28 0.055 SPF02 1.5 5.5 18 7.7083 16.8 3287 3.57 0.3154 3287.1 1.80 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 58.10 0.042 SPF 82 1.5 5.5 18 9 19.6 3287 3.57 0.4818 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF 82 1.5 5.5 18 825 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 04.26 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 1,386 531 875.438 144.26 139.02 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 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F 82 1.5 5.5 18 19 41.5 945 3.57 0.9939 3132.4 1.80 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 NM18it Nickerson St E N G I N E E R I N G Suite cI I N C Seattle,WA F @ 98104 Project: r J Date: (206) 285-4512 FAXClient: Sil \ LV + �Ai WX Page Number_ (206) 285-0618 j��+.��{j/j]�/j]�({//''!j�:�!�^,,.�� /f�y�r � j (� (/,�l�.�J�/ �a�y��'�.� /► n .wry ��+' ..'1r�/��} } Ptz Ver';Pr -�.! Y� YRVW '../ r�'^� X11/ 6 ' G' , £ o_;: ,�.. G, p , 4- e �M: 3 • • 4 5 • W �j fi r / at) fi �._ ' i ' � t. € F '. �3 • .. ._ , i ; :it*.i : ;ki....:.„.! ,g:#1;44: f_. g ; : : ! ; • : ! • r ,. - : . 16 sew tS) ,(2 �- ' - .r' g., ..x t�-d .. ,3 , _ i ,. .. { fi s2 1Z.. xZ< > 9 ...SLY; . . ..: 4'a,$z- ,-„,,,_:;e,„ ` £ S 3 { F ii-� fi T ‘-'1'-j"''.}- ,- -.,..f - y F T" _ e � a 8 ... ': y/ 1, / f _ , 4 T I 3 j �r rte "' i t . _t 44,.F► 1974' •l 'r a t. l � Structural Engineers gam/ 14 f a . KM ENGINEERING ' 3110 tn.:Ire:son St. Suite 302 •No r.'i , : , Seattle.WA / 93109 Pro tect: ' - - 7-- -- - - - , Client: PAX: Page Nuinhen (206)285-03111 . 3144 1 2.1"t" Psf agr. KNE 644:Vree-A-g) -.1--1-20 Kg--2- OVt)(40.1-15 lc UK- . 1.,::W-Iti.t... ' . Is ola gi. r-- 1144> AP -suj, 44220,11 04 , ro ....... . - ?ewe, _. 1 srt i)?sr V . • "---Vii— .- . . Sa. IkYr-, ZINlialqi)+1013.4%- 1.470 le so ,-* 45,(,. ar4f)- 4c 45- Ai- e orc, . . i .... ,F , . 190 ill': ir- 2. 16, 3e __ • , If.5 V.64* AO+ Structural Engineers , , • j Design Maps Summary Report Page 1 of 1 II Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III k _ '-,,� "- /p � v y ,,a z , g +' 8- � , # C tsli.,,..r1; A J' ,.r s ck � ( SII e � 5 � s K� 0 t :j., � .%)., ' '1 ,«,„� =;,, � t 4m ,, ' , -4 1uxmss A8 wiet lc.. Iii. ..4-1,„?...„--,,..-:,„ .... ,..,.. ,. „,-_-_,,,,,-- . .,..,, -.07, 1. ;.,:w:-,fr. ,,,,J,,,-..,I--:,_,„ ,Agg.. -7-:A-rfk,_t,t,f;i,c:,.-3.1%vov,ot.:74___._;: ,:.: .1,1,..4:. --.1!, i.. 14, -,....;., 0,,,,i . / .. ,,. ,,,,,, ,,,,,,,...t ‘,,,,t;-.,,.4'4'K.'t 'At P,.4W...et, t.it,,,,- t .7,,,-;,,, '-....t ,+410,57,;!, ,,,,•z-v< ,:,,,,, "ff USGS—Provided Output S5= 0.972 g S„5= 1.080 g S. = 0.720 g Si = 0.423 g SMi = 0.667 g SDI = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. NICER ResponseSpectrum Design Response Spectrum 040 1.100. , 0.03 0,12 0,000,A4 Axa 0.50 1 ar 0.4.44 A 0,55 f °* I 0.440.12 042044 0.20 0.110400 Ate a 0.00 0 30 OA* 0.se LOC 1.20 1.40 1.40 LAO / 0.00 0.20 0.400 fl 1_is i 0 1.40 i.40 i 40 Z P.rkd,T i� 0Ptrlawl.1 t 00 Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Elevation B Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=Ciaignilli Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR lE=1.03M,cinim 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 S1=itiABil:ESEDinni Figure 1613.3.1(2) Figure 22-2 Latitude=A&46NakiiiiIiiiiia N Longitude=-122:89 W N/A (Or by ZIP code) (Or by ZIP code) http://earthouake.usos.gov/research/hazmaos/ htto://aeohazards.usos.aovklesionmaos/us/aoolication.oho 6. Site Coefficient(short period) Fa=iit11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv=-1,58..,,ligINDITirigg 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 SMI= 0.68 EQ 16-38 EQ 11.4-2 Sps=2/3*SMS Sos= 0.72 EQ 16-39 EQ 11.4-3 Sul=2/3*SMI Sp1= 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 SDC1 =ThillimiElimmiun 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 00= 30 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4 0 N/A Table 12.2-1 15. Plan Structural Irregularities - !)40 1321:211.1111 Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted ProcedureEqunr lateral Force - Table 12.6-1 Page 2 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: Elevation B SDs= 0.72 h„ = 18.00(ft) Sol= 0.45 x = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) .........................._.