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Specifications MS Ta.) /(,. • 60/16f- / 3 -21 2 sw /2c-74 D CT ENGINEERING AR 4 2016 Structural Engineers INC. 180 Nickerson Street Suite 302 Seattle, WA 98109 C:" $�s d 208.285.4512 (V) 208.285.0818 (F) #15238 Structural Calculations River Terrace Plan 5 Elevation B W Tigard, OR REG6 k,_, � ,p/es Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1=0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 C T ENGINEERING 180 Nickerson St. INC 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(ELateral design Procedure) s based on the ASCE 7110 quip lent e wind seed, exposure category B, and with a Kit value of 1.00. 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 shearvwalls 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(O.S.B.) 2.2 psf Trusses at 24"O.C. 4.0;psf Insulation 1.0 psf (1)5/8"gypsum ceiling' 2.8 'psf Mise./Meeh." 1.5'psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0'psf NO gypsum concrete OA psf 3/4"plywood(OSB.) 2.5 psf joist at 12" 2.5`°psf Insulation ! (1) 1/2"gypsum ceiling 2.2'1.0psf psf Mise 2.6 psf FLOOR DEAD LOAD 15.0 PSF . 4 (2)248 HDR ( )2x8 F)R (2'2x8 Hr t RB.1 RB.2 RB.3 RB.4 .2B.5 T. o 1• m l` g n N ' u lb ,[11 , ,:� 1••••••,...„ 1 1 I h GT i bl i i V 1 1 i GT 1 1 1 1 1 i I 1 1 I I1 I 1 l 1 1 i i I o T- 1 • IIII 1 � 1 � l I 1 1 1 1 I 1 1 b =Tr-I 1 1 I -1 1 1 :BE 1 1 o . A N 'a' rCc t� I _ cg co IXN I I 1 1 . 1 it 1 1 111 1 1 ; . ROOF TRUSS 24"O.0 1 1 1 - T 1 13 8 = o1 .:-::••i2i3iF.•i::.. I 1 1 i I 2 ® ..._. .................. GT (iT.b2 i i i S� i::0 ' � R -_ Ft 'a F L (2),a HD' 1 1 1..... � GABBLE END TRUSS • �.1 R 19 -1,...,...,:„.,1f13.10 I AR 70 GABLE END TRUSS AARI F FNn TRI ICC ()PLAN 5B PLAN 5B Roof Framing Plan 1/4"=1'-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) el) 0 .. . .,.. ,____, ______ =======.,..........=====. 1 >.< 1 o II " F II __m F R jI F r , ,:ri )_ F Q �h I., ., , . ' 1 (c.),, . imi, 1i . _ ,.., E..11 ,....„.._: 1 1 Elm F II RC 11 lj F 4. a 4, . 0 t� 0 MP Ia7 O2 r LA V 5B PLAN 5B Top Floor Shear Plan 1/4"=1'-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) 0 0 m m 14 STHDI4 4x10 HDR wi, 3.5x9 GLB HDR 1 Mc 4x10 HDR 4x10 HDR 4x10 HDR Lt• 1 Ma t.==II= =:3=,= - = - S:= 1 1 r-- B.2 B. ,B.4 3.3 11 i ( ) f w o Lni ,r' 1 I Fi Li:, --s -L = 1.1i i E -21 _Z_ --1 'L .i O'I 1 0 O • 1 11 1 1 1 1 1 -...3.5x -3.5x 4 IG BEAM FB 3.Sx14 B BEAM FBS 3.5x9 3LB HDR -- — ---- __- •_ .fir -• ..�. -�-�r�r-��r�r ••'"�0 B.11 6.12 1 1 1.1 i \ 1 a t. 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ADEQUATE DRAINAGE AT I I. ® CRAWL SPACE' ' .7 I o' , W/(2)84 EACH WAY TIP I ' 1-01nJ .......... ................... ................. �"" 1 75'WIDE L 'TO MAIC I JOIST ni,. IN1':. r `I STHD14 ....... "'f I WH I STHD14 T.O.S. t ..........:....................n..'....... ..-.e ..-.:.-- 8 2 314 . 11 31/4 tr .. 31/"CONC.SLAB .)'.'.'.'::.... ....:.............:.......'. ..'.............�.:........................,... ._.1. -t-01/2" ....................... VERIFY GARAGE SLAB HEIGHT _.. ................'. ..,.. ....... ..'...'.'.'...-..'... .:.:....'.1. , .......... .......... .................... ... I I -N-- Il . s. [►i O ' STHD14 0 STHD14 '' 1 .c'_.^----': ''_.:" 18 -rte 1/Y m 1 - 8 36.1 p3 ® L ' STHD14 STHD14 31/2"CONC.SLAB SLOPED DOWN P3 1/4:12 L \l/ J • -— J AI Mk %SP MkK 2'-1 16'-3" 2'-2" T-10' �, > F121417/^:N B 4�._ LAN 5 .6. J -O" CT# 14051 2014.05.09 ,]/4" = l'-0" (11x17) CT Engineering Project Title: Engineer Project ID: 180 Nickerson,Suite 302 ProjectEn Descr: Seattle,WA 98109 (206)285 4512 Fax: (206)285 0618 Printed 26 MAR 2014 429PM Lic.#: KW-06002997 Licensee:c.t.engineering Descri tion : PLAN 5.B Top Floor Framing ..ra m 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-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 Unif Load: D=0.0150, L=0.040 klft,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©2.670 ft Design Summary ° '�o &a , Max fb/Fb Ratio = 0.795• 1 ° lb:Actual: 983.60 psi at 2.663 ft in Span#1 WiffilighitAiiii Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.750S+H • • Max fv/FvRatio= 0.588: 1 A A fv:Actual: 121.63 psi at 3.485 ft in Span#1 4250 ft.4x10 Fv:Allowable: 207.00 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) 2 L Lr S W E H 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 Dell Ratio 2120>360 Total Defl Ratio 1333>180 OPINIPPOMPOSIMINIIIMINIBEEIMIEMEallegriaMMAliagaliaalgataaritagEl 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 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 Unit Load: D=0.010 k/ft,Trib=8.0 ft Point D=0.560, S=0.9350 k @ 3.250 ft Design Summary :oo_. Max fb/Fb Ratio = 0.736. 1 .D.,..:•,u aur== tb:Actual: 1,600.40 psi at 3.250 ft in Span#1 Fb:Allowable: 2,175.87 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.511: 1 : 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 - " ''' '' '.ia;Rif m . . Lic.#: KW-06002997 Licensee:c.t.engineering Design Summary al Max fb/Fb Ratio = 0.681• 1 D ..g�-7t;�,..z; ,: tb:Arcual: 842.88 psi at 1.941 ft in Span#1 mor=:armor Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.750S+H 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 4.250 R 4x10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E i 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 Deft Ratio 2242>360 Total Deft Ratio 1411 >180 ^ x. •+- { ? fix • "�. e. .�._ai»„= ,,•a P ,: 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-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 Max fb/Fb Ratio = 0.578. 1 "• . ..... ._ ��•. •010 �� ib: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 4.2508,4.10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E Li 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 Deft Ratio 2591 >360 Total Defl 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-Pr!! 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 Unit 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 ..1. fb:Actual: 127.33 psi at 1.375 ft in Span#1 Fb:Allowable: 1,169.59 psi Load Comb: +D+S+H • II Max fv/FvRatio= 0.092: 1 A A Iv:Actual15.85 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 2.75011,2,2x8 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 Deft Ratio 19147 >360 Total Deft Ratio 9430>180 CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer. Seattle,WA 98109 Project Descr: (206)285 4512 Fax: Printed 26 MARzoi4 429PM (206)285 0618 - ' ` � �,.,§: � �.Sk""".P�� `� <.,'^' �� ��.a.lx' v r� � ,.0�4;.,,.>< ,� :.:,.>.,_.,.;-m+a�> ;w�•,3 9.:�.e..,:7 #' � '` ara��.3:� .® Lic.#: KW-06002997 Licensee. c.t.engineering 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 k/ft,Trib=8.0 ft Design Summary 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 5.olt 2-24Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E 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 Defl Ratio 1843>360 Total Defl Ratio 908>180 7 e 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=1.0 ft Unif Load: D=0.0150, S=0.0250 klft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary • ,1•11..../=111 .11111 Max fb/Fb Ratio = 0.292. 1 fb:Actual: 340.95 psi at 2.250 ft in Span*1 Fb:Allowable: 1,167.23 psi Load Comb: +D+S+H 41, Max fv/FvRatio= 0.195: 1 AA fv:Actual: 33.57 psi at 0.000 ft in Span*1 ,son z-zxe Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lra 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 0.28 Live Load Defl Ratio 4369>360 Total Defl Ratio 2152>180 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-Prll 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 0 02213 L 0.590 Desrgn Summary 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 • mik Load Comb: +D+L+H Max fv/FvRatio= 0.205: 1 A A N:Actual: 36.84 psi at 2.730 ft in Span#1 3.50 R 4,00 Fv:Allowable: 180.00 psi 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 Uve Load Deft Ratio 7745>360 Total DeflRatio5633>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 2014,4:29PM Lic.