Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (162)
0A5-12_0t`7 -00'38S ( 0851-1 n (A) f r ce/Aok. L.A__ Lin, . CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4 8 1 ) JUN 2 2 2017 #15238 BUILDING DIS SION Structural Calculations River Terrace ��o PRo, �i 0 Plan 5 ( °GINF4i' C. Elevation A A ( Ili k61 Tigard, OR 64 REG�iN � � S T I. 0 Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. 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 (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : CT# ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4" plywood (O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF (2)2 c8 HDR (!)2.8 HDR (2"2x8 HDR (2)2x8 HJR (2;2x8 HDR \\\\\\555--- s ® \ RB.1 RB.2 RB.3 RB.4 RB.5 /L'. re 1 - u ,:`, f,Q, \ I 111. \ I / I / \ / c E ❑ x I N I 1 -- ®/ ❑ \ c---� CO NIS L4 CO 1 g �; f V.----, O ^A- --_ --_ ce rc H. NO Q 1111LEMINENoT = v, i. ';',..:).-:-.1 NN ja C-E--:9: D. L._-E °I.11 I I NENE.sommos immomin .7 iimmunimmoliml ® 9?. CC I I m rn N V T"' ::: 2)2oc8 HDe (2)2�B HD GT.a40 x ja \ RB.11 RB.11 RB.12 RB.13 RB.10 PD.10 CD 11 PLAN 5A P LAN 5A Roof Framing Plan 1/4°=1'O" CT# 140512014.05.09 1/4" = 1'-0" (11x17) 4 011111 P4) 1 1.Ta 1.Tb T � 411, .><.. 141' 011irf IL',, J � I 1— E, I II----( ____.,/// __ II E ---4 , r ` L L- -. I III I I. � 1 C-7 � m _Z am L 1 I I �^ r1 _____A____ ____.) ... ,.., , ,.,: ,-,,, ir II II. TI `I E-, M Ta 4 �' .Tb 4,Tc , c 1 8 AM, 4.Td not used this eleSi.. ion OP LAN 5A P LAN 5A Top Floor Shear Plan 1/4"=1-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) Ch Iffbi 4U1 MIP 41:10 41:10 14 STI-1D14 1.Ma 4x10 HDR 1.Mb 3.5x9 GLB HDR 1.Mc 4x10 HDR 4x10 HDR 4x10 HDR 1.M. B.2 B 3 ,._B 4 B.3 Ir o �I I l' 1 N _J n i { �_J v.U I D 2 C �`�__ , I- • O —_ F I CC • LW 2U I �O KC I rr T1 SNI 1 III I 3.5x113IG BEAM FB 3.5x14 BG BEAN FB, 3.5x9 GLB HDR B.12 N iI _ JB`10 // B.11II 1 I I \ ,.....-• 1 . --- 4 R 4111 HDR -2 \ -__- 1.2 N ;, . . • • > , I( .. . \STAIR / a � 1 D / I' T -3-I", .. \FRAMING S1HD14 r,1I i STW 14 i ST A l ?� I 11 I------r -_-ssaL \ / r N 1 -`-- t r- -- I \\ / P4-- i \/ I / \ I P4 11 / \ / \ S1HD14 • "\ I / - \ STHD14 3.5 BIG BEAM FB • 1 r ' 5.5x18(Ipt18 HDR - - -r -- -- • r'T B.13 1 I L �� �rs - - - I m j 1 `" I B-14 I I - QI- ❑ 1 m .. II 1 14 N ? ' amitimoommommtaiou 1 -��- -- ------ I 1 cc % L caT m 1 I\ X in 18 58.1 © Im k.__ © i ' x :r, 22)0 HDR W H :=::1L_:11111111.1. 5.125x1210L3 HDR _ _ --1 B.16 I I • (2)2x8 HDR (2)2x8 HDR 2)2x8 1DR II 75 R 7 WIPI.r i�wu ——�—i+1t-— / \ STHD14 m STHD14 I r,.' STHD14 B.15 STHD14 4 f P3/ P3 i f, (2 2x8 HDR , 2x LEDGER \\\\\ qiP / 4i.Me 2x LEDGER 1 ',. .m. - L 4.Mc & 4.Md not used this elevation B.17 / j 0 5VW MONO TRUSSES S9.1 @ 24"O.C. PLAN 5A PLAN 5A CI) Main Floor Shearaop Floor Framing 1/4"=1'-O" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) 40'-0" 3" 4'-0" 3" T.O.S. 31/2"CONC.SLAB = AII:L -0'-71/2" `* -0'-3" T.O.S. ,.r:'i .J STHD14 � STHD14 rail I } 14 83/6'. 14 .031 m –i 1-0 1/2 ' 1.75x9 6 .. .. ... `.� ' ... .. 11.... 1 1 1/2 LII FLOOR JOISTS ffa.... INSTALL SYS.TEM TO ALLOW II 1 9 2 O.0 U.N.O ._a ..ADEQUATE.DRAINAGE-AT - I a. 1.6 x1&x10"FTG o I 1 x. UNO 1'-0112 i. �y(j� 1 .. .. fl,T. I .__ _._. _ - —I T �_- ''.I.' ... .. ._ :��... - _ 1 1 - ti „.. 1.75”WIDE L :TO MATO. I'JOIST I1 DEPTH .. .... ..- _._ DEPTH AB• PONY- WAL S I , STHDf4 F a ' -1'11 1/2 Ir WH �I STHD14 STHD14 I r ' 30x20x10 FTG... 1 75"WID€LVLTO •TCH' 1 W/�(3)�EAWAY. ( �I� OI$TDEPTHAB• PON11� I .... ALL: ...,. 20'-6" I 8'•.2,3/4 .. ._11'-31/4"-�� �.�.-.i.� At f - - I STHDIA I ... STHDI �� , Ell I j 1 .. .. a II ..+�� �I ..... . ..... . 31/2"CONC.SLAB F ..... • _-....I_ SLAB SLOPES 31/2" I O. -1-01/2" FROM BACK TO APRON VERIFY GARAGE SLAB HEIGHT .........._. .... -..., - 1 `�. ........-.f. WITH GRADING PLAN I !. �'Mg� -0'-5" �{ 2X4 . SS T.� �� WALL STHD14 m 'I j 3 /2" ONC.S _ _-1-01/2STHD14 SLOPED DOWN Ur18 0 ® 1/4 :12 ,i � 0 —�S6.1 E 1 ' STHD14 STHD14 I_—_ Q dEk AM Mar 2'-1" 16' 3" lop SIM-10" VP 40'-I" ®PLAN 5A PLAN 5A Foundation Plan 1/4"=1�-0" CT# 14051 2014.05.09 1/4" = 1'-O" (11x17) CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax 2014, (206)285 0618 rat E Nk( 'ti 114141 1I}51f,14s lia 1e eai :� _ ', ( 4t4 199 -2d04 $ 1 t, .V.. W $2 /.,.. EtliYtr Lic. Licensee:c.t.engineering Lic.#:KW-66002997 Description : PLAN 5.A Roof Trusses „ w, u... GT a1 . k .. uia x'2012 l4DS I1;3 2042,4Bc 113 AS E 10 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 750.0 psi Fc-Pill 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=3.0 ft Design may Max fb/FbSuRatio = 6.765. 1 fb:Actual: 4,720.15 psi at 22.000 ft in Span#1 0(0.04501 S(0.0750) + Fb:Allowable: 697.70 psi t + i Load Comb: +D+S+H 44.0 ft, 4x12 Max fv/FvRatio= 0.568: 1 fv:Actual: 96.55 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 11.778 in Downward Total 18.845 in Left Support 0.99 1.65 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.99 1.65 Live Load Defl Ratio 44 <360 Total Defl Ratio 28<180 41AI B Dsgrt:. GT a2 � � 4 CE7 hfl y „� � y 1 ��u�r'� � ,I3 �3C 20t3,AS • 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 750.0 psi Fc-Pill 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=3.0 ft Design Summary Max fb/Fb Ratio = 6.765; 1 fb:Actual: 4,720.15 psi at 22.000 ft in Span#1 0(0.0450)S(0.0750) + Fb:Allowable: 697.70 psi + + Load Comb: +D+S+H 44.0 ft, 4x12 Max fv/FvRatio= 0.568: 1 fv:Actual: 96.55 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 11.778 in Downward Total 18.845 in Left Support 0.99 1.65 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.99 1.65 Live Load Defl Ratio 44 <360 Total Defl Ratio 28 <180 Wood Beam Design : GT.a3 .. .. " ',1 NDS,IBC 2012, .54C4IVAidE7410 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-LarchWood Grade: No.2 Fb-Tension 750.0 psi Fc-Prll 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,0.0 ft to 6.0 ft,Trib=2.0 ft Unif Load: D=0.0150, S=0.0250 klft,6.0 to 20.0 ft,Trib=17.50 ft Point: D=0.990, S=1.650 k @ 6.0 ft Design Summary Max fb/Fb Ratio = 8.264: 1a:., ,3501 D(0.2625)S(0.4375) fb:Actual: 6,075.59 psi at 9.667 ft in Span#1 D o.03o s 0.050 + . + + Fb:Allowable: 735.18 psi Load Comb: +D+S+H . ' " Max fv/FvRatio= 1.475: 1 - 20.0 ft, 4x12 fv:Actual: 250.69 psi at 19.067 ft in Span#1 Fv:Allowable: 170.