__.___.. S,= 0.43 k= 1 ASCE 7-05(Section 12.8.3) T�= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<TL.) 0.399 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDt*TO/`,T2*(R/IE)) (for T>T0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 St)/(RAE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.I1 Si?..0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 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 w, *hXk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - 18.00; 18.00 1666 0.02236.652 659.7 0.58 3.88 3.88 2nd" -i 8.00 10.00 10.00 1712 0.028 47.936 479.4 0.42 2.82 6.70 1st(base) 10.00 0.00 SUM= 84.6 1139.1 1.00 6.70 E=V= 9.38(LRFD) E/1.4= 6.70(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design F = DIAPHR. F, E F, w, E w, Fpx= EFl *w, 0.4*SDs*IE*wP 0.2*SDs*1E*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Max.FPx F Min. Roof 3.88 3.88 36.7 36.7 5.28 3.88 10.56 5.28 2nd 2.82 6.70 47.9 84.6 6.91 3.80 13.81 6.91 1st(base) 0.00 0.00 0.0 84.6 0.00 0.00 0.00 0.00 Page 3 ASCE 7-10 WIND Part2 WIND TITLE: MAIN W ND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: Elevation B NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft) is 30 bb ''..30;00:ft. Roof Plate Hi= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width= 40 b d8 Oft. V O. Wind Speed 3 Sea 001 .4 120 120 mph Figure 1809 Fig. 26.5-1A thru C V asd. Wind Speed 333o.o.a <mph (EQ 16-33) Exposure B,. B' iw=?.. 1.0 1.0i N/A N/A Roof Type=', Gable: Gable P830 A=` 28& 28 6 psf Figure 28.6-1 P830 a= 4 6 4.0;pat Figure 28.6-1 Psooc= Figure 28.6-1 P830D= .4.7 '4:71p0 Figure28.6.1 Figure 28.6-1 Section 26.8 windward/lee= 100. 1,00:(Single Family Home) X•Ke•I : 1 1 Ps=T*Kit•I*P.3o= (Eq.28.6-1) P8A' 28.60 28.80 psf(LRFD) (Eq.28.6-1) Ps B= 4.60 4.60 psf(LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PsA.ndcswipe 24.7 24.7 psf(LRFD) Psa.,doworms= 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 root-> 1.00:: .1.00 1.00; 1.00 16 psf min. 18 psf min. width factor 2nd-> ,;:1.00;; .;:1.00;' wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA 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 0 384 Roof - 18.00 18.00 4.0 64 0 96 0 84 0 128 0 10.2 12.3 8.05 6.05 7.17 7.17 2nd 8.00 10.00 10.00 9.0 144 0 218 0 144 0 288 0 5.8 6.9 8.59 14.84 10.08 17.25 t st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 1000 AF= 1200 16.0 19.2 V(n-s). 14.64 V(e-w)= 17.25 kips(LRFD) klps(LRFD) kips kips Page 4 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECTS: Elevation B SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) 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) V(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Roof - 18.00 18.00 0.000.00 0.00 0.00 10.24 10.24 12.29 12.29 2nd 8.00 10.00 10.00 0.00` 0.00 0.00' 0.00 5.76 16.00 6.91 19.20 1st(base) 10.00 0.00 0.00 V(ns)= 0.00 V(e-w). 0,00 V(n-s16.00 V(e-w 19.20 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 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) Vi(E-W) V(E-W) Roof 8 10 10 10.24 10.24 12.29 12.29 7.93 7.93 9.52 9.52 2nd 10 0 0 5.76 16.00 6.91 19.20 4.46 12.39 5.35 14.87 1st(base) 0 0 0 V(ns)= 16.00 V(e-w)= 19.20 V(ns) 12.39 V(e w)= 14.87 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 5_ SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: Elevation B SHEATHING THICKNESS %beaming=7/16" NAIL SIZE nail size 0;131 tdia.X 2 5 long STUD SPECIES SPECIES H SPEziaiiiniamin 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$allowable V wine 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) —I 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 :760, 353 1065' 495 P3 980; 456 1370; 637 P2 1280: 595 1790'; 832 2P4 1520 707 2130; 990 2P3 ... 