#: KW-06002997 ((]� Licensee:c.t.engineering 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-Prfl 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 .0.7213 L 0.590 Max fb/Fb Ratio = 0.277 fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psi Load Comb: +D+L+H "" fb 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 50 ft 410 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E U 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 ee Live Load Defl Ratio 7745>360 Total Dell Ratio 5633>180 1:77 ® - . . w 610 . M 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-Pr!! 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 D 02213 L 0.590 Max fb/Fb Ratio = 0.372. 1 fb: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 8.0 It,1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr 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 u,.. mil,' 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 k/ft,Trib=14.750 ft Design Summary •01213 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 4.50 n,1.751(14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E U 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 Defl 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 0618 Printed 26 MAR 2014,429PM Lic.#: KW-06002997 Fully with IBC 2012 g e ®� e BEAM Size: 3.125x9,GLB, Unbraced OR 3.125X10.5 Using Allowable Stress DesignLoad Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrHl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pd 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 kilt,Trib=14.0 ft Design Summary •0.210 0.560 Max fb/Fb Ratio = 0.736. 1 tb:Actual: 1,752.18 psi at 4.000 ft in Span#1 Fb:Allowable: 2,379.75 psi • Load Comb: • Max fv/FvRatio= 0.504: 1 fv:Actual: 133.60 psi at 0.000 ft in Span#1 8.0 It,3.125x9 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) g L Lr a W E LI 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 Right Support 0.84 2.24 Live Load Deli Ratio 632>360 Total Defl 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 m � -1.1` Y 11114fs Lic.#: KW-06002997 Licensee:c.t.engineering Descri•tion : PLAN 5.B Top Floor Framing, Cont. 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-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 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 fb: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 A• fv:Actual: 95.96 psi at 7.338 ft in Span#1 Fv:Allowable: 310.00 psi 8.50 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D l, Lr S W E Li 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 Dell Ratio 1306>360 Total Dell Ratio 1055>180 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-PrIl 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 fb: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 ft, 5125x18 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 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 B.15 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-Pill 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 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#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 Deli 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 meted 26 MAR 2014428PM rya sg � a ri '',61' ; � i ���,a..,�..^f'aIf� a4� � Mo, a„...-: .„,' :�..,..,�1s',.� z.,�'; r- Lic.#: KW-06002997 licensee:c.t.engineering m x cam a. ..' ,a h �'. �. 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-PrIl 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 Design Summar Max fb/Fb Ratio = 0.771; 1 .'II' ' 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 16.50 ft, 5.125x12 fv:Actual: 97.83 psi at 0.000 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 0.543 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 Defl Ratio 260>180 gl'i , .. .. v ,s 'tF. ,, e e 5 4'' °°;: 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 k f,Trib=8.250 ft Design Summary .0.1230 0.330 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 A A 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.SO IL,2.2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L L[ S W la 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 Dell Ratio 4643>360 Total Dell Ratio 3377_,>_12307,,, rtnrIg , ill 4 '" .t+' "s'k`rT 3�is e t & `+ .Z`I - 9 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 klft,Trib=8.250 ft Design Summary •0.1230 0.330 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 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 3.50 n.2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr ;a W EH 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 Printed:26 MAR 2014,428PM Lic.# KW-06002997 Licensee:c.t.engineering x,. 1 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-Pit 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 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 4 4x8 Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) Q L 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: Engineer Project ID: 180 Nickerson,Suite 302 En 9 Seattle,WA 98109 Project Descr. (206)285 4512 Fax: (206)285 0618 th s Zou s s1nM ��r� �.sti�u,v.w,.�� � ,� v_�e.,.��,a1a� �,,� ,,,�,� ,��-.� asp ,< ��,�,r.��, ,�4 Licensee•c t engineering Lic.#: KW-06002997 Descri•tion : PLAN 5•B 2nd floor wall Headers ILIEZ51111:1:4111.117-Ettlikill T •ical Partial/Non-Beann• Header 6'clear s•an max. 6'trib max. iiii �aa^ '..�Istimmitinsuntiononsionsis -. ��} Fes { v t e# 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 Design Summary � s 0.1250 Max fb/Fb Ratio = 0.476. 1 fb:Actual: 482.28 psi at 3.250 ft in Span#1 Fb:Allowable: 1,013.55 psi • Load Comb: +D+S+H A Max fv/FvRatio= 0.245: 1 fv:Actual: 36.76 psi at 0.000 ft in Span#1 5�>4 2 Fv:Allowable: 150.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr a w E ti 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 Defl Ratio 1913>360 Total Deli Ratio 1196>180 filarialkaiiijelit Wet T •ical Full width Bearin• Header 4'Gears•an max 23'Trib Max 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, S=0.0250 k/ft,Trib=23.0 ft Design Summary •0.3450 0.5750 Max fb/Fb Ratio = 0.934. 1 fb:Actual: 948.44 psi at 2.125 ft in Span#1 Fb:Allowable: 1,015.94 psi • Load Comb: +D+S+H A A Max fv/FvRatio= 0.647: 1 fv:Actual: 97.08 psi at 3.655 ft in Span#1 4.250 ft.2-2K8Fv:Allowable: 150.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D k Lr S W E LI Downward L+Lr+S 0.034 in Downward Total 0.055 in Left Support 0.73 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.73 1.22 Live Load.Defl Ratio 1488>360 Total Defl Ratio 930>180 • = = 6 Header RB 9 B "MiffillOgiangii ` .eW F*v: ilialliiitaZIEEMMORMallaKaaDIEMIN 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=1.010, S=1.680 k @ 0.50 ft Design Summary °"'"' Max fb/Fb Ratio = 0.597; 1 •0.0750 S•.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 5.25o n z Zxa Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions. (k) D L Lr S w E ILI 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 Defl Ratio 1044>180 Project Title: CT• Engineering 180 Nickerson,Suite 302 Engineer. Project ID: Seattle,WA 98109 Project Descr (206)285 4512 Fax: (206)285 0618 meted:6 2014,s:5va Lic.#: KW-06002997 Licensee:c.t.engineering e Header RB 17 B ., 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-Pr!! 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=1.50 k @ 0.50 ft Design Summary ,,,,,,, Max fb/Fb Ratio = 0.556 1 D 0.0750 S 0.1250 fb: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 5.250 R 2-2x6 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 Defl Ratio 1108>180 • CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer. Seattle,WA 98109 Project Descr. (206)285 4512 Fax: (2 6)285 0618 Printed:6 MAR 2014,972AM Lic.#: KW-06002997 Licensee:c.t.engineering Descri.tion PLAN 5.B Crawispace Framing ,. ..... ....,—...7„„*„,„,,, CB 1 ., �aN^ �tu - `..