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 L Lr S W E H Downward L+Lr+S 3.106 in Downward Total 4.970 in Left Support 2.13 3.55 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.71 4.52 Live Load Defl Ratio 77 <360 Total Deft Ratio 48 <180 Project Title: CT Engineering 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: Printed'6 MP_R,'2 014 318A M(206)285 06186r ,x €°IA'7:-.14''''':ple Beam Licenseect engineeringymo Lic.#: KW-06002997 wEE ® GT a4 4 ' 3 5 g ;---- 4' ,.: _ . ,. . :„ d s; a"1 'SBC Z01 I 2043,ASCE1f 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 750.0 psi Fc-Pill 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,0.0 ft to 5.50 ft,Trib=17.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,5.50 to 11.50 ft,Trib=2.0 ft Point: D=0.990, S=1.650 k @ 5.50 ft Design Summary Max fb/Fb Ratio = 3.016. 1 D(0.2625)S(0.4375) D(0,030)S(0.050) fb:Actual: 2,239.39 psi at 5.482 ft in Span#1 + i • • Fb:Allowable: 742.56 psi ,: Load Comb: +D+S+H Max fv/FvRatio= 0.849: 1ID fv:Actual: 144.30 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi 11.50 ft, 4x12 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.337 in Downward Total 0.540 in Left Support 1.66 2.77 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.95 1.59 Live Load Deli Ratio 409>360 Total Defl Ratio 255 >180 CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: Printed:5 MAR 2?-0,5:00PM (206)285 0618 77 0, �is9t114951-11tEn t 9511 1 EC6` Q �! { �; � '� �[", , :�198a-2Ef14$s *1�4�123�Ue�6'l��t.23;; ,Lic.#:KW-06002997 Licensee:c.t.engineering Description : PLAN 5.A\Top Floor Framing W. • Beam�e ign B 1 .,. ;< , . ' ,: cafcu.. cs r ifi!D qc-til2 rrE3cZQ 3, SdEt-11 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-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=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 J� • ,) Max fb/Fb Ratio = 0.795. 1 °D°0 4i�1 G0) fb:Actual: 983.60 psi at 2.663 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.588: 1 A fv:Actual: 121.63 psi at 3.485 ft in Span#1 4.250 R,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 Defl Ratio 2120>360 Total Defl Ratio 1333>180 • *» *let,g1V,Bla 44, s "'tate,701064 - 2 i8(:21312,CRC 2013,ASCE 710� s BEAM Size: 3.125x9,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 2400 psi Fc-Pr!! 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,2.670 to 6.50 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.560, S=0.9350 k @ 3.250 ft ply Design Summary ' 0 3n50,5(�.�TSu) Max fb/Fb Ratio = 0.792. 1 * * o(0. • <<ad?e, * fb:Actual: 2,168.64 psi at 3.250 ft in Span#1 Fb:Allowable: 2,738.45 psi ‘,-°,::t-;; Z:,,,-', Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.615: 1 A A fv:Actual: 187.53 psi at 5.763 ft in Span#1 6.50 ft, 3.125x9 Fv:Allowable: 304.75 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 0.119 in Downward Total 0.189 in Left Support 1.43 1.33 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.97 1.33 2.02 Live Load Deft Ratio 654 >360 Total Deft Ratio 412 >180 1N+rd Beam Design 6.3 - V ' I _ cafe lattetr t per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PM 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,1.50 to 4.250 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.560, S=0.9350 k @ 1.50 ft CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 P z z „#�.. riled 5 M F 2014,5:00PM Lic.#: KW-06002997 Licensee:c.t.engineering Design Summary • ��) Max fb/Fb Ratio = 0.681: 1 + .D( 1* 34M.011:57,#5°) fb:Actual: 842.88 psi at 1.941 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.7505+H _• . •. 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 ft,4x10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.023 in Downward Total 0.036 in Left Support 1.17 0.87 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.34 0.87 1.40 Live Load Defl Ratio 2242 >360 Total Defl Ratio 1411 >180 e ; B4 ;: . ,` • y i , .,. .% ,f ,.. c, ,- if&' tTlalculatierteper2100%,IBC 2012,CBC 2013 ASCE 7-10 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-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=10.250 ft Unif Load: D=0.0150, S=0.0250 klft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.578. 1 * r .A,o3' * ' fb:Actual: 715.19 psi at 2.125 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.7505+H 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 4.2505 4810 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.020 in Downward Total 0.031 in Left Support 1.23 0.87 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.23 0.87 1.22 Live Load Defl Ratio 2591 >360 Total Defl Ratio 1632 >180 " f. 9 ,It,-.k4 %B•5 {TYP) y •.. x iwa �s r ZO12 NDS,IBC201t CBC 2013,ASCE 7-10" 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 klft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.109 1 %� l!l i'* fb:Actual: 127.33 psi at 1.375 ft in Span#1 Fb:Allowable: 1,169.59 psi Load Comb: +D+S+H = = Max fv/FvRatio= 0.092: 1 fv:Actual: 15.85 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 2.7501t 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 Defl Ratio 19147>360 Total Defl Ratio 9430>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Pnnt 577.44.,k,2597.7' M 20 4 00P ..y m „,,c, G i X j �,�c j r a / 0 E. Q.4A 551"r 91`5 y.7'. � �� S • �* s � a "' �FtK. f -P�,49$3-,26 'Licensee: .t�fj-a,5 '( .2 ' KW-06002997 Licensee.c.t.engineering' li Be mDen B 6 =� y z simper 2012 NDS,IBC 2E1'12,CB,2O1 A 77 10 •BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb Tension 850.0 psi Fc PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary e � , Max fb/Fb Ratio = 0.520 1 y�• fb:Actual: 606.14 psi at 3.000 ft in Span#1 Fb:Allowable: 1,165.07 psi r* .,_.. y. Load Comb: +D+S+H • Max fv/FvRatio= 0.283: 1 A A N:Actual: 48.83 psi at 5.400 ft in Span#1 sort z-zxa Fv:Allowable: 172.50 psi Load Comb: +p+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 Dell Ratio 1843 >360 Total Dell Ratio 908 >180 �se B�,r i1� B7 . v �.. ca1Culatriisns 20 +tOS,1B •2012,CBC 2013,ASCE 7-10 t. . -: ,- .. ,,. FSS, 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 a.0.' 