19601 911 2740; 1274 2P2 2560,`; 1190 ' 3580; 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS %beaming= 1/2' NAIL SIZE nail size= 1 1/4"long No.67TYpe S of W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw v allowab a 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#: Elevation B Diaph.Level: Roof ........_.... Panel Height8i ft. Seismic V I= 3.88 klps Design Wind N-S V I= 7.93 kips Max.aspect 3.51 SDPWS Table 4.3.4 Sum Seismic V I= 3.88 kips Sum Wind N-S V I= 7.93 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W perSDPWS-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 en. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext, A,T1 ' 418 i 15.0 46.0 1.00,' 0.15 1.98 0.00 0.97 0.00 1.00 1.00 65 P6TN P6TN 132 7.76 26.12 -1.28 -1.28 15.86 31.05 -1.06 -1.06 -1.06 Ext. A.T2 139''-'. 5.0, 46.0 1.00' 0,15! 0.66 0.00 0.32 0.00 1.00 1.00 65 P6TN P6TN 132 2.59 8.71 -1.41 -1.41 5.29 10.35 -1.17 -1.17 -1.17 Ext." AT3 278 . 10,0 • 46.0 1.00 0.15 1.32 0.00 0.65 0.00 1.00 1.00 65 P6TN P6TN 132 5.17 17.41 -1.31 -1,31 10.58 20.70 -1.08 -1.08 -1.08 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„ 00' „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 '' a 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' X1.00 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 0.151 0.71 0.00 0.35 0.00 1.00 1.00 70 P6TN P6TN 143 2.80 8.90 -1.41 -1.41 5.72 10.58 -1.12 -1.12 -1.12 Ext..'::.0.T2.. °'300: '110.0 47.0.;,1.00 X0.15 1.43 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 143 5.59 17.79 -1.31 -1.31 11.43 21.15 -1.04 -1.04 -1.04 Ext. :',:13,T3.•:":..::::•143 '4 " .8 47,0 '1,00:!.:1',,c).15 0.15' 0.68 0.00 0.33 0.00 1.00 1.00 70 P6TN P6TN 143 2.66 8.45 -1.42 -1.42 5.43 10.05 -1.13 -1.13 -1.13 Ext. B.T4 240 -8.0 47.0::-::•1.00.:1:::o45i 1.14 0.00 0.58 0.00 1.00 1.00 70 P6TN P6TN 143 4.47 14.23 -1.33 -1.33 9.15 18.92 -1.08 -1.06 -1.06 0! 020 0.0 :.'1.00.:E',...0,00 1 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 0,001 0.00 0.00 0.00 0.00 1,00 0.00 0- -- o o.00 o.00 o.00 o.00 o.00 o.00 o.00 0.00 0.00 o' 0.0 0.0., .1.00 0.00' o.00 o.00 o.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' o.00 0.00 0.00 0.00 1,00 0.00 0 - -- o o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' o.0 0.0 1,o0 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',.E..-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 j,, 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" o.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 0,07 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 1668 57.8 57.8=Leff. 7.93 0.00 3.88 0.00 EV,wnd 7.93 EVE0 3.88 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#: Elevation B Diaph.Level: 2nd Panel Height 9'.ft. Seismic V I in 2.82 kips Design Wind N-S V I. 4.46 kips Max.aspect= 3.5,SDPWS Table 4.3.4 Sum Seismic V i- 6.70 kips Sum Wind N-S V I• 12.39 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pL= 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 efl. C 0 w dl V level V abv.V level V abv. 2w/h v 1 Type Type v i OTM RorM Unet U. OTM RoTM Unet U. U. HD (sgff) (ft) (ft) (klfl (kip) (kip) (kip) (kip) p (PO) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A Ma 621 ;29 0, .46x0 1 00 01.5 1.62 2.88 1.02 1.41 1.00 1.00 84 P6TN P6 155 21.85 50.50 -1.01 -2.29 40.43 60.03 -0.69 -1.75 -1.75 Ext. A Mb`' 235 '11 0 46.0 )00 0.15! 0.61 1.09 0.39 0.53 1.00 1.00 84 P6TN P6 155 8.29 19.18 -1.05 -2.48 15.34 22.77 -0.72 -1.89 -1.89 •',..,. - 0 0 0 ,00 1 00. 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 -1.31 0.00 0.00 0.00 -1.08 -1.08 q 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 1.004.06aqi0.0a 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 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 00 1 00. 