� Sx ai'"-i- ,�" „i�, t w' soya 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=9.50 ft Desian Summary ��'D°�5 L 0.380 Max fb/Fb Ratio = 0.823 1 tb: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 n 4x10 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L kr a w_ € ti 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 I Code Suggest Syggest Suggest ick..._L ick L Ick ,_L idc_-__Joist b _- d __ S a, LL DL _M max V max El L fb L Iv L TL240 L LL360 L max TL deb.j LL deft_ -L TL360 L LL480 L max :TL deb.TL d60 LL dell jLL deo. size grade_- width(in.)depth(In.) (In.) (pat) (pat) -.1-ft-lbs) (psi - -__......__ ___...._. �L_(Psi) (ft:L._„_(ft),_.__.. (ft.) (ft.) L, S._L_[,_(. ) .- -__-dlo - -•-- -.__ in. in. __ILL_ (ft) ;(i1.) in, ratio In. ! ratio _-_- 9.5_TJI 1101759.5 19_2_ 40_ 15 2380 _1220 140E+06.. 1471-___27.73-_ 15.23_•__14.80r 14,71_-_ 0.66 __048 _13.31-- 1345_. 13.31' _0,44 2____,L.,__..95..01 -9.6-61-110 9,5"TJI 110 1,75 9 5 16 40 15 2380 1220 1 40E+08 16.11. 33,27 16,19 15.73. 15.73 0.721____0,52 14.14 __ 14,29_ 14.14' 047 _360 0,34495 9.5"TJI 110 1.75 9.5 12 40 15 2380 1220 1,40E+08 'Tali 44.36 17.82 17.31 17.31 0.791 0.58 15,57 4 15,73 15.67 0.52 _360 _0,38{ 495 9.5"TJI 110 1.75 9.5 9.6 40 15 2380 1220 1,40E+08 2080 55,45 _ 19:19__ 18,64........J6 84__ 085 . 0,62_____76_77` 16 94. 16.77'-_0.56- '380_.• 0.41 j�_495 9.5"TJI 1-11.1.----175.--75 9 5 19.2 40 10 2500 1220 1.57E+08 15.81 30.50 16.34 1537 1537 0.641 051 14.27 13.97, , 13.97 0.44 384 0.351480 9.5"TJI 110 135 9,5 16 40 10. 2500 1220 1,57E+08! 17,32. 36,60. ;17,36 16,34 16.34 0,68 0,54 15,17 1484 44,64; 046 384 037'i 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 0 411 _480 „-9.5yTJi 110_---1...........---9.6-9.6- 40 10 2500 1220 1.57E+08 22.36 61.00 20.58_19,37 _ 19:37 _.,0,81 j__ 0,65 . 17.98- 17,60. 17.80 044i 480 ___0,..____N4__._._.__.1___..--- 5"TJI 210 2.0625 9.5 19.2 40 10 3000 1330 1.87E+08 17,32 33.26 17 32 16.30 �� 16.30 -0.681 0.54 15.13 14 81 14.81_ 0 46 _384 0.37 480 9,5 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 16,08.• 15 74a...16.741. (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 0.79j_ 9,8.1......... 17.70 1175,3724 7 32 17.32 0.54 384 0.43 480 9,5"TJI 210 2.0625 9.5 9.6 40 10 3000 1330 1,87E+08- 24.49 66,50 21,82 2053 20.63 0.861 0.68' 19,06 18 66 18.66.,__0.58--384 0,47 480 9,5"TJI 230 2,3125 9,5 19,2 40-10' 3330 130 2.06E+1.8 18 25 33 25 17.81 16.83 16.85----6-.Tor-----6.-5-6- 15,63 15/9 ,,,,,,, 16.29 0 48 384 0.381 480 9.5"TJI 230 2.3125 . 9,5 16 40 10 3330 ,1330 12.06E+08 19 99 1.39,90 19,01 17.89 17.89 0.75 0.60 16.60 16.25 4164, 0.51 384 0.41 480 9.5"TJI 230 2.3125 95 12 40 10 3330 1330 2.06E+08 _23.08 _ 53.20 __20.92_ 19:69 __19.89___-0.82 _0,66 0.66 _18_28-_ 1.7.89._ 17.89......1116____384__ 0.45 480 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 ___21.21 0 88 _ 071__� 19 69 19,27 19.27 0.60 28a..___.1.48..._182 11 875"TJI 110 1 75 11 875 19.2-4-ii--iii 3160 1560 2.67E+08 17.78 39.00 19.50 18.35 17.76 0.67 0.54 17.04 166718.67, 0.52 384 0.421 480 11 875 TJI 110 ` 1 75 11.875. 16 40 10 3160 1560 2,67E+081' 19,47,d 46.80 2072. 19,50 ,19 47 0,81 ' 0.65 18,10. 17 72 X772: 10,55 384 0.44 :":480 11875 TJI110 1.75 11.875 12 40 10 3160 1560 2.67E+08_22.49 62.40 22,81 21.46 _21.46 0.891 _ 0.72 _____19.9_3 19.50 19.50 0.61 384 0.491480 111.875'TJI 111.75 - 0 . 11.875 9.6 40 10 3160 1560 2 87E+08 25.14 78.00 24.57 612 23.12 0.98 -1-0.77 21.46 21.01 21.01`0.66 384 0,53480 11 875"TJ1210 2.0625 11.875 19.2 40 10 3795 1655 3.15E+08 19.48 41.38 20.61 19.39 -19.3i 0.811 TIE 18.00 17.62 17.62 0.55 384 0 .L___- • 11.675"TJ1'210 , 2,0625 .1.1.875 16 -•40 101 , 3795' 1855 '3.15E+08 '; „21.34 ;49.65 21.90 -20.61 20,61• - 0,86 0.89.' ':•19,13 ::1872$ .47� 480 11.875"TJI 210 2.0625 11.875 12 40 10 3795 1655 3.15E+08 24.64 86.20 24.10 22.68 22.68 0.951 0.76 21.05 20.61 2020.61 ' 0.64 384 0.52 480 0.64 384 0.521 480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 1655 3.15E+08 27.55 82.75 25.98 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 0.83110.67 18.59 18.20 16 20 0,57 384 0,45 480 11,875"TJI 230 2.3125 ':11;875 • 16 40 10 4215 1655 13,47E+08 22,49;- 49,65 22,62 '21128 , . 21.28 , 0,89 .0,71 19,78 11.875"TJI 230 2.3125 11.875 12 40 10 4215 1655 3.47E+08 25.97 66.20 24,89 23,42 23.42 0.981 0.78 21.74 29 8 ;21288 0.67 384 - 0A8 480 384 0.531 480 _11.875"TJI 230__2.3125 11.875 _ 9.6__40__._10 4215 1655_.3„.47E.+01___29.03____82.75_ _26:81 25.23 2.,23 1.05 084 23.42___.?1,282 22.93;-0.72._...38 0.571 480 ....._ __._.__. - 1 11.875"RFPI 400 2.0625-' 11.875 19.2 40 10 4315 1480 3.30E+08 20.5/ 37 00 20.93 19.69 19.69 0.82( 0.66 18.28- 17.89 • ,17.89 0.56 384 '•� ' 11;875"RFP,I400 ,2.0625 11.875 16? 40 10 --.4315 1480 '3.30E+08' 22.76' 44,40 '-22.24 ;20.93 20:93 0.87 0.70 19,43 - -19011. 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 0.961 0.77 21.38 20.93 20.93 0 65 384 052 _4_80 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 1.031 0.83 23.03 22.54 22.64 0,70 384 0.561 480 Page 1 D+L+S CT#14051-4015.2 Twin Creek I LOAD CASE 112-12) (BASED ON ANSI/AFAPA NDS-199 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+B Cr e 0.80(Constant)> Section 3.7.1.5 C/(Fp) Cf(Fc) 1997 NDS KcEb 0.30(Constant)Vies), > Section 3.7.1.50Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 Cb (Varies), > Section 2.3.10 NDS 3.9.2 Maz.WeA duration duration factor factor use Stud Grade Wdth Depth Sparing Height Lest Vert.Load Hor.Load <e 1.0 Load Ig Plate Cd(Fb)Cd(Fc) Cf _Cf Cr Fb ,.Fe perp Fe ' E ' Fb' Fc perp' Fe• Fce Pc fc fe/F c lb F1).11-fr./Fee)in. In. In. 8. pe pst Pit (Pb) (Fc) Psi Psi Psi Psi Psi psi Psi Psi Psi Psi psi H-F Stud 1.5 3.5 18 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 986 515.42 44122 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9968 1993.4 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2857.8 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 966 378.09 340.90 340.00 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 1,200,000 854 506 988 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 825 28.3 2070 0.9953 2857.8 1.00 1.15 1.1 1.05 1.15 675 405 _800 1,200,000 854 506 968 449.95 39522 39429 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3988.7 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 966 449.95 39522 393.85 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 7.7083 28.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 9 30.9 1320 0.9944 2091.8 1.00 1.15 _1.1 _1.05 1.15 875 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 654 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 825 28.3 1525 0.9957 2091.6 1.00 1.15 1.1 1.05`1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 388.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 825 26.3 3050 0.9957 4193.8 1.00 1.15 1.1 1.05 1.15 875 425 - 725 1,200,000 854 531 675.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F 12 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F 02 1.5 5.5 16 9 19.8 3132 0.3852 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1844.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 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 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF 02 1.5 5.5 16 9 19.8 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,306 531 1454.75 1089.25 850.16 531.23 0.82 0.00 0.000 SPF#2 1.5 5.5 16 825 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 0.56. 0.00 0.000 SPF Stud 1.5 3.5 18 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 7 425 725 1,200,000 854 531 875.438 14428 139.02 138.41 1.00 0.00 0.000 SPF#2 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 02 1.5 5.5 16 19 41.5 1380 0 0.9989 3132.4 1.00 1.15 .1.3 1.10 1.15 650 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CTM 14061-4015.2 Twin Creek I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W 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(Pb) Cb Cd(Fc) Eq.3.7-1 NOS 3.92 Max.Wall duration duration factor factor use Stud Grade Width Depth Spadng Height Le/d Vert.Load Hor.Load c.1.0 Load gl2 Plate Cd(Pb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fee P c 1c fc/F'c fb Ib/ in. In. In. 2 p0 psf pit (Fb) (Fc) Psi Psi Psi Psi Psi psi Pal Psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 515.42 427.08 273.02 0.64 378.78 0,586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.1365 H-F Stud 1.5 3.5 12 9 30.9 1140 8.48 0.9998 2857.