'a __, Max fb/Fb Ratio = 0.292: 1 �a, fb:Actual: 340.95 psi at 2.250 ft in Span#1 Fb:Allowable: 1,167.23 psi '" ' Load Comb: +D+S+H Max fv/FvRatio= 0.195: 1 A A N:Actual: 33.57 psi at 0.000 ft in Span#1 4.50 ft,22x8 Fv:Allowable: 172.50 psi Load Comb: +p+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.025 in Left Support 38 0.09 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 610:38, 0.09 0.28 Live Load Dell Ratio 4369>360 Total De fl Ratio 2152 >180 8 ; Siif B 8 Calc Dims pelr ' D; IBG 012,CBC 2013 E7-10 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-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 Unit Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary 0(022131L(0.590) Max fb/Fb Ratio = 0.277. 1 { fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psi Load Comb: +D+L+H Max fv/FvRatio= 0.205: 1 N:Actual: 36.84 psi at 2.730 ft in Span#1 3.50 ft4x10 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 Live Load Defl Ratio 7745 >360 Total Dell Ratio 5633>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 ,rr x r fr%"-" "" Prated 5 MAP 20 4 S 00PM d 8 ,r a .,. Lic.#:KW-06002997 e Ltc nsee c.t.engineering Wood Beam L�Si 11 B 9 -- A' A2A .- ,- ,,,,,-,0� „ .. . I at[t } 1 1 iD O t l9 2O1 A E 7-10 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-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary D(02213 L(D590) Max fb/Fb Ratio = 0.277. 1 fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psi ;, Load Comb: +D+L+H Max fv/FvRatio= 0.205: 1 /�l\ fv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.50 It 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E I Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.39 1.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 1.03 Live Load Dell Ratio 7745>360 Total Deft Ratio 5633>180 ., k3.1 .". .,,, �lOufattans per 242ND IBC Z01t C8 201 ASCE 7,10 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 D(0.2213 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 6.0 a, 1.15x14 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 0038 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 Dell Ratio 1877 >180 Wood Beam Design B.11, ,.. l " ,�"...->„ .,/\ "C I�Culatrenspsr 2012 NOS,IBC 2O Z C #1137.485 1* 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 D(02213 L(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 WID fv:Actual: 54.39 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 4.50 ft,1.75,14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.50 1.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.50 1.33 Live Load Dell Ratio 6120>360 Total Dell Ratio 4451 >180 CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: cora (206)285 0618 file Q114ii51T 1tEn19i114051T 1:EC6` MUItrple Simple Beam t' ENERCALC,INC.1983-2010 Lic.#':KW-06002997 Licensee:c.t.engineering Wood Beam Design : B.12 Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 3.125x9,GLB, Fully Unbraced 0R 3.125x10.5 Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.0 ft Design Summary D(0 210)l(0.560) Max fb/Fb Ratio = 0.736; 1 fb:Actual: 1,752.18 psi at 4.000 ft in Span#1 Fb:Allowable: 2,379.75 psi '' Load Comb: +D+L+H Max fv/FvRatio= 0.504: 1 A A fv:Actual: 133.60 psi at 0.000 ft in Span#1 6.0 ft, 3.125x9 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 0.152 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 Defl 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 d „k&.� _ 4� ,, _ 4 s_ `" fl�� €Pi4 MAO2014,92 AM 1 ENERCALC INC 1983-2014 1 moi,�idK B3 , L(c.#: KW-06002997x-Licensee:c.t.engineering Description : PLAN 5.Al Top Floor Framing, Cont. if B 13 .`a f, 4014; `CRC 2013,ASCE 7-10 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-Prll 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 BE8 t)i fd°A8j 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 ft3.5,14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.078 in Downward Total 0.097 in Left Support 0.83 3.49 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.83 3.49 Live Load Defl Ratio 1306 >360 Total Defl Ratio 1055>180 erton B 14 Calculate.ns par 1112 ! IB 201 `CBC 2013,`ASCE 7-10 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: +p+L+H Max fv/FvRatio= 0.350: 1 ' fv:Actual: 92.72 psi at 18.765 ft in Span#1 20.250 ft, 5.125x18 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S WE 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 Wood Beam Design B.15- BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary D(01425 L(0.380) Max fb/Fb Ratio = 0.264. 1 fb:Actual: 268.39 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi • Load Comb: +D+L+H Max fv/FvRatio= 0.216: 1 A A fv:Actual: 32.43 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.o rt.2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.006 in Downward Total 0.008 in Left Support 0.21 0.57 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.57 Live Load Defl Ratio 6403 >360 Total Dell Ratio 4657>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 PrintedMAR 2014,9 2 M 251Atf511-'t � SP-260.- f Lic.#: KW-06002997 Licensee.c.t.engineering �N elii11 d'eSl tri B 16 NDS IBC 2012,CSC 2013,ASCE 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 Summary Max fb/Fb Ratio = 0.771; 1 199P.• '1 fb:Actual: 1,834.37 psi at 8.250 ft in Span#1 Fb:Allowable: 2,379.23 psi Load Comb: +D+L+H .A A • Max fv/FvRatio= 0.369: 1 fv:Actual: 97.83 psi at 0.000 ft in Span#1 16.50 ft, 5.125x12 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr 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 Deft Ratio 364 >360 Total Defl Ratio 260>180 �iCl��i6 7 B-18 T 'S , .,< ;Y'u . 2 *. ` •i:,, (Ca clulati sf"r 201"2 F,IS,J' {! ; BC 2#1 3, i`CE"7,10 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=4.0 ft Design Summary orooso SIO 101 Max fb/Fb Ratio = 0.272; 1 fb:Actual: 276.24 psi at 2.750 ft in Span#1 Fb:Allowable: 1,014.63 psi Load Comb: +D+S+H A A Max fv/FvRatio= 0.159: 1 fv:Actual: 23.87 psi at 0.000 ft in Span 4 1 5.50 n,2-2x8 Fv:Allowable: 150.