0,00' o.00 o.00 0.00 0.00 too o.00 o- - 0 0.00 0.00 0.0o 0.00 0.00 0.00 0.00 0.00 0.00 q 0 0 00 1 00 '0,00'; o.00 o.00 o.00 0.00 too o.00 o- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ,_ 0 0 00 1 00i q 00 0.00 0.00 0.00 0.00 too 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext: S.Msr, 571 ;1,00 �%4'�'0 1 00 ,0,15; 1.49 2.84 0.94 1.29 1.00 1.00 223 P6 P4 413 20.09 17.79 0.25 -1.16 37.18 21.15 1.72 0.60 0.60 Ext. B Mb 285 5 0 ::47 1.00 F 0.15: 0.74 1.32 0.47 0.65 1.00 1.00 223 P6 P4 413 10.05 8.90 0.27 -1.04 18.59 10.58 1.85 0.81 0.81 MWMIPMMWOMONNOM*40M0i 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 -1.42 0.00 0.00 0.00 -1.13 -1.13 M4ONEmilmtmaxwoAm000pool 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 -1.33 0.00 0.00 0.00 -1.06 -1.06 0 ,: 00 U 0 1.00; ;0.00'; 0.00 0.00 0.00 0.00 too o.00 o- - o o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 G x 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 ?;i0 0 1'00 0 00, 0.00 0.00 0.00 0.00 too 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MgWOMMWMAJIMIOAM*WaiWI 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 o b 0 0 0 1:.00;x;0.00' o.00 o.00 o.00 0.00 too o.00 o- - o o.00 o.00 0.00 0.00 0.00 0.00 0.0o o.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 '10: 0. .000 0 ; o.00 o.00 o.00 0.00 too o.00 o- - o o.00 o.00 o.00 o.00 o.00 o.00 o.00 0.00 0.00 M4MligaMlikOIMMOWN011[10* 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 'T 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; o.00 0.00 0.00 0.00 too o.00 o-- -- o o.00 o.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 b 0 1,00'101661 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 ,,1 008 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=Leff. 4.46 7.93 2.82 3.88 1.00 EVwind 12.39 EVE° 6.70 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: .1ATERALE-W(sideto side-left/right) CT PROJECT#: Elevation B Diaph.Level: Roof Panel Height.,•:': ::.,8 ft. Seismic V I= 3.88 kips Design Wind E-W V I= 9.52 kips Max.aspect= ".3,5 SDPWS Table 4.3.4 Sum Seismic V I= 3.88 kips Sum Wind E-W V I- 9.52 kips Min.Lwall= 2.29 ft. per SDPWS-2008 pi= 1.00 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W 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. Lwail LDL eff. C 0 w dl V level V abv.V level V abv. 2w/ft v i Type Type v i OTM RorM Unit U. OTM ROTH Una Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Rear 1.Ta• 283.6!:',•!,':.,„6.0: 40.0 -1.00 0.15 1.62 0.00 0.66 0.00 1.00 1.00 83" • 203 5.28 12.11 -0.93 -0.93 12.96 14.40 -0.20 -0.20* Rear,2.Tb ,,407.6,; 11.5 .40 0 ;.1.00 0.15. 2.33 0.00 0.95 0.00 1.00 1.00 83* 203 7.59 17.41 -0.91 -0.91 18.63 20.70 -0.19 -0.19* Rear,;.3.Tc* 141.8" 4.0.. 40 0 1.00 0,151 0.81 0.00 0.33 0.00 1.00 1.00 83* * 203 2.64 6.06 -1.02 -1.02 6.48 7.20 -0.22 -0.22• 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 Int N/A 0.,•.,,2,j1',0,0"'!:. 0,0],i.„.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 Int N/A 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 Int N/A b 0.0 :::!',',.,(3.0;,',.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 148,7 2.5'. 11.0 1.004:9:15 0.85 0.00 0.35 0.00 1.00 0.83 222* 340 2.77 1.04 0.94 0.94 6.80 1.24 3.03 3.03" Front. 4.Tb ,148.7 2 5 :11.0 • 1.00 0,15 0.85 0.00 0.35 0.00 1.00 0.63 222* 340 2.77 1.04 0.94 0.94 8.80 1.24 3.03 3.03" Front 4.Tc 119, 2 0 9.7. 1.00' 0.15' 0.68 0.00 0.28 0.00 1.00 0.50 277" 340 2.22 0.73 1.11 1.11 5.44 0.87 3.43 3.43• Front 4;Td 119;: 2.0 ,,9X,:. 1.00 0.15' 0.68 0.00 0,28 0,00 1,00 0.50 277• * 340 2.22 0.73 1.11 1.11 5.44 0.87 3.43 3.43" •Front"4.T8• 148.7= 2.5,,•,':'•11.77,:.-1:00,,,', 0.151 0.85 0.00 0.35 0.00 1.00 0.83 222• " 340 2.77 1.10 0.91 0.91 6.80 1.31 2.99 2.99* Front 4.Tf 148.7 2,5 11.7 1,00 0.15! 