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,386 508 840 378.09 333.99 217.14 0.85 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1093.4 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,386 508 840 449.05 384,87 246.35 0.64 381.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 _1.05 1.15 675 405 800 1,200,000 1,388 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3988.7 1.60 1.00 1.1 -1.05 1.15 875 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 781.25 515.42 415.53 269.21 0.85 378.78 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 1.15 675 425 725 1,200,000 1,368 531 781.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8,48 0.9931 2789.1 1.80 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 781.25 378.09 328.30 214.29 0.85 335.64 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 1,386 531 761.25 449.95 376.35 243.81 0.65 381.37 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 1.15 875 425 725 1,200,000 1,386 531 761.25 449.95 378.35 267.82 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.80 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 761.25 449.95 378.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.6 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 19.6 3132 8.48 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 02 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 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 1285 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 1.60 1.00 1.3 1.10 1.15 875 425 ' 1150 1,400,000 2,093 531 1285 1089.25 806.08 53123 0.66 18123 0.169 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 1296.30 884.89 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 696469 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.0941 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 226.94 219.02 98.97 0.44 927.02 0.796 Page 2 D+L+W+.58 CT#14051-4010.2 Twin Creek I LOAD CABE I (1214) I (BASED ON ANSIIAFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucking Factor D+L+W+812 _ c 0.80(Constant)> Section 3.7.1.5Cr KcE 0.30(Constant)> Section 3.7.1.5Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Led Vert.Load Hor.Load ..1.0 Load a Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fe perp Fc E Fb' Fc perp'. Fe• Fee Pc Ic fcrP'c Ib 1W in. In. In. ft. pit Pet Pit (Fb) (Fe) pal Psi Psi Psi Psi Pct Pct Psi Psi Psi psi Fb'(1-fcIFee) H-F Stud 1.5 3.5 18 7.7083 28.4 1095 9.71 0.9962 1993.4 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,388 508 968 515.42 441.22 278.10 0,83 378.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 785 8.48 0.9988 1993.4 1.60 1.15 1.1 1.05 1.15_875 405 800 1,200,000 1,380 508 988 378.09 340.90 194.29 0.57 447.52 0.874 H-F Stud 1.5 3.5 12 9 30.9 1150 8.48 0.9969 2657.8 _1.60 1.15 1,1 1.05 1.15 675 405 800 1,200,000 1,368 506 986 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8,25 28,3 985 6.13 0.9063 1993.4 1.00 1.15 1.1 1.05'1.15 875 405 _800 1,200,000 1,388 508 966 449.95 395.22 250.16 0.83 361.37 0.596 s H-F Stud 1.5 3.5 12 825 28.3 1445 6.13 0.9950 2857.8 1.80 1.15 1.1 1.05_1.15 875 405 800 1,200,000 1,386 506 986 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 825 28.3 2390 8.13 0.9960 3986.7 ' 1.60 _1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 508 968 449.95 39522 303.49 0.77 180.80 0.406 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 1,388 531 875.438 515.42 431.52 27429 0.64 376.78 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 1,388 531 875.438 378.09 338.17 193.02 0.57 447.52 0.889 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 1.15 675 425 725 1,200,000 1,388 531 875.438 378.00 336.17 217.14 0.65 335.84 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9852 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 449.95 388.13 247.82 0.64 381,37 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 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 20.3 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 0.77 180.89 0.398 H-F#2 1.5 5.5 18 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 050 405 1300 1,300,000 2,033 506 1644.5 1378.83' 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 18 9 19.8 3132 8.48 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 -1300 1,300,000 2,033 508 1644.5 1011.45 837.57 506.18 0.80 18123 0.178 H-F#2 1.5 5.5 18 8.25 18.0 3132 0.13 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 1.80 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 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.8 3287 0.48 0.5595 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 53123 0.62 181.23 0.189 SPF#2 1.5 5.5 18 8.25 18.0 3287 8.13 0.4342 3287.1 1.80 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 16 14.57 50.0 70 8.48 0.9955 2091.8 1.10 1.15 1.1,1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 144.28 139.02 17.78 0.13 060/46968 0.979 SPF#2 1.5 5.5 16 19 41,5 080 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.07 0.45 927.02 0.788 H-F#2 1.5 5.5 16 19 41.5 800 0.71 0.9901 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 96.97 0.44 927.02 0.798 Page 3 D+L+8+.5W CTO 14981-4015.2 Twin Creak II LOAD CASE I (12.15) ] (BASED ON ANSI/AFAPA NDS-19977?) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ks 1.00 Design Buckling Factor D+L+S+W/2 c 0.00(Constant)> Section 3.7.1.5 KcE 0.30(Constant)> Section 3.7.1.5 Cr Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb Cb Cd e 1997 NDS NDS 3.9.2 Max.Well duration duration factor factor use (Fb) (F�) Eq.3.7-1 Stud Grade Width Depth Spadng Height Le/d Vert.Load Hor.Load c.1.0 Load©Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc 1c./F'9 fb Ib/ In. In. in. 8. Pit pef pit (Fb) (Fc) psi Psi psi Pet psi psi Pei pal psi Pal H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1,05 1.15 675 405 800 1,200,000 1,386 508 966 515.42 441.22 339.05 0.77 188.i 8.39 Fb"(1-�03 H-F Stud 1.5 3.5 16 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 1,388 508 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 968 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.7 1195 4.065 0.9960 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 ' 800 1,200,000 1,366 506 966 449.85 395.22 303.49 0.77 180.69 0.408 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200500 1,38 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 285 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,385 508 966 449.95 395.22 338.41 0.86 90.34 0.287 SPF Stud 1.5 3.5 18 7.7083 26,4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.435 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 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 0.468 OFF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,38 531 875.438 378.09 338.17 260.95 0.78 187.82 058 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.85 0.9922 2091.8 1.60 1.15 1.1 1,05 1.15 675 425 725 1,200,000 1,388 531 875.438 449.95 388.13 299.88 0.77 180.89 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1860 4.85 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,38 531 575.438 449.95 388.13 318.19 0.81 135.51 0.334 OFF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9989 4183.6 1.8 1.15 1.1 1.05 1.15 575 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.88 90.34 0.257 H-F 02 1.5 5.5 16 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 58 1644.5 1378.83 1031.56 506.18 0.49 76.29 0.059 H-P#2 1.5 5.5 18 9 19.8 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 58 1644,5 1011.45 837.57 506.18 0.60 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 1644.5 1203.70 948.