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.017 in Downward Total 0.027 in Left Support 0.17 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.28 Live Load Defl Ratio 3949 >360 Total Defl Ratio 2468>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 PMuftlipl� Slmp a Beim F ct4. 51T-1tEs MAP . ENERCAL ,II _.f983? l4 B© i$ 4123,W1;6.14.1.23 Lic.#:KW-06002997 Licensee:c.t.engineering Description : PLAN 5.A1/4 Crawlspace Framing Wood Beam Design : CB.1 Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 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-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary 00.1425 L(0.380) Max fb/Fb Ratio = 0.823: 1 fb: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 Fv:Allowable: 180.00 psi 7.50 ft, 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.074 in Downward Total 0.101 in Left Support 0.53 1.43 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.53 1.43 Live Load Defl Ratio 1222 >360 Total Defl Ratio 888 >180 TJI JOISTS and RAFTERS 1 1 .J.... I 1 1 --11- 1- 1 i j._ Code 1 Code 4 Code I 1.Suggest Syggest Suggest Lp1ck Lpick I:pick 1...Lpick • Joist •' b 1 d 22a. LLi DL 1 M max [Vmax El 1 L fb L hi L TL240 L LL3601 L max TL defl. 1...LL defl. Til , L TL360 I:LL480 L max TL defl.TL defl.LL def1.4.LL deft. size&grade i width 2). Idapth..(1.nLAn,1 i (p.sf)..._(py)I(ft-lbs) : (psi). (psi) 1 (ft.) ._(fl.) ..(ft..).._. ./.1...).... r (ft.) (irl)..._..1.....k.).... i_.I._ Lft..)... (ft (ft)(ft) (in) ratio ...(in...) 1 ratio 1 --i- L i 9.5 TJI 110 1.75, 9.5 19.21 40 15 2380 1220 1.40E+081 14.71 27.73 15.23 14.80 14.71 0.661 0.48 I 13.31 13.45 13.31 0.44 360 0.321. 495 + , 9.5"TJI 110 1.751 9.5 161 40 15 2380 1220 1.40E+081_ 16.11 33.V 16.19 15.73 15.73 0.721 0.52 I 14.14 14.29 14.14 0.471 360 0.341. 495 I- 9.T TJI 110 1.751_ 9.5 121 40 151 2380 1220 1.40E+02.1 18.61 44.36 17.82 17.31 17.31 0.791 0.58 1 15.57 15.73 15.57 0.52, 360 0.381 495 9.T TJI 1101 1.75! 9.5 9.61 40. 151 2380 1220 1.40E+08! 20.80 55.45 19.19 18.64 18.641 0.851 0.62 1. 16.77 16.94 16.77 0.561 360 0.411 495 _ T i 1 r .1 ... L 1 i - . I , 9.5"TJI 1101 1,751 9.5 19.21 401 101 2500. 1220 1.57E+08i 15.81[ 30.50 16.34 15271 15.37i 0.64 0.51, 1 1427 13.97 13.97 0441 384 0.35, 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 18.34 0.68 0.54 15.17 14.84 14.84 046 384 027 480 , , 9.T TJI 1101 1.751 9.5 12 40, 101. 25001 1220 1.57E+08 2000. 1. 48.80 1911. 1798;. 17281 0.75! 0.601_L. 16.69 16.34 1634 0 . .511 384 OA11 480 9.5"TJI 1101 1.751 9.5 92 40 101 25001 1220 127E+08 2226 6120 2058. 19.37... 19.371 0211 0.651 1 17.98 17.60 17.60 0251 384 0A41. 480 I 1 , 1 , _1... 1 1- i4 ! ... ..... 9.FTJI 210, 226251 9.5 1921 401 101 30001 1330 1.87E+081 17.321 33.25 17.32 16.30 r 16.301 0.68 0.541 1" 15.13 14.81 14.81 0A61 384 0.37 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 187E+08 18.97 39.90 1840 17.32 17.32 0.72 0.58 16.08 1574 15.74 049 384 039 480 .........95ITJ1210 20625! 9.5 121 401 10! 3000 1330 1.87E+08 21.911 53.20 2026. 1906. 1906,. 079 0.641....L. 17701 1732 1732 0.54.1 384 0A3.1 480 9T TJI21012:6604 63 96 40 .. Ti51.--. kg-...1SidrfaTifs+76-67-i474I--66.-gj.....Yl.ifi----iii:8SFRiirii.66r---Ti8L 1 --7966-....iii766 18.66....--686,..---56i---674V4136 41 I I_ t I" I- +. . . •:. • ... 1 1 -i----i• 1 9,5"TJI 2301 2.31251 9.5 19.21 40) 101 33301 1330 2A6E+081 18.251. 33.25 17.89 16.831 16.831 0.70: 0.56i 1 15.631 15.29 15.29 0A81 384 0.381 480 9.5 TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 1729 0.75 0.60 16.60 1625 16.25 0.51 384 041 480 9.5"TJI 2301 231251. 9.5 121 401 101 33301. 1330 2.06E+081 23.081. 53.20 20.92 1969,. 1929 0.821 0.66! i 18.281 17.89 17.89 0.561 384 0451 480 T 9. TJI 230.1 2.31251 9.5 9.6( 401 101 33301. 1330 2.06E+081 25.811_66.50 22.54 21.21 21.21 , I--- 0.881 0.711 I 19.691 19.27 19.27 0.601 384 0.481 480 -,- 1- T : ! 1 1 1 i i , ii 11.875'TJI 110 1.751 11.875 19.21 401 101 3160 1560 2.67E+08 17.781. 39.00 19.501 18.35. 17.781 0.67.i 0.541 1 17.041 16.67 16.67 0.521 384 042: 480 11.875TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 1947. 46.80 2072. 1950. 1947 0.81. 025 18.10 17.72 17.72 0.55 384 044 480 11.875"TJI 110 1.75.; 11.875 121 401 10, 3160 1560 2.67E+08; 22.491 6240 2281' 21.461 21.461 0.891 072'.1 19.931 1950. 1950. 0.61 384 0A9: 480 11.87T TJI 1101.751 11275 92, 40 101 3160 1560 2.67E+081. 25.11 7820 2427 23.121 23.12 0.961 0.771 1 21461 2121 21.01 026 384 023! 480 1 1 1- i r i 1 . 11.875"TJI 2101 2.06251 11.875 19.21 40 101 3795 16551 3.15E+08, 19481. 41.38 2061 1939. 19291 0.811 0.651-1. 18.001 1722 17.62 025 384 044 480 1127T 1J1 210 2.0625 11,875 16 40 10 3795 1655 3.15E+08 21A4 49.65 21.90 20.61 2021 0.86 0.69 19.13 18.72 1832 0.59 384 047 480 11275 TJI 210, 226251 11.875 12 40 10 37951 16551 3.15E+081 24.64 66.20 24.10 22281 22.68 0.951 0.761 1 21251 2021 2061. 0.641 384 0.521_ 480 11.875 TJI 2101 22625 11.875 9.61 40 10 37951 1655, 3.15E+081 2725 8235 2526 2443 2443 1221 0.811 22281 2220 22.20 029! 384 025i 480 . . s . . , . 1127T TJI 230 22125, 11.875 19.2. 40 10, 4215 16551 347E+081 2023 41.38 2128 20.03, 2023 0.83; 027 1859! 18.20 18.20 0.571 384 045; 480 • ' . • . . • ' • • • 11.87T TJI 230 2.3125 11A75 16 40 10 4215 1655 3.47E+08 22.49 49.65 2222 21.28 21.28 0.89 0.71 1936 1924 1934. 020 384 OAS 480 11.875"-1,11 2301 2.31251 11.875 121 401 101 42151 16551 3.47E+081 25.971 66.20 24.89 23.421 23.42 0.981 0.781 1 21.74 21.28 21.28 0671 384 0.53! 480 11275 TJI 230, 221251 11.875 921 401 10r 4215 1655; 3A7E+081 29.0311 I 8235 2621 25.231 25.23 1.051 0.841I 1 2342 2223 22.93 0.72 384 0.571 480 I.. ---1- -r I 1......................_..... I_ 1 , ; 1 I I t ......_ ... .....-a-........-..-.......-.4. . I -- i; -4.- :, __ 11A75"RFPI itoo! 226251 11.875 19.21 401 101 43151 14801 3.30E+08 20.771 37.00 20.93 19.691 19.69, 0.821, 0.661 1 18.281 1729 17.89 0261 384 oA5! 480 ' 11875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 4440 2224 20.93 20.93 0.87 0.70 19.43 19.01 19.01 029 384 048 480 11.875 RFPI 4001 226251 112751 121 401 101 43151 14801 3.30E+08 26.28i 59.201 2448 23.031 23.03i 0.96; 0.77; 21.381 2093 20.93 0651 384 0521 480 11.875"RFPI 4001 2.062511 11.875 9.6 40 101 43151 14801 3.30E+08 29.381 74.00 26.37 24.811 24.811 1.03! 