0.85 0.00 0.35 0.00 1.00 0.63 222* • 340 2.77 1.10 0.91 0.91 6.80 1.31 2.99 2.99* '..10,-1;,.!!'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 01 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 0.9..E:.•.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 0.001 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,q ",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 .F 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;T:-'1„0.0,:F..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 1668 37.5 37.5=L eff. 9.52 0.00 3.88 0.00 EV vim 9.52 EVE) 3.88 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#: Elevation B Diaph.Level: 2nd Panel Height;; 9 ft. Seismic V I• 2.8 fps Design Wind E-W V I• 5.35 klps Max.aspect=' 3.5 SDPWS Table 4.3.4 Sum Seismic V I• 6 0 kips Sum Wind&W V I• 14.87 kips Min.Lwall= 2.57 ft. (0.8-0,14Sds)D+0.7pDe 0.6D+W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind •'.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 Logy en. C 0 w dl V level V abv level V abv. 2wM vi Type Type vi OTM ROTM Unet Uwe OW ROTM Line Leu. U.um HD (sgft) (ft) (ft) (kif) (kip) (k`. (kip) (kip) p (Pif) (Of) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Rear 1 73 107 6 4.3; -12 3 1;00 018; 0. 1.20 0.18 0.49 1.00 0.94 168" 361 5.98 1.98 1.12 0.18 13.80 2.36 3.19 3.00• ''Rear 2 Tb'' 98'X7 $9 12.3 1`.00;, 0.15; 0 .1 1.10 0.16 0.45 1.00 0.87 181 " " 361 5.49 1.82 1.14 0.23 12.66 2.16 3.25 3.08' ILiRear. ;3,Tc 158,3 " 8 3 18 5 1 00; ,0 15! +.!Ilf50 1.76 0.26 0.72 1.00 1.00 156" 361 8.80 4.61 0.75 -0.27 20.30 5.48 2.85 2.44* Rear 4 7d i 63 31 2 5 1.9 5 1 00` 0„15 0.20 0.70 0.10 0.29 1.00 0.58 282" 381 3.52 1.85 0.91 0.91 8.12 2.19 3.23 3.23* ' 0 `0 0 0 0 1 00 0 + 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 m t N/A '181 t s 5 5 8 5 1 00 15; 0.57 0.00 0.30 0.00 1.00 1.00 54 P6TN P6TN 103 2.68 1.15 0.32 0.32 5.10 1.36 0.77 0.77 0.77 Irl N/A 4t19 7 5 7 5 1.00 015'; 0.77 0.00 0.41 0.00 1.00 1.00 54 P6TN P6TN 103 3.66 2.13 0.22 0.22 8.95 2.53 0.85 0.65 0.65 • a 0 0 0 0 1 +,,-0..,000,.:1 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 nt 8. '1b+ 0.+ ` A+0!- b. 3 r 00 0 0 +.0+ 00 1.00 70 P6TN P6TN 134 6.34 3.79 0.27 0.27 12.05 4.50 0.81 0.81 0.81 + t 0 0 0.0+ .00 0.+0 1.++ 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 f=ront 4.Ta. 1171 2 4 2b 5 1.00', 01 0.37 0.89 0.19 0.62 1.•c 0.54 629 ABWP ABWP 785 7.35 1.88 3.13 4.07 17.06 2.23 8.48 11.51 ABWP Front 4 Tb 0 0 0 0.0 1.00 f1 1 , 0.00 0.00 0.00 0.00 L+ 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Frbnt 4 Tc 0 0 0 0 0 1 00; 015 0.00 0.00 0.00 0.00 1.0+ 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! 1171 2 4 20 5 100, 015 0.37 0.89 0.19 0.62 1.., 0.54 629 ABWP ABWP 785 7.35 1.88 3.13 4.24 17.06 2.23 8.48 11.90 ABWP r.' T- 9 9 .,-0g.,:11,,,.:.." F ' • 0', +•'5! 0. + + 18 0 1.,' 0.44 569* 576 4.55 0.88 2.75 3.68 10.38 1.05 6.99 9.99* Front 4 Tf` 98 91 3 0 1!7 1 00 6 15 0.30 1.49 0.16 0.35 1.00 0.44 569" * 576 4.55 0.88 2.75 3.66 10.38 1.05 6.99 9.99 0 • . ' 0 0 a•o 1.001 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 a 0 0 0 1;00 0 o0 0.00 0.00 0.00 0.00 too 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 d 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 p 0 1.00 0 00; o.00 o.00 o.00 0.00 1.00 0.00 0--- - o o.00 o.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0 00' o.00 o.00 o.00 0.00 too o.00 o-- - 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 „5 0 00 o.o0 0.00 0.00 0.00 1.00 0.00 0-- - o o.00 o.00 o.00 o.00 0.00 0.00 0.00 0.00 0.00 6 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 u a a '0 0 100 a 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 ;%':: :-4'."'''''''''':07.''''''1,1. 00 01. 0 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 z. b o,. :0 0 1.00 0 no,; 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 .p 0 1 00 0,00i o.00 o.00 o.