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 18 7.7083 16.8 3287 4.855 0.3304 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 76.29 0.057 SPF#2 1.5 5.5 16 9 19.8 3287 4.23 0.4750 3287.1 1.80 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 0.82 90.81 0.085 SPF 12 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 2,083 531 1454.75 1296,30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1,1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,08 2,093 531 1454.75 244.40 235.32 151.11 0.84 483.51 0,580 H-F#2 1.5 5.5 18 19 41.5 885 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 453.51 0.594 • Page 4 D+L+S+,7E CTD 14051-4015.2 Twin Creek I LOAD CASE I (12-15) (BASED ON ANSIIAFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2f F. 3.7.1 3.7.1 Ke 1.00 Dealpn BucldinQ Factor D+L+8+EII.4 Cr e 0.80(Constant)> Section 3.773::.21311222:.060.066555......488333 7.1.5 Cf be Ct(Fc) 1E9:3.7.134 997 NDS Cb 0.70(Varies )> Section 3.7.10 Bending Comp. Size Slze Rep., Cd(Fb) Cb Cd(Fc) Eq.3.7-1 Cb jVades) > Sectlon 2.3.10 NDS 3.92 Max.Vlhl1 duredon duratlon�hctor factor use Stud Orede Width Depth Spacing Heigh, Lsld Vert.Load Hor.Load <�1.0 Load Plate Cd(Fb)Cd(Fc Cl Cf Cr Fb Fe perp. Fe E Fb' Fe perp' Fc' Fee P c Ic fclFb hl Fb'(1-M/Fee) in. In. In. 1L pt Pef pit (Pb) (Fc) pet pal psi MI p1333.31 pal Pd Mi PW ps Ps H-F Stud 1.5 3.5 16 7.7063 26.4 1415 3.51 0.9953 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200000 1,388 506 966 515.42 141.22 759.37 0.61 138,57 0.335 H-F Stud 1.5 3.5 16 D 70.9 10111 3.57 0.9980 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 _1,200,000 1,385 506 988 378.09 740.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.8 1420 3.57 0.9977 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 388 508 888 378,09 340.90 270.48 0,79 141.63 0.364 H-F Stud 1.5 3.5 18 8.25 26.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 600 1,200,000 1,366 506:6. 966 448.95 395.22 311.11 0.79 158.66 0.376 H-F Stud 1.5 3.5 12 6.25 26.3 1710 3.57 0.9947 2857.5 1.60 1.15 1.1 _1.05 1.15 675 405 800 1,200000 366 06 986 449.95 39522 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 825 25.3 2700 3.57 0.9966 3988.7 1.60 1.15 1.1 1.05,1.15,875 405 800 1,200,000 1,366 506 966 449.95 395.22 342.88 0.57 79.34 0244 SPF Stud 1.5 3.5 16 7.7063 26.4 1395 3.57 0.9984 2091.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 575.438 515.42 431.52 354.29 0.82 136.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,768 531 875.438 378.09 336.17 253.97 0.76 168.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 - 1.15 1.1 '1.05 1.15 675 ' 425 725 1,200,000 1,366 531 875.438 376.09 336.17 268.57 0.60 141.63 0.358 SPF Stud 1.5 3.5 16 6.25 28.3 1210 3.57 0.9932 2091.6 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 307.30 0.79 155.68 0.366 SPF Stud 1.5 3.5 12 825 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 0.306 SPF Stud 1.5 3.5 8 8.25 26.3 2670 3.57 0.9987 4183.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.436 449.95 388.17 379.05 0.87 79.34 0.236 H-F D2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2044 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1376.87 1031.58 506.16 0.49 56.10 0.044 H-FD2 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 D2 1.5 5.5 16 825 18.0 3132 3.57 0.3404 3132.1 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 948.77 506.18 0,53 64.26 0,055 SPFD2 1.5 5.5 10 7.7083 16.5 3267 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 53123 0.52 56.10 0.042 SPFD2 1.5 5.5 16 9 19.6 3267 3.57 0.4618 3267.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1009.25 650.16 53123 0.62 76.47 0.071 SPF 02 1.5 5.5 18 8.25 18.0 3287 3.57 0.3678 3267.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.28 0.052 SPF Stud 1.5 3.5 18 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 ' 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 44.40 235.32 .85 0.70 340.83 0 0. H-F D2 1.5 5.5 18 19 41.5 1020 1454.75 945 3.57 0 9939 3132.4 1.80 1.15 12 1.10 1.15`850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 152.73 0. 69 340.83 0.513 Pegs 5 ® E N G I N E E R I N G • 180 Nickerson St. Suite 302 _ )� 1 N C. Seattle,WA Project: Y ,6 e A ) (2 0� Date: SI �� } �L �} (206)285-4512 �✓IM6*I I 1iav I µ KP Page Number: FAX: Client: (206)285-0618 , . . .•• ' PR PV"& t6"--_V/kt.:i t ' P — l to,2 . � '?moo Rp�. 3 X1 55 r ;z' . I , m •, :u+ • .Lt:.. t L�v f :' : =T P i? 10 IAS --- ,= - 1,s -.pk ' . 4. � 2 �- ?;' t:* ,6„:. :Y • � z � . :� � , .,M, ..„ tsPte _,. LYTf .., - ,,(i .' ; '?4”- .,.. 1 i .,_ - . a w .v: a Y i� s 4- £ —a 7 -:' `: •fH"ff.-4,- ;; '-: ''.'--; -!••••:•-• : ; 4•••14( : 1.•••:•• ', -F- 4. !....i:.4..,1.... ..... ,...4,...,4:4 , y'r . i� 3 . • - Structural Engineers 1314,1r— 1i, +.f , ' siusuteisa itscovnins • F14 -0.-A145 „4K 9117 661 • Itieteop' s‘g 44i1 '3: it 591/ 518151 Oil 00 ',I-4 t'lli09-1-7°'44, f9 636' Ir Sir - stv.151y4.174 *I) aft-r-: SI °Li?r AVP -17 N .46 I -4. 4'1 tiff 414022x -01 4411 • col „csos,s- st449(.4%9 1-114 fral (sr-&z.)( /457) aloAti • 4.t4 ,a0 / ) ,. "Pti 4cd atoz. .„0„..00.) mcap4-102,d tlaalg) Ar-t ISOM VAIA%IMPS TAX anciS 0 N I 3 3 N I 0 N 3 0 ToszaCna 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 �N r + s' re,-,,t4,,.h a. ,� .. N ,,,,J.' 1.;-'.--• 1::;;., 1711dit-Piire''.- igt,1::„.0 ti,.*:!=t)I'IA' 7:r:--4i'-1,'T.:f:':"!,:". i a 4 AtV,„1$1.$1,>-- ---1,1*°•4 1.,0°''''',.*'- :t" `4;444. t'It't'11:1‘42-. '4 '"Of-% ,.4.7''f. .,,tvi.'-,.i,r•,g, 4 P'.'4'•'41V-V` °:-`: -114, 0 '... f4.14:11- Etq E e . a tea,ik - a� $� ,,,,,t76f,r,L41,,..--ke4f,,a,r--k , _ t�_. , -_-`''',U, 1 42.4.4,A ' 4 jr. m .„ my Lau . -...-Jr, A,- ,.,,,,w-,,..,'- ,k,, . v,,,......vv, A. �` - -. t 'W '''.n4 't,,'14'''."'" ''''''''.*:4"'1 ...Vt.* -041tr•-Ar11100:y.:.-...:_*,,V1-77. -1 L'''. .,-;:„,,, iiiiiitztf.;::o-ot-,,,, :',:-.*:,..,' ?"...:-,,,..-71..... :41-:, -;.^..4 •,,-..,- .,t,N, %.1/4,, - ; -.., n e USGS-Provided Output Ss = 0.972 g SMS = 1.080 g sin = 0.720 g S, = 0.423 g SMS = 0.667 g S°1 = 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. INCE*Response Spectrum Design Response Spectrum tee 1.10coo +; , a 0.00 0.04 s..rr0.50 '3osc a aa0r, 0:ax a_ax 0 22 0.24 o.22 0.1C 0.11 0.011 COO 0.00 0.20 0.40 0.40 0.00 1.00 1.20 1.40 1.50 1.00 100 0.00 0.20 0.40 0.40Pt0.00 1.00T1srr20 1.40 1. 1.20 2.00 P+ d,T(sec) cl Although this information is a product of the U.S.Geological Survey,we provide no arranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subjectwmatter .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=g;k1EAORIlid Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1 00 ' Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo.Engr. S.C.=AggillilgliiiniA 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=:4.97iimixon Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S, 0 43 Figure 1613.3.1(2) Figure 22-2 Latitude 45.46 N Longitude= -122.89 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usgs.00v/research/hazmaps/ http://aeohazards.usqs.povklesionmaps/us/application.PhP 6. Site Coefficient(short period) Fa=11411411iimpgil Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58', Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss Spas= 1.08 EQ 16-37 EQ 11.4-1 SMI=Fa'Si SMI= 0.68 EQ 16-38 EQ 11.4-2 Sips=2/3•SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 Sol=2/3*SMS 5D1= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC D Max. Max. Woodstrctu ural.p 11panels - N/A Table 12.2-1 12. Response Modification Coef. R 65, N/A Table 12.2-1 i;ilu13. Overstrength Factor no=1.3AMOVENININ/A Table 12.2-1 14. Deflection Amplification Factor CD 4 0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv,LateralxForce - Table 12.6-1 Page 2 2012IBC 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) SD,= 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) S1= 0.43 k= 1 ASCE 7-05(Section12.8.3) T = 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(SIE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=SDS/(T*(SIE)) (for T<TL) 0.399 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TJ/(T2*(R/lE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) C =(0.5 S,)/(R/IE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN if 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 wX *hXk DESIGN SUM LEVEL Height (ft) h, (ft) (sgft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - - 18.001 18.00 1666 0.022 36.652 659.7 0.58 3.88 3.88 2nd 8.00 10.00! 