0.831 I 23.03 22.54 22.54 0.701 384 0.56; 480 Page 1 D+L+S CTB 14051-4015.2 Twin Creek LOAD CASE (12-12) (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 Bucklin5 Factor D+L+S c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS Cb (Varies) > Section 2.3.10 Bending Comp Size Size Rep. Cd(Fb), Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load u=1.0 Load @ Plate Cd(Pb)Cd(Pc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c fb fb/ in. in. in. ft. pif psf pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce)_ H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 515.42 44122 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 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 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 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 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8,25 28.3 3100 0 0.9921 3988.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0, 0.9952 2091.8 1.00 _1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0 0.9944 2789.1 1.00 ^1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0 0.3652 3132.4 1.00 ' 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.80 0.00' 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0 0.2737 3287.1 1,001.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0' 3287 0 0.3158 3287.1 1,00 1,15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5,5 16 19 41.5 1450 0 0.9917 3287.1 1.00 __.1.15_ 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 _ 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1,15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14051-4015.2 Twin Creek LOAD CASE (12.13) BASED ON ANSIIAF&PA NOS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 _ Ke �Deal.n Buckling Factor __=�- __ -___=- _ c 0.60 Constant)> Section 3.7.1.5 Cr �- KcE 0.30 Constant > Section 3.7.1.5-.1::5 _ ����� Cf b _M-1997 NDS M��- Cb _ odes Section 2.3.10 ---_Bending Com.. Size m'a____E3MmEMEI-[Z®__111111 11111111•1111111_1111_ _--i2i* W duration duratio-factor factor EII___-___111111-_11111111111111 Stud GiadelMillaraillgailEFILMIEEIMMEM Hof.Load Load n Plat:Cd FE ENE Cf mmmemaimmai micau '9®mmu®0 1�111111U1 ®®® it IIKIIII_' III_ •If WI Fc _$ _•si IIIMIl . •I IIIIMIIIIN=111101111=11111111=111111111r2111 Fb"1-1c/Fce H-F Stud 1111111111 7.7083 26.4 1075 9.71 0.9951 1893.4 1.60 1.00 ®1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.05 1.15 875 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.685 H-F Stud ®®®MIKI®''-®' 0.9998 2657.8 IMELE®" ®1111® 675 IMMEIrli 1,200 000333.99 0.65FECMIIIIME H-F Stud ®®mnginE �' r�' 0.9943 1993.4 IBM 1.00 ®®' ® 675 405 800 1,zoo,000llipalligaiQMMEEE 0.64 H-F Stud _®® ICE1111133311111105110.9974 1.00 1.05 1.15 675 405 1,200,000 � �®' 0.500 H-F Stud ®® � 0 �®mm 0.9981 1.60_ 1.00 1.05 1.15 875 405 Kum 1,200,000 mogiumpormigommEmo 299.05 180.69 ___���---- ___-_-__--� OFF Stud 1.5 ®� ��� 0.9971 2091.8 1.60_700 _13111®11141111211®1,200,00011111331111/115211BES_NE1611111320.577 SPF Stud 1.5 ®mmigna 700 mozzi 0.9115 2091.8 1.60 1.00 ��®1,200,000®� mm��447.52 0.618 SPF Stud 1.5 ®®�� 1125 0.8931 1.00 �®' ®1103®.33111201®1,200,00011112EIIIIVEZ `�•IIIEME0®'' 335.64 11111111111151 - tud ®®mpusimag®'''mum 0.9970 WM. 1.80 1.001.05 1.15 sagum®1,200,000 1 366 implagomcgamoga 243.81 85EBEfimmuyp SPF Stud 1.5 3.5 ®_8.25 28.3 1405 0.9952 2789.1 1.60 1.00 1.05 1.15 675 425 ®1,200,000 1,366®�EM 376.35 267.62 0.71 0_490 SPF Stud 1.5 3.5 II 8.25 28.3 2320 8.13 0.9958 4183.8 1.60 1.00 1.05 875 425 1,200,000 1,366 missiiiii376.35 294.60 0.78 180.69 0.383 H-F#2 ®®uignmai®monm 0.3909 3132.4 l.60 1.00 ®llan® 850 maim 1 no 000llECIUMMINZEINEM 969.91 506.18®' im 0.119 H-F#2 _®11531111111111111111® '�'`�1111E1111111 1.00 �]® 850 11221111031,300,000 2,533��I 804.50 508.18 S.83I]� ® �H-F#2 1.5 u18.0 3132 8.13 0.4411 3132.4 1.60 1.00 ��® 850 405 1300 1,300,000 2,033 1430 1203.70 899.13 506.18 0.56mi 0.124 Ea1.5 ®m12E/INIMIIIIIMMIENI 0.4327 ��®�®�� 1150 1,400,000®� 940.30® 152.58 ®®���� 0.6033 �� 1.00 r 1.15 Km 425 1150 1,400,000® 1265 1089.25 806.08® 181.23 0.169 ®_®�® 18.0 3287 8.13 0.4790 3287.1 1.00 1.15 425 1150 1,400,000 2,093® 1265 1296.30 884.69 531.23 o.60iiii 0.118 �_��----�_ r__-_ MINIIIIIMIIIIIIIIMMIIIIIIIIIIIIIIIMNIIIMIIIIIIIIIIIIIIIII __ SPF Stud _®m111:EillEXIIIIIIKI1.60 Mal ®' 1.15 11:10111201®1,200,000 ®NEIEINCEMIEEKININIE®' '"""" 0.979 OFF#2 1.5 ®Mlamminmaxa0.9941 MEIN 1.60_ 1_00 1.3 1.15 875 425 $J 1,400,000 B]® WMM106.67_ 0.48 927.0211=1111111 ili H-F#2 1.5 5.5 16 19 41.5 600 8.71 0.9921 3132.4 1.60 100 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 98.97 0.44 927.02 0.796 Page 2 D+L+We.55 CT#14051-4015.2 Twin Creek I LOAD CASE I (12-14) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Desl.n Bucklin.Factor D+L+W+S/2 ME0.80 Constant> Section 3.7.1.5-_- -._._._.- _ 0.30 Constant > Section 3.7.1.5___� -_ m==� '�' Section 2.3.10 9 Size -Re��-� �FR�I-1997 NDS -_ Bendin Com.. ___-1M3I-NZE- E_3.7-1 _-- M--��-__NDS 3.9.2 aMe d F Flll duration duratio tactor use_______---__� CCIILLGG��LL�� CCQ�QT21Q ��� Her.Load Load�r Mahe=Cd Fc '� ���M®©� ® ®�®© _® in. ®�-��� .If 1.6Magi N� ����f���IE�fe������-��Fb1-fc/Fce H-F StudINI 3.5IN 7.7083 26.4 1095 9.71 0.9962 1993.4 0 1,15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 3.5 9 30.9 765 8.48 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud ®®®MMEINr r•- 0.9969 2657.8 1.60 1.15 1.1 1.15 405 1,200,000 1,366 ME 966 378.09 340.90 219.05 335.64 OB84 H-FStud 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.05 1.15 675 405 800 1200,000 1366 506 966 449.95 395.22 250.16®361.37 0.598 H-F Stud ®® 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 385.22 275.24 0.70 271.03 0.511 II H-F Stud 1.5 3.5 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.151 05 1.15 675 405 800 1,200,000 1,368 506 966 449.95 395.22 303.49 0.77 180.69 0.406 .15 1.05 1.15 675 425 725 1,200 SPF Stud 1.5 3.5 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 amilme_1 ,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud ®®m���_ 0.9988 x1,15 ®1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 30.9 1140 8.46 0.9944 2789.1 1.60 1511.05 1.15 675 425 725 1,200000 1,366 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 ENE 30.9 975 8.13 0.9952 2091.8 1.60 1,15 ®1.05 1.15 675 425 725 1,200,000 1,366®875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 3.5 8.25 28.3__ 0.9952 2789.1 1.60 _1.15 1.05 _ u� mom,,,,, 271 03� Sp��-�_8.25 28 3-_� 0.9922 ® 675 425 725 1.200.000 1,366� Q.