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 ;'i 0 0 ':0 0 '1.00 x 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 .`b 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 48.7 48.7=L eff. 5.35 9.52 2.82 3.88 E V,,;,,d 14.87 E V EQ 6.70 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 B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4,Ta,4.Tb Roof Level w dl= 150 plf V eq 692.6,' pounds V1 eq= 362.3 pounds V3 eq= 330.3 pounds V w= 1699.7 pounds V1 w= 889.1 pounds V3 w= 810.6 pounds ► —� v hdr eq= 63.4 pff ► •H head= A v hdr w= 155.7 plf 7 vA Fdragl eq= 183 F2 eq= 166 Fdragl w= F2 -408 H pier= v1 eq= 127.9 pff v3 eq= 127.9 plf P61141 E.Q. 5.0 v1 w= 313.8 pff v3 w= 313.8 pff P6 WIND feet Htotal= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= F4 -•- 166 feet • Fdrag3 w=448 F4 w=408 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 63.4 pff P6TN 3.0 EQ Wind v sill w= 155.7 pff P6 feet OTM 6234 15297 R OTM 4461 5363 UPUFT 173 969 Up above 0 0 UP sum 173 969 H/L Ratios: L1= 2.8 L2= 5.5 L3= 2.6 Htotal/L= 0.82 4 0 4 0 4 Hpier/L1= 1.76 Hpier/L3= 1.94 L total= 10.9 feet JOB#: Elevation B SHEARWALLWITH FORCE TRANSFER El ID: evation S 4;Tc,4.Td Roof Level w d =ISM15q, p/f V eq ONVA444ii pounds V1 eq= 277.1 pounds V3 eq= 277.1 pounds V w 4359 7 pounds V1 w= 679.9 poundsV3 w= 679.9 pounds v hdr eq= 58.3 plf •H head= A v hdr w= 143.1 plf Fdragl eq= 160 F2 eq= 160 Fdragl w= .4 F2 -394 H pier= v/eq= 173.2 plf v3 eq= 173.2 plf P6 E.Q. w= 339.9 plf v3 w= 339.9 plf P6 WIND , . .:.........._..._:: feet Htotal= 2w/h= 0.8 2w/h= 0.8 9 Fdrag3 eq= :i F4-• 160 feet £ Fdrag3 w=394 F4 w=394 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 58.3 plf P6TN 3 0 EQ Wind vs/II w= 143.1 plf P6TN ................ ..._.......... ................................_ feet OTM 4987 12238 R OTM 3379 4061 UPLIFT 182 926 Up above 0 0 UP sum 182 926 HIL Ratios: L1= .. ' 2.0- L2=illIN90K5.5 L3='. 2;0 Htotal/L= 0.95 Hpier/L1= 2.50 Hpier/L3= 2.50 + L total= 9.5 feet . 1 JOB# Elevation B SHEARWALL WITH FORCE TRANSFER li ID:Elevation B 4.Te,4.Tf Roof Level w dl= 150 plf V eq 692.6 pounds V1 eq= 346.3 pounds V3 eq= 346.3 pounds V w= 1699.7, pounds V1 w= 849.8 pounds V3 w= 849.8 pounds __ -* v hdr eq= 60.2 plf - 0- •H head= A v hdr w= 147.8 plf 1 y Fdragl eq= 196 F2 eq= 196 Fdragl w= -.0 F2 -480 H pier= tel eq= 138.5 plf v3 eq= 138.5 Of P6TN E.Q. 5.0 vt w= 339.9 plf v3 w= 339.9 Of P6 WIND feet H total= 2w/h= 1 2w/h= 1 9 • Fdrag3 eq= .• F4-.- 196 feet • Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 60.2 plf P6TN 3.0 EQ Wind v sill w= 147.8 plf P6TN feet OTM 6234 15297 R OTM 4951 5951 • UPLIFT 118 863 Up above 0 0 UP sum 118 863 H/L Ratios: L1=, 2.5 L2= 6.5 L3= 2.5 Htotal/L= 0.78 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 11.5 feet JOB# Elevation B SHEARWALL WITH FORCE TRANSFER {` ID:Elevation:13'1 Ma,1.1NL 1 Roof Level w dl= 150; plf V eq1275.1 pounds V1 eq= 677.4 pounds V3 eq= 597.7 pounds V w2940 6 pounds V1 w= 1562.2 pounds V3 w= 1378.4 pounds _ --► v hdr eq= 106.3 plf A H head= A v hdr w= 245.0 plf l .Iv Fdrag1 eq= 226 F2 eq= 199 A Fdrag1 w= "1 F2 -459 H pier= v1 eq= 159.4 plf v3 eq= 159.4 pff P6 E.Q. :.;.54:'.:',::: v1 w= 367.6 plf v3 w= 367.6 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= • F4=•- 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 3,0.7::,'..' EQ Wind v sill w= 245.0 plf P6 'feet OTM 11476 26465 R OTM 5391 6480 T UPUFT 537 1763 Up above 0 0 UP sum 537 1763 HIL Ratios: L1= 4.3 L2= 4.0 L3= ' 3.8 HtotalL= 0.75 4 0 41 ►4 Hpier/Ll= 1.18 ► Hpier/L3= 1.33 L total= 12.0 feet JOB#. Elevation B SHEARWALL WITH FORCE TRANSFER ID:Elevation B 1.Mc,1.Md Roof Level w dl= 150: p/f V eq 1368.9 pounds V1 eq= 977.8 pounds V3 eq= 391.1 pounds V w= 3157.1 pounds V1 w= 2255.0 pounds V3 w= 902.0 pounds ► ► v hdr eq= 62.2 plf •H head= A v hdr w= 143.5 pH 1 Y Fdreg1 eq= 589 F2 eq= 236 Fdrag1 w= 8 F2 -543 H pier= v1 eq= 156.4 plf