10.00 '`; 1 712 ; 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) EN.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, F = EF; *w0.4*S s*IE*Wp 0.2*SDs SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, F Max. Fp, 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 SHEET TITLE: MAIN WIND 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) 30 00, 30,00°ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width 40 0 48 Oft. V ult. Wind Speed ae«ow 120 .' 120;mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 8.c Gust= mph (EQ 11343) Exposure B B Iw 1 b 1 b? N/A N/A Roof Type Gable Gable P830 A 286 28 6 psf Figure 28.6-1 4 6 , 4 8I pet Figure 28.&1 Pie P830 C 20? 20.7 psf Figure 28.6-1 Psao 0 47 4:7psi Figure 28.6-1 A= 100 100, Figure 28.8 1 Kn=.,f 1 00 100:- Section 26.8 windwardliee= - 100 1 00'1(Single Family Home) 'Kit"I 1 1 Ps=X*Kzt'I*p.as= (Eq.28.6-1) NIA= 28.60 28.60 psf(LRFD) (Eq.28.61) PS 13= 4.60 4.60 psi(LRFD) (Eq.28.6-1) psc= 20.70 20.70 psi(LRFD) (Eq.28.61) PSD' 4.70 4.70 psf(LRFD) (Eq.28.6-1) PSAend c..«.o.= 24.7 24.7 psf(LRFD) Paeend o..«.o.= 4.7 4.7 psf (LRFD) a= 4 4 Figure 28.8-1 2a= 8 8 width-2'2a= 24 32 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(NS) Areas(E-W) (NS) (E-W) Wind(NS)(LRFD) Wind(E-W) (LRFD) width factor roof-> 100 1.00:: 100 1.00 16 psf min. 16 psf min. width factor 2nd-> 1,00 wlnd(LRFD)vrind(LRFD) DIAPHR. Story Elevation Height AA As Ac Ao AA Ae Ac Ao 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 64 0 128 0 10.25.8 12.36.9 6.05 8.05 7.17 7.17 2nd 8.00 10.00 10.00 9.0 144 0 216 0 144 0 288 0 8.59 14.64 10.08 17.25 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 1000 AF= 1200 16.0 19.2 V(n-10' 14.64 V(e-w)= 17.25 kips(LRFD) kips(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 PROJECT 0: , 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(ESV)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VII) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-VII) ............_.... Roof - 18.00 18.00 0.00 0.00 0.00 0.00 10.24 10.24 12.29 1229 2nd 8.00 10.00 10.00 0.00 0.00 0.00; 0.00 5.76 16.00 6.91 1920 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 16.00 V(e-w)= 19.20 kips kips_ kips(LRFD) kips(LRFD) DESIGN WIND-MinJPart 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(NS)(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(NS) 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(n-s)= 16.00 V(e-w)= 19.20 V(n-s12.39 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 tsheatbin0=7/16" NAIL SIZE nail size fl 131 dia.X'2 5 long STUD SPECIES SPECIESH F br SPF SPECIFIC GRAVITY S.G. 0.43; ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S.=2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. ' (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) —I 0 1 0 1 P6TN 150 150 150; 150 P6 520 242 730. 339 P4 7601 353 1065 495 P3; 980 456 1370' 637 P2 mniugoig028D, 595 1790; 832 2P4" il1520 707 ' 2130; 990 2P3', 1960' 911 2740'; 1274 2P2 ,, •2560' 1190 3580,' 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS %hea ling= 1/2"' NAIL SIZE nail size='AilkrioWN.0.; --7i00„.plp(vv,Iglagulogigng Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 112"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL'N-S(front to back-up/down) CT PROJECT#: Elevation B Diaph.Level: Roof Panel Height : 8 ft. Seismic V I= 3.88 kips Design Wind N-S Vis 7.93 kips Max.aspect .3.5':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. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W p6= 1.00 Table 4.3.3.5 Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wind Wnd Wnd Max. Wall ID T.A. Lwall LDL OR. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v 1 OTM Rolm Unet Ileum OTM ROTM Unet Ueum Ileum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pit) (pif) (klp-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) ' Ext. A.T1 416 15.0 :46.0 ."1.00 0.15 1.98 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 85 P6TN P6TN 132 2.59 8.71 -1.41 -1.41 5.29 10.35 -1.17 -1.17 -1.17 Ext. A.T3 . 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 .,(1.0.--: 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 -.'0.0."...1.00 0. 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 ";1.00 ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 •0 „1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 : 0.0:.-.!-:::,too 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-- --- o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2.0,0 " 0.0 1;00"."0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. B.T1 ' 150 " 5.0 ,47 0.'..,.,.1.00 0.15 0.71 " 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 B.T2 300 '':::.1.0,0'..:i 47.0" ,1.00 0.15 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 B,T3 143 4.8 '47,02,...,1.00• 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".... ..0.0... ...47.0.-..1.00%:. 0.15' 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 16.92 -1.06 -1.08 -1.06 0 :":..0.0: ' 0,o..... 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.'`i.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 1.00" 0.00 0 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 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" too.... 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 " 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0,00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0- "-- 0.0 `1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0, 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0' 0,0 1.00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.0 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=L eff. 7.93 0.00 3.88 0.00 EVu,,, 7.93 EVEQ 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.',Iii',-,,-,1•1,ft. Seismic V I ss 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 at 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 0.8D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL art. C 0 w dl V level V abv.V level V abv. 2w/h v 1 Type Type v 1 ON Rom Una Usum OTM ROTM Un.t U.um U,um HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (PIf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext; A.Ma - 621 29 0 46 0 , 1 00? 0 15, 1.62 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 1111,i1Ext, AMb, 235 11 0 46..0 1 00 015: 0.61 1.09 0.39 0.53 1.00 1.00 84 P6TN P6 155 8.29 19.16 -1.05 -2.46 15.34 22.77 -0.72 -1.89 -1.89 0 0.0, ".0;0 1 00 ,0.00,. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 -1.31 0.00 0.00 0.00 -1.08 -1.08 0 +0 0 0 d 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 1 00: 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,; 000, 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 0041 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 q 0 0 0 1 00:r 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 6t. B Ma 571 -1 q 0 47';0 1 00 q 15 1.49 2.64 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 0.80 0.60 Ext; B Mb 285 5 0 "4,7:0 .1.00' 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 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 -1.42 0.00 0.00 0.00 -1.13 -1.13 0 ,.i 0 0 0.0 1 00` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 -1.33 0.00 0.00 0.00 -1.06 -1.06 WI ' 0.0 ;0.0 1 00 ;0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 '.0!0 1.00; 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ,' 0.0„, -0'.0 1.00` 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1 00 .0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 luzugwaphilli0 b 0 0'.0 '"1.00:; 0 00,i 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 q 0 0 d 0 1.004 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'.001 0.000.00 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 40' 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 b 0 0 .'0.0. 