�' ® 299.68® �� 1.60 _1.15 �1.05® 675 425 725 1,200,000 1,368 180,89 ®�11E' ®� 'rI' 1.60.-..._.1.15.��� t�____--- �- ®®'® ��1,300,000�� 506.18 ®®®C� ®iL���® ���3L! 1.60 t.15 p�®��f�1.300,000��i[.+iEiL� E 0.60 �'� �®®_ 0.4100 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 11®® SPF#2 3287 9.71 0.3872 3287.1 1.60 1.15 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 MECIMIMMEZ 3287.1 1.60 -..1.15_ 1.10® 875 =Ana1400,000`''m® 108925 850.16® '' 0.169 SPF#2 18.0 3287 8.13 0.4342 3287.1 1.80 1.15 g�ll�® 1150 1,400000 2,093®®1296.30 945.38 531.23�� 0.118 SPF Stud ®_---- --_--------_ ®®�� 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.05 1.15 Maw 1 200,000®®®® 139.02 17.78 0.13 -x- 0.979 SPF#2 ®®��� 660_ 3287.1 ME 1.15 IMMO 1.15 ME 425 MEI 1,400,000�Cr ]® 1E213® 106.67=MEM 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1,15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.798 Page 3 D+L+S+.5W CT#14051-4015.2 Twin Creek I LOAD CASE (12-15) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 , 3.7.1 . Ke 1.00 Design Bucklin•Factor D+L+S+W/2 c0.80(Constant)> Section 3.7.1.5 Cr ----- --'-- -'- -""--- Cf(Fb) Cf(Fc) 1997 NDS _ KcE 0,30(Constant)> Section 3.7.1.5 Cd - Eq.3,7-1 Cb i(Varies) es) > Section 2.3.10 Bending Camp. Size Size Rep. _ ) Cb Cd (Fc) NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacine Height Le/d Vert.Load Hor.Load x=1.0 Load Plato Cd(Fb)Cd_Es) Cf Cf Cr Fb Fc perp Fc E , Fb' Fc perp' Fc• Fce F'c _ fc fc/F'c fb fb/ in. in. in. ft. plf psi pif _ (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 28.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 _ 405 800 1,200,000 1,366_ 506 966 515.42 441.22 339.05 0.77 188.39 0.403 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 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 248.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 _ 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 gm 1195 4.065 0.9960 1993.4 1,80 1.15 1.1 1,05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2865 4.065 0.9999 3986.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 986 449.95 395.22 338.41 0.88 90.34 0.287 SPF Stud 1.5 3.5 16 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 1,366 531 875.438 515.42 431.52 333.97 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 1.15 875 425 _ 725 1,200,000 1,366 531 875.438 378.09 338.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 _ 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 187.82 0.398 SPF Stud 1,5 3.5 18 825 28.3 1180 4.065 0,9922 2091.8 1.60 1.15 1.1 1.05 1,15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.398 SPF Stud 1.5 _ 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 449.95 388.13 333.97 0.88 80.34 0.257 H-F#2 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 2,033 508 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1,5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 90.61 0.089 H-F#2 1,5 5,5 16 8.25 18.0 3132 4.085 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 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,0001 2,093 531 1454.75M 1015.45 531.23 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 1.60 1,15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.18 531.23 0.62 90.61 0.085 SPF#2 1,5 5,5 16 8.25 18.0 3287 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 -- 255 4.23 0.9959 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 64.76 0.47 586.43 0.779 SPF Stud 1.5 3.5 16 14.57 50.0 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 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 483.51 0.594 Page 4 D+L+S+.7E CT#14051-4015.2 Twin Creek I LOAD CASE I (12-16) I (BASED ON ANSI/AFAPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+El1.4 c 0.80(Constant)> Section 3.7.1.5 - Cr KcE 0.30,(Constard)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb ales > Section 2.3.10 Bending Comp. Size Size Rep.] Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Ma:.Wall duration duration factor factor use Stud Grade Width Depth Spadng Height Le/d Vert.Load Hor.Load «1.0 Load a Plate Cd(Fb),Cd(Fc) Cf Cf Cr Fb Fe perp Fc E , Fb' Fc perp' Fc• Fce re fc fc/F'c fb fb/ in. in. in. 8. p11 psf ptf (Fb) (Fc) psi psi psi , psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 988 378.091 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 8 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71, 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 986 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53, 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 336.17 253.97 0.78 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 288.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 _ 2789.1 1.601.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.41.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 508.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 I, 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1,60 715 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 SPF#2 1.5 5.5 16 7.7083 . 16.8 3287 3.57 0.3154 3287.1 1.60 "Th.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 184.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 5 180 Nickerson St. C T ENGINEERING Suite 302 7-'1)P fj /�t N G{��!r. Seattle,WA Project: i /O+ 11 �✓ (206) +� Date: 98,10 285-x512 � � ,¢,,� t� may_... j� FAX: Client: S1.,'!"��' / 4L}" S 00,4t - Page Number (206)285-66t8 ' ;l PiZIMIA41.PnV& A t VAz.u. liK- - a" f i o L- :d. -: GI,v,� --k- O o CS - .?-� ► PSCC ".... - C � ._ -1 p Iii ,.g,(s 7rtie 2,1145_, 1_,; r ; : (`- ,)2'. Cz ie 1 .t : ).