v3 eq= 156.4 plf 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 • UPLIFT -272 311 Up above 0 0 UP sum -272 311 H/L Ratios: L1= 6.3; L2= 13.3 L3= 2.5 HtotalL= 0.41 4 ► 4 ►4 ► Hpier/L1= 0.80 ► Hpier/L3= 2.00 L total= 22.0 feet JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation Roof Level w dl=giggli160: plf V eq X1013 7 pounds V1 eq= 505.9 pounds V3 eq= 505.9 pounds V w 2305 8: pounds V1 w= 1152.9 pounds V3 w= 1152.9 pounds ....:.:. v hdr eq= 89.3 plf ► •H head= v hdr w= 203.5 plf Fdrag1 eq= 327 F2 eq= 327 • Fdragl w= 6 F2 -746 H pier= v1 eq= 252.9 plf v3 eq= 252.9 plf P4 E.Q. 3.0 v1 w= 576.5 plf v3 w= 576.5 plf P3 WIND feet._. Htotal= 2w/h= 1 2w/h= 1 7 Fdrag3 eq= F4- 327 feet • Fdrag3 w=746 F4 w=746 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 89.3 plf P6TN 3 0 EQ Wind v sill w= 203.5 plf P6 feet OTM 7082 16141 R OTM 4805 5777 • • UPLIFT 213 972 Up above 118 863 UP sum 332 1835 1 H/L Ratios: L1= 2,0: L2 7,3 L3= 20 HtotalL= 0.62 4 ► 4 04 0 Hpier/L1= 1.50 Hpier/L3= 1.50 L total= 11.3 feet , t- trvyrr A PATechnicr , TT-100F 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 cyrlic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential ph aced 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 APA—riu Engineered WoodAssocialion PORTAL FRAME DESIGN (MIN.WIDTH =22 1/2"): EQ=810#< EQ(ALLOW)= 1031# WIND= 1260#<WIND (ALLOW)= 1444# Table 1.Recommended Allowable D gn Val . for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu ' eight Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart"M(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 . 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 112" 10 (e b.1 31 EQ(1444 WIND) roundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values ore for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rou h width of o nin per wind design min 1000 lbf 9 Pe g on both sides of opening for single or double portal opposite side of sheathing Pon wall height1. I � •. � Fasten top plate to header r e a with two rows of 16d r _, sinker nails at 3'o.c. zAzi; Fasten sheathing to header with 8d common or :'r Min 3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown i i. panel sheathing max ., total �i L Header to jack-stud strap per wind design. f wall � r Min 1000 lbf on both sides of opening opposite i r - height i.:: -.`. side of sheathing. If needed,panel splice edges tr shall occur over and be 1 a Min.double 2x4 framing covered with min 3/8" nailed to common blocking thick wood structural panel sheathing with ; k ii within middle 24'of portal height . k 8d common or galvanized box nails at 3"o.c. - y height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each .. \Z~ panel edge. Min length of panel per table 1 Typical portal frame construction ` Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king 0and jack stud).Number of Min reinforcing of foundation,one#4 bar1 jack studs per IRC tables Atop and bottom of footing.Lap bars 15'min. �' R502.5(1)&(2). , Min footing size under opening is 12'x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2"x 3/16'plate washer 2 0 2014 APA—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 www.apawood.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 DESIC:(253)620-7400■E-mail:help@apowood.org Form No.1T-100F 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 make any warranty,expressed or implied or assume any legal liability or responsibility for the use,application APA at and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult 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 ore used,it cannot accept responsibility of produd performance or designs as actually constructed. 3 ©2014 AM—The Engineered Wood Association 180 Nickerson St. CT ENGINEERING Suite 302 Project: -frail 0(11 13.A.A7,16=0". Pte.