1,00;1 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 *`, 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 D 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.`; O•0 ,-0 0 1 00: 0.00; 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 0, ,0 0 "0 0 ,'1.00! 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1712 55.0 55.0=L eff. 4.46 7.93 2.82 3.88 1.00 EV,„d 12.39 EVEQ 6.70 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: Elevation B Diaph.Level: Roof Panel Height ; 8 ft. Seismic V 1= 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. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W perSDPWS-2008 pi= 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 oft C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v 1 OTM ROTM Unet Usum OTM ROTM Unat Usum Usum HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (PIt) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) `Rear 1.Ta* 283.6 8.0 40.0 1.00 0.15 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 .0.15 0.81 0.00 0.33 0.00 1.00 1.00 83* * 203 2.64 6.06 -1.02 -1.02 8.48 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 • 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 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 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - ' 0 0.0• 0.0 "1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Ta .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 6.80 1.24 3.03 3.03* Front- 4.Tb , 148.7 2.6 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 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.Te 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* Front 4.Tf 148.7 2.5 11.7 • 1.00 0.15 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* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0. 0.0 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 . 0.0 : 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 ,1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0„ 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 . 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ; 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0` 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0,00 1,00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 37.5 37.5=L eff. 9.52 0.00 3.88 0.00 EV„„,d 9.52 EVEQ 3.88 Notes: • denotes with shear transfer ** denotes perferated shear wall 1SB 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 Ips Design Wind E-W V I• 5.35 kips Max.aspect ' 3.5,SDPWS Table 4.3.4 Sum Seismic V i- 6 0 kips Sum Wind E-W V I= 14.87 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind -.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,p, C 0 w dl V level V abv level V abv. 2w/h v 1 Type Type v I OTM RoTM Unet U. OTM Ram Unet U.um Usum HD (soft) (ft) (ft) (kif) (kip) (k• (kip) (kip) p (Pif) (plt) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) ithRear 1 Ta .:107 6 4.3 -12.3 1 00,, 0 15 0. 1.20 0.18 0.49 1.00 0.94 188" * 361 5.98 1.98 1.12 0.18 13.80 2.38 3.19 3.00• 11'.Rear 2 Tb '98 77 3 9 12.3 1.00 ; 015; 0 .1 1.10 0.18 0.45 1.00 0.87 181 * " 381 5.49 1.82 1.14 0.23 12.66 2.16 3.25 3.06• ihflearr307c 158 3 8 3 :19.5 1 00.= 0,15'; 4.50 1.76 0.26 0.72 1.00 1.00 158• • 361 8.80 4.61 0.75 -0.27 20.30 5.48 2.65 2.44• `Rear 4 Td 63 31:. !,2 5 19,5 1.00, "0,15' 0.20 0.70 0.10 0.29 1.00 0.56 282" " 361 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 Int: NIA 181 1,.., 5.5 5.5 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 „:Int' NIA -246 9 7 8 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 6.95 2.53 0.65 0.65 0.65 00 0 0 0 1 ',,,P,,;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 hi.!:111114. 8 10 iOP 0' /A'O.' b . ' 100 0 0 2.01 00 1.00 70 P6TN P6TN 134 8.34 3.79 0.27 0.27 12.05 4.50 0.81 0.81 0.81 e ')',0:r,, . i 01 00 0.,0 0.0,; ..00 0.10 1.1 1 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o Frnt 4.Ta. 1171 2 4 20.5 1 00 015 0.37 0.89 0.19 0.62 1.• 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, d 0 00 1 00, 0.1 S 0.00 0.00 0.00 0.00 1.,, 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 IftFibra 4 Tc 0 0 0 0 0 1 00' 015 0.00 0.00 0.00 0.00 1.01. 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 '117 1 Z 4 20 5 1 00 0 15 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 0 '11 • '.0•,'.'P!• '5 0. • , ,` X16 0 ' .1' 0.44 569• • 576 4.55 0.88 2.75 3.66 10.38 1.05 6.99 9.99" Front 411 95 91 2 0 117` 1 00- b 15: 0.30 1.49 0.16 0.35 1.00 0.44 569" • 578 4.55 0.88 2.75 3.66 10.38 1.05 6.99 9.99* 4), a 0 0.0 1 Oo b 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 0D' 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 o.00 o.00 0.00 1.00 0.00 0-- -- o o.00 o.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 Q o 0 00 1 00; 0.00; o.00 o.00 o.00 0.00 too o.00 o-- - o 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 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 0 0, 00 "1.00:: 0:004 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 =00 1 00 0 00 o.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 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 1.00.' 0 00. 0.0o 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 5 . 0 0 0 0 't 00x o 00: 0.00 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 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..,j, 0 0 ii 0 0 ..00;1 ° 0 . .00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1712 48.7 48.7=L eff. 5.35 9.52 2.82 3.88 E V,,;,,d 14.87 E VEQ 6.70 Notes: • denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 •• denotes perferated shear wall 1SB denotes iSB Shear Panel JOB# Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4.Ta,4Th Roof Level w dl= 150 Of 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 -i -� v hdr eq= 63.4 plf -� A H head= A v hdr w= 155.7 plf 1 y Fdragl eq= 183 F2 eq= 166 Fdrag1 w= F2 -408 I-I pier= v1 eq= 127.9 plf v3 eq= 127.9 plf P6TN E.Q. 5.0 , v1 w= 313.8 plf v3 w= 313.8 plf P6 WIND feet Htotal= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= : F4-.- 166 feet A Fdrag3 w=448 F4 w=408 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 63.4 Of P6TN 3.0 EQ Wind v sill w= 155.7 plf P6 feet OTM 6234 15297 R OTM 4461 5363 v UPLIFT 173 969 Up above 0 0 UP sum 173 969 H/L Ratios: L1= 2.8 L2= 5.5 L3= 26 Htotal/L= 0.82 Hpier/L1= 1.76 ► ► Hpier/L3= 1.94 L total= 10.9 feet JOB It: Elevation d B SHEARWALL,WITH FORCE TRANSFER El ID: evation B 4:7c T 4i Roof Level w dl= 150. plf V eq 554 1:j pounds V1 eq= 277.1 pounds V3 eq= 277.1 pounds V w 1359 7; pounds V1 w= 679.9 pounds V3 w= 679.9 pounds v hdr eq= 58.3 plf •H head= A v hdr w= 143.1 plf 1 Y Fdragl eq= 160 F2 eq= 160 Fdragl w= *4 F2 -394 H pier= vi eq= 173.2 plf v3 eq= 173.2 plf P6 E.Q. 5.0 vl w= 339.9 pH v3 w= 339.9 plf P6 WIND ....:__.......:: feet H total= 2w/h= 0.8 2w/h= 0.8 9 Fdrag3 eq= -. 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 EQ Wind v sill w= 143.1 Of P6TN .....__............_.. . ............._................ feet OTM 4987 12238 R OTM 3379 4061 v • UPLIFT 182 926 Up above 0 0 UP sum 182 926 HIL Ratios: L1= 2.0': L2= 5.5 13= 20 :::.::.::......................_.._ Htotal/L= 0.95 4 ► 4 ►4 Hpier/Ll= 2.50 Hpier/L3= 2.50 L total= 9.5 feet JOB# Elevation B SHEARWALL WITH FORCE TRANSFER ID:Elevation B 4.Te,4.Tf Roof Level w dl= 150 pff V eq 692.6 j 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 pff d v Fdrag1 eq= 196 F2 eq= 196 • Fdragl w= ,_a F2 -480 H pier= v1 eq= 138.5 pff v3 eq= 138.5 plf P6TN E.Q. 5.0 v1 w= 339.9 plf v3 w= 339.9 plf P6 WIND feet H total= 2w/h= 1 2Vv/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 pff P6TN 3.0 EQ Wind v sill w= 147.8 pff 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 r Hpier/L1= 2.00 _ Hpier/L3= 2.00 L total= 11.5 feet SOB#: IgleVation B SHEARWALL WITH FORCE TRANSFER ID:EleVatiOn'aitMa, Roof Level w d/ 150,: plf V eq 1.275'1; pounds V1 eq= 677.4 pounds V3 eq= 597.7 pounds V w= 2940.6 pounds V1 w= 1562.2 pounds V3 w= 1378.4 pounds v hdr err= 106.3 plf ► •H head= A v hdr w= 245.0 plf 1i v Fdragl eq= 226 F2 eq= 199 • Fdragl w= '•1 F2 -459 H pier= v1 eq= 159.4 plf v3 eq= 159.4 plf P6 E.Q. w= 367.6 pB 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 EQ Wind v sill w= 245.0 pH P6 feet OTM 11476 26465 R OTM 5391 6480 UPLIFT 537 1763 Up above 0 0 UP sum 537 1763 H/L Ratios: L1= 4.3'. L2 4.0 L3=:i 3i8 Htotal/L= 0.75 4 ► 4 ► Hpier/L1= 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 plf 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 -i ---► v hdr eq= 62.2 plf --0.