--Y '... '4 -'1 ..- 4-.,-4.. 4- ----- - i `` pais; 3 W/1 It (z.._ aet tiP' 31100 2 .3 .: ' ? ? 15, Structural Engineers 180 Nickerson St. /EMI ENGINEERING Suite 302 / / ..f• Seattle,WA 98109 ,Date- (206)285-4512 FAX: Client: Page Number: (206)28S-0618 — P5r 4). ft3i4 (1-5* VAMet, --7- 1 oz) rIL fuL k Wz_ efit-o 115) =- 365 .. 47:1 kolt, p‘f, i ... .5'3 lizt2P:V 20epc.> /97t4".Sr , - v.... ifilz. Or- 17 . .14 , .. ,,. .., p...,,, 41e; -...., 7-E. ••••••.. ,....., 'FS 4:1 2. Z, r '' igr•‘^"' 2 gy. ao. ft (4 3* Stf/torc rZ 1 t 5 i Structural Engineers Design Maps Summary Report Page 1 of 1 EMS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International (which utilizes USGS hazard data Building availaCodeble in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III • r zee i0 avertn ten, ll� kie lel C 'Niego t55 5KanO €l, a tl 1! , cji uest USGS-Provided Output Ss = 0.972 g sus = 1.080 g S°s = 0.720 g Sl = 0.423 g = 0.667 g S01 = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. NICER Response Spectrum Design Response Spectrum 0. 1 1 0, 22 0 012 0. 4 0,22 0 SC St 0.43 00.40 0.8t 0.32 0. 0t 11.22 010 0.11 0.08 0.400, 0.44 0. 0.40 0�0 0. 1.c0 4.00 < 1.40 1.44 1.40 24 0, 4. 0.44 0, 0 0, 1, 1. 0 1.140 1< S 1_ 2.00 Period.T(sees) Period, T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT# 14189: Plan 5A Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class- Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W N/A (Or by ZIP code) (Or by ZIP code) http://earthq uake.usgs.qov/research/hazm aps/ http://earthquake.usgs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.11; Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs= Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM1=Fv`S1 SM1= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3'SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3'SM1 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 SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 5A SDs= 0.72 hn = 18.00 (ft) SD1= 0.45 X = 0.75ASCE 7(Table 12.8-2) R= 6.5 Ct= 0.020,ASCE 7(Table 12.8-2) IE= 1.0 T- 0.175 ASCE 7(EQ 12.8-7) Si= 0.43 k = "1''ASCE 7(Section 12.8.3) TL= 6 ASCE 7(Section 11.4.5: Figure 22-15) Cs=SDs/(R/IE) 0.110 W ASCE 7(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.399 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(T2+(R/IE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.033 W ASCE 7(EQ 12.8-6)(MIN.if SI>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.110 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx= DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Zw; *h;k Vi DESIGN Vi Roof --- 18.00 18.00 1666 0.022 36.652 659.7 0.58 3.79 3.79 2nd 8.00 10.00 10.00 1712 0.028 47.936 479.4 0.42 2.75 6.54 1st(base) 10.00 0.00 SUM= 84.6 1139.1 1.00 6.54 E=V= 9.34 (LRFD) 0.7*E= 6.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPx = DIAPHR. F; E F; w, E w; Fp„ = EF; *wpx 0.4*SDs* IE*Wp 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew; FPx Max. FPx Min. Roof 3.79 3.79 36.7 36.7 5.26 3.79 10.52 5.26 2nd 2.75 6.54 47.9 84.6 6.88 3.71 13.76 6.88 1st(base) 0.00 0.00 0.0 84.6 0.00 0.00 0.00 0.00 Page 2 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14189:Plan 5A N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 "<`30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - Building Width= 40.0 48.0 ft. V u/t. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3Sec.Gust= •,,, 93 91 mph (EQ 16-33) Exposure= B B lw= 1:0 1.0` N/A N/A Roof Type= Gable Gable P530 A= 28.6 -=>28.6 psf Figure 28.6-1 P030 B= 4.6 4.6 psf Figure 28.6-1 Ps3o c= 20.7 20.7 psf Figure 28.6-1 Pssa o= 4.7 4.7 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kz,= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) X'Kz,'I : 1 1 Ps=A'Kzt'I'peso= (Eq.28.6-1) PsA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and C average= 24.7 24.7 psf (LRFD) Ps B and D average= 4.7 4.7 psf (LRFD) a= 4 4 Figure 28.6-1 2a= 8 8 width-2'2a= 24 32 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof---> 1,00 1.00 1,00 0.50 16 psf min. 16 psf min. width factor 2nd---> 1.00 1.00 wind(LRFD) wind(LRFD) DIAPHR. Story Elevation Height AA AB AC AD AA AB AC AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 192 0 288 0 192 0 192 Roof --- 18.00 18.00 4.0 64 0 96 0 64 0 128 0 10.2 9.2 6.05 6.05 6.27 6.27 2nd 8.00 10.00 10.00 9.0 144 0 216 0 144 0 288 0 5.8 6.9 8.59 14.64 10.08 16.35 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 1000 AF= 1008 16.0 16.1 V(n-s). 14.64 V(e-w). 16.35 kips(LRFD) kips(LRFD) kips kips Page 3 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14189:Plan 5A SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof --- 18.00 18.00 0:000.00 0.00` 0.00 10.24 10.24 6.27 6.27 2nd 8.00 10.00 10.00 0:00 0.00 0.00 0.00 5.76 16.00 10.08 16.35 let(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 16.00 V(e-w)= 16.35 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6`W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM I DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 10.24 10.24 6.27 6.27; 6.14 6.141 3.76 3.76 2nd 10 0 0 5.76 16.00 10.08 16.351 3.46 9.60 6.05 9.81 1st(base) 0 0 0 V(n-s). 16.00 V(e-w)= 16.35 V(n-s)= 9.60 V(e-w)= 9.81 kips(LRFD) kips(LRFD) ki•s ASD 1 kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT# : CT#14189: Plan 5A SHEATHING THICKNESS tsheathing=,7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V sallowable VV wind w allowable (15/32"values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) --- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"W/1 1/4"screw v allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 5A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.79 kips Design Wind N-S V i= 6.14 kips Max.aspect= ` 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.79 kips Sum Wind N-S V I= 6.14 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pr= 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 eft C0 w dl V level V abv. V level V abv, 2w/h vi Type Type vi OTM RoTM Un01 Usum OTM RoTM Unet Usum Usum HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A.T1 416 15.0 46.0 1.00 0.15 1.53 0.00 0.95 0.00 1.00 1.00 63 P6TN P6TN 102 7.57 26.13 -1.30 -1.30 12.27 31.05 -1.31 -1.31 -1.30 Ext. A.T2 139 '' 5.0 46.0 1:00 0.15 0.51 0.00 0.32 0.00 1.00 1.00 63 P6TN P6TN 103 2.53 8.71 -1.43 -1.43 4.10 10.35 -1.44 -1.44 -1.43 Ext. A.T3 278 10.0 46.0 1.00 0.15 1.03 0.00 0.63 0.00 1.00 1.00 63 P6TN P6TN 103 5.06 17.42 -1.32 -1.32 8.20 20.70 -1.34 -1.34 -1.32 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00'-- 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. B.T1 150 5.0 47.0 1.00 0.15x' 0.55 0.00 0.34 0.00 1.00 1.00 68 P6TN P6TN 111 2.73 8.90 -1.42 -1.42 4.43 10.58 -1.42 -1.42 -1.42 Ext. B.t2 300 10.0 4750 1.00 <0.15 1.11 0.00 0.68 0.00 1.00 1.00 68 P6TN P6TN 111 5.46 17.80 -1.32 -1.32 8.85 21.15 -1.32 -1.32 -1.32 Ext. 