— Date: ltl�.J. SXeatle,WA (2o:)285-4512 Client: �ie6 23q3;1,3,2 / Krp ) Page Number: (206)285-0618 VC; ,eThlb ;/)— 6'0 OV9 a AV I ogs � b 0/17-AS-Vel-q/z) • 4q- \ V`:. x l b`` 12" k i V' . , • k u .1- •?T111� ec--41�a, e A� 1 /� p.5 t•;y? gt= . 6)(02 60) . (15S)0)(416) • g5 Z3 LI ) 35Z M� -. x J �C � 68 .9, - • �,. i �� s LO d' .= 5'' e X t& FT, w/(2 4- 01= 0,;63 6 C-+.tv, "j ) 12xiZ 0/4-0--7* pkiel • • 11% . €(1 J D) ., • ,l ! �r5,' tem, e(4,90 -s a\ P? -i rug.. 0,r.;13e w .a. ' Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 Table 2.2A Uplift Connection Loads from Wind ' - • ' . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed ' 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(plf)1'7414' '7 Design Dead Load , 12. 118 128 140 164 190 219 249 281 315 369 2 24 195 213 232 •272 315 362 412 465 521 612 Se7 O psf0 36 272 298 324 380 441 506 576 650 729 856 m 48 350 383 417 489 567 651 741 836 938 1100 rn 60 428 468 509 598 693 796 906 1022 1146 1345 0 . 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 0 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 V 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 �7 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. 1 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. ! 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, FL multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) 1 12 I 1619.2 24 48 • Multiplier 1.00 1.33 ( 1.60 I 2.00 4.00 .I' 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 1 - s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads.for wall-to-wall-or t. wall-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. ;1 "• 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the 3� header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. 'f,!41 T For jack rafter uplift connections use a roof span equal to twice the jack rafter length.The jack rafter length ii .W.-. :,ma - c=. includes the overhang length and the jack span. • Jam. ... F= s Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. 41ti AMERICAN WOOD COUNCIL 180 Nickerson St. C T ENGINEERING Suite 302 `y'(y�►/�j {�1/ INC. Seattle,WA Protect: �! r �`�� 5),v1 f 1b' Date: 98109 (206)285-4512 FAX: Client: Page Number. (206)285-0618 \M•tii) LOPL 010)\R-i- ' 112v0$ 1;41u-_ ‘cAtzp) AQP ; M - A 5'2,2 A- . • f IJP 1 l o- MPS uL g 17.-404.„,-;t 33 • 15 P tc,nv DL • • ok "'M ss 4�� CthN ' 36: qv Via': (A =CM. ?Pe )6p, _. �< G1 n K_ T1 sS N 17-.6 2.Q= t cam � : Z` .= 4 )(2)61,0 a 6) 5� 2 A a : (116Y 11?4)(P'75 4-1:/44— : : E_ gPv j tvc Cl_) -rrP. GL-koso .e6A. P K. 5q, res -_ Structural Engineers TRUSS TO WALL CONNECTION .;I.1 VM ill`•:; IPLIES SS CONNECTOR 10 TRUSS TO TOP PLATES nil III II 1 HI (6)0.131" X 1.5" (4)0.131'X 2.5' cm ,e, 1 H2.5A (5)0.131"X 2.5" (5)0.131" X 2.5' `s:P i(ii 1 SDWC15600 - - 0, ..`.ISS 2 1110-2 (9)0.148"X 1.5" (9) 0.148"X 1.5" in/(1 Ton 2 (2)H2.5A (5) 0.131"X 2.5' EA. (5)0.131"X 2.5" EA lniti. ` :o 2 (2)SDWC15600 --.. - - r,m 2.sn 3 (3)SDWC15600 - - 1116 31 ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLK'G. oj 0.131" X3" TOENAIL -��'o'" AT 6" O.C. i i' ii H2.5A & SDWC15600 Srn F COMON//GIRDER TRUSS PER PL 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) 114 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION SPF Vi'iuES I Cr TRUSS -- PL6 C01111ECToR 10 TRUss TO TIP PLATES UPLIFT Fl 1 H1 (6)0.131" X 1.5" (4)0.131' X 2.5" --400 415 1 H2.5A (5)0.131'X 2.5' (5)0.131"X 2.5" 555 110 1 SDWC15600 - - 4F15 115 • 2 H10-2 (9)0.148" X 1.5" (9)0.148'X 1.5' lr)i0 inn-- 2 . (2)H2.5A (5)0.131"X 2.5" EA. (5)0.131'X 2.5" EA imri 7211'-. 2 (2)SDWC15600 - - - 1170 2s0-.. 3 (3)SOW= - - -14,; -----3.i5 ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE Bd AT B' O.0 CONNECTIONS 2X VENTED BUM. iii ill'1 `.,.. . -0- 1 1 H2.5A & SDWC15600 STY!F • COMMON/GIRDER TRUSS 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"= I'-0' (BEAM/HEADS? AT SIMILAR) _ _. 1 191 TYPICAL TRUSS TO WALL CONNECTION [