- • ►•H head= A v hdr w= 143.5 plf 1 y Fdragl eq= 589 F2 eq= 236 Fdragl w= -58 F2 -543 H pier= vl eq= 156.4 plf v3 eq= 156.4 plf P6 E.Q. 5.0 vl w= 360.8 plf v3 w= 360.8 plf P4 WIND feet Htotal= 2w/h= 1 2w/h= 1 9 . I Fdrag3 eq= :• F4 -.- 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 Htotal/L= 0.41 Hpier/L1= 0.80 Hpier/L3= 2.00 L total= 22.0 feet JOB#. Elevation B SHEARVVALLVVITH FORCE TRANSFER i ID Elevation 84.Me,4 Mf Roof Level w dl A50 plf V eq ,..10117;; 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 A H head= A v hdr w= 203.5 plf . 1 Fdragl 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. 3.1: .._ ' 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 A 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 • v UPLIFT 213 972 Up above 118 863 UP sum 332 1835 H/L Ratios: L1= 2,0, L2= '. 7.3 L3=:!.:::: :,•:;1!:i:2.0 HtotaIlL= 0.62 4 ► 4 ►4 ► Hpier/L1= 1.50 .4 o Hpier/L3= 1.50 L total= 11.3 feet a k :+•s i 7; • h > ,i • s rAt,111. sl``'y • aw rv3rr �.r'r It ,yT� ! • :�'' yL: i x4h ..... „ilk! � r. . , APA '".-, • , . f . ,, ,„ , - .'. IIIIIP 'I[C ."- ,:it ':I.!;;:1,..,...,!,ii4 TT- 1O0F APRIL 2014 A PortalFrame with Hold Downs Applications for Engineered 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 CURSE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection maybe 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. • I a 2014 APA—The Engineered Wood Association 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•. (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 1/2" 10e b 101Q31 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 are 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'rough width of o nin per wind design min 1000 lbf 9 Pe 9 1 on bsides e 0 f sheathing Font' 1 IIIwall height a Fasten top plate to header � � with two rows of 16d sinker nails at 3'o.c.iyp li k Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3'grid pattern as shown panel sheathing max total Lj '�'-Header to jock-stud strap per wind design. wall 'r, :" Min 1000 lbf on both sides of opening opposite height " side of sheathing. _ If needed,panel splice edges shall occur over and be 10 ..3\--Min.double 2x4 framing covered with min 3/8" nailed to common blocking thick wood structural panel sheathing with within middle 24'of portal eigx % rr 8d common or galvanized box nails at 3"o.c. height.One row of 3'o.c. height in all framing(studs,blocking,and sills)typ. i nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame N ' construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar ' jack studs per IRC tables ' top 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 ©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,Mtninlum 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 Fore 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: AM HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400■E-mail:help@apawood.org Form No.1T-1 OOF 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 �� of 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 are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Engineered Wood Association 180 Nickerson St. C T E N G I N E E R I N G Suite 302 R I N C t_..np , /1 Seattle,WA Project: '-11771-113C1 �� V V�t�(r //J iwa-- Date: 9_,075. 01 „0?-- (2 6)285-4512 Client: 'ed 2.5q3,6),t3� L C `' ''�` 29)1954,;,-/) Page Number: (2 6)285-0618 • V67- 3 a kV-y) )1/44,-__As-t„(01_eriz) id-6 " •X fib`` iZ" k iee. fjd Yt P A"Q�3- 1 G� \Vf2- 1 �f /.. rx711171t1 8f� ...�( Pcv)tw eau-MA, ,. k7 V$�- ?T11t� F, fi1►A i ` fib? W Ind 860 Fit X0,2 �� _ p.���;�► 4 __ 60) 0,312 r) 01U , $5L3LIZ) Gl (1)62AI) (1-- oti (bo � = �) h� � 8& ,°l4- Y• 4,, £0`1 . 51 8 x 1 w/(2) 44- . 01, v,666 6 1V,. 'Tv /2)010/1-4-7 • l N . e6fufl'N6., ,, _ 5 1► 66xl, ea..9V I Y s • 31,., L 0,dog 101) .0144- Structural Engineers WOOD FRAME CONSTRUCTION MANUAL G3 • Table 2.2A Uplift Connection Loads from Wind . •• . ., . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) • • _ 700-yr.Wind Speed 2 3-second gust(mh 3.10 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly Roof Span(ft) 'Unit Connection Loads(plf)424'W•1 , 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 0 0 psfa . 36 272 298 324 380 441 506 576 650 729 856 2 48 350 383 417 489 567 653. 741 836 938 1100 rit . 60 428 468 509 598 693 796 906 1022 1146 1345 i'rl • 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 m CO 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z .. 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 • 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 . 60 140 180 221 310 405 508 618 734 858 1051 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 c4; 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 kfeet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located In Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate s 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, ix multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the i• . connectors: • Connection Spacing(in.) I 1216 19.2 24 48 Multiplier 1.00 l 1.33 I 1.60 l 2.00 I 4.00 ' ° Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. - 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads forwall-to-wall or ' wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 pif) n .. for each full wall above. f ) ' 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the t header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. , . ' j includes the overhang length and the jack span. ` s Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. FA, + #•.•�• V1,�r.�&t'_t�Ss ia. AMERICAN WOOD COUNCIL 180 Nickerson St. C T E N G I N E E R I N G Suite 302 Seattle,WA Project: �YA/'�j {p�,�/� INC.�- ��I�rq 98109 Date: (206)285-4512 PAX: Client: Page Number. (206)285-0618 \A/Mi): 1+-OtitPL `.; (iteVRq- @ ' 1-12»4 7rp e'fAi\s150) .if6 1/156- cP 'D 901.4 6 M ;fin kZ : 1 l D MPS / uL 6 i„ '�� 33 • 15 I 1)Z • , -j , 2 ) Ct9Nuho -TRµss: `36, �... E . Mtn )6. • ' - :-L4Lh . ,v > . . . . Ter, - G1A17». IS .2X-- A3 —n9'445 • 40/PA ' : - •_ r".• 2 P, Aytxrpai ., . PFJ 6 Cly T(PGviNkkflOdo PL'?• ,a, cfraVvitues e .ft,oce -tfrt,p(L_ C-5Y nv.11') 5e344 Ett&O Structural Engineers TRUSS TO WALL CONNECTION �PUESU ss CONNECTOR 10 TRUSS TO TOP PLATES 111'1 II I 1 1 1 HI (6)0.131" X 1.5" (4)0.131"X 2.5" 40t1 415 1 H2.5A (5)0.131" X 2.5" (5) 0.131"X2.5" v.:. nil 1 SDWC15600 itt I 2 H10-2 (9)0.148"X 1.5" (9) 0.148"X 1.5" in>ci 700 2 (2)H2.5A (5) 0.131"X 2.5" EA. (5) 0.131"X 2.5" EA. lion 2 (2)SDWC156IX1 - - ti/ti j.sn 3 (3)SDWC15600 - - 145_ . 311S ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLIC'G. 0.131" X 3" TOENAIL �' AT 6" D.C. H2.5A & SDWC15600 STY!F COMMON/GIRDER TRUSS r PER PLAN TRUSS TO WALL CONNECTION TO EACH H'I STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"=1-1" (BEAM/HEADER AT SIMILAR) 114 I TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION SPE VALUES OF TRUSS CONNECTOR TO TRUSS PLJES TO TOP PLATES UPLIFT ri 1 111 (6)0.131" X1.5" (4)0.131"X25" 100 115 1 H2.5A (5) 0.131"X 2.5" (5)0.131"X 2.5" 535 1 SDWC15600 - . -• 2 H10-2 (9)0.148"X 1.5" (9)0.148" X 1.5" 1)/0 Ton 2 (2)H2.5A (5)0.131"X 2.5" EA. (5)0.131"X 2.5" EA -070 2211 - 2 (2)SDIYC15800 - - TA z.su 3 (3)SUWCI5600 - 1455 345 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE `'- 8d AT 6" 0.C. CONNEC110NS 2X VENTED BLX'G. 111 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"= 1'-0" (BEAM/HEADER AT SIMLAR) 119 I TYPICAL TRUSS TO WALL CONNECTION [