'B.T3 143 4.8 47.0 1.00 0.15' 0.53 0.00 0.33 0.00 1.00 1.00 68 P6TN P6TN 110 2.60 8.54 -1.44 -1.44 4.22 10.15 -1.44 -1.44 -1.44 B.T4 240 8.0' 47.0 1.00 0.15 0.89 0.00 0.55 0.00 1.00 1.00 68 P6TN P6TN 111 4.36 14.24 -1.35 -1.35 7.08 16.92 -1.34 -1.34 -1.34 0 0.0 0.0 1:00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0,00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0'' 0.0 0.0 1:.00 '0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 "0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 ',1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 57.8 57.8=L eff. 6.14 0.00 3.79 0.00 EVV,;nd 6.14 EV Ea 3.79 Notes: denotes with shear transfer `" denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 5A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.75 kips Design Wind N-S V i= 3.46 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.54 kips Sum Wind N-S V i= 9.60 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pc= 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 oil. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usurn OTM ROTMU U U (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plt) ) spm sum HD (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A.Ma 621 29.0 46.0 1.00 0.15J 1.25 2,23 1.00 1.37 1.00 1.00 82 P6TN P6TN 120 21.34 50.51 -1.03 -2.32 31.33 60.03 -1.01 -2.32 -2.32 Ext. A.Mb 235 11.0 46.0 1.00 0.15 0.47 0.84 0.38 0,52 1.00 1.00 82 P6TN P6TN 120 8.09 19.16 -1.07 -2.50 11.87 22.77 -1.05 -2.50 -2.50 Ext• 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 -1.32 0.00 0.00 0.00 -1.34 -1.32 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. B.Ma 571 10.0 47.0 1.00 0.15 1.15 2.05 0.92 1.26 1.00 1.00 218 P6 P6 320 19,62 17.80 0.20 -1.23 28.81 21.15 0.82 -0.60 -0.60 Ext. B.Mb 285 5,0 47.0 1.00 0.15 0.58 1.02 0.46 0.63 1.00 1.00 218 P6 P6 320 9.80 8.90 0.21 -1.11 14.39 10.58 0.88 -0.44 -0.44 Ext. 0 0.0 0.0 1:00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 -1.44 0.00 0.00 0.00 -1.44 -1.44 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 -1.35 0.00 0.00 0.00 -1.34 -1.34 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1,00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00;, 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1712 55.0 55.0=L eff. 3.46 6.14 2.75 3.79 1.00 E V wand 9.60 E VEQ 6.54 Notes: denotes with shear transfer denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 5A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.79 kips Design Wind E-W V i= 3.76 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.79 kips Sum Wind E-W V i= 3.76 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft, C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Unet Usum OTM Row Unet Usurn Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIO) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) rear 1.Ta 283.6 8.0 ±40.0 1,00 0.15, 0.64 0.00 0.64 0.00 1.00 1.00 81 P6TN P6TN 80 5.16 12.12 -0.95 -0.95 5.12 14.40 -1.27 -1.27 -0.95* rear 2.Tb 407:6 11.5 40.0 1.00 0.15 0.92 0.00 0.93 0.00 1.00 1.00 81 P6TN P6TN 80 7.41 17.42 -0.92 -0.92 7.36 20.70 -1.23 -1.23 -0.92 * rear 3.Tc 141.8'' 4.0 .40.0 1:00 0.15 0.32 0.00 0.32 0.00 1.00 1.00 81 P6TN P6TN 80 2.58 6.06 -1.04 -1.04 2.56 7.20 -1.39 -1.39 -1.04* rear 4.Td 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0-- 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0` 0.0 0.0 1:00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 _0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Ta 166.6 2.5 20.5 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.94 0.59 0.59 3.01 2.31 0.38 0.38 0.59* Front _4.Tb 166.6' 2.5= 20.5 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.94 0.59 0.59 3.01 2.31 0.38 0.38 0.59 * Front 4.Tc 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front .4.Td 166.6 2.5 20.5 1,00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.94 0.59 0.59 3.01 2.31 0.38 0.38 0.59 Front 4.Te 166.6 2.5 11.7 1:00 0.15' 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.11 1.05 1.05 3.01 1.32 0.92 0.92 1.05 ' Front 4.Tf 166.6 2.5 11.7 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.11 1.05 1.05 3.01 1.32 0.92 0.92 1.05* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 >1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 36.0 36.0=Leff. 3.76 0.00 3.79 0.00 E V wind 3.76 E V EQ 3.79 Notes: * denotes with shear transfer " denotes perferated shear wall iSB denotes iSB Shear Panel GARAGE ABWP SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 5A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.75 kips Design Wind E-W V i= 6.05 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.54 kip Sum Wind E-W V I= 9.81 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pr= 1.00 Table 4.3.3.5 Wind Wind E.Q. ..Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LoLeff. C0 w dl V level V abv. V leve abv. 2w/h vi Type Type vi OTM RoTM Un01 Usum OTM RorM Unet Usum Ucum HD (sqft) (ft) (ft) (kit) (kip) (kip) (k';. (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) rear 1.Ta 107.6 4,3 12,3 1.00 0,15, 0.38 0.4. 0.17 0.48 1.00 0.96 159 P6 P6 199 5,87 2.00 1,06 0,11 7,70 2.38 1.46 0.20 0.20 rear 2.Tb 98.77 3.9 12.3 1,00 0.15 0.35 0 3 0.16 0.43 1.00 0.87 175 P6 P6 200 5.34 1.82 1.09 0.17 7,02 2.16 1.50 0.27 0.27' rear 3.Tc 158.3 s, 6.3 19.5 1.00 0.15 0.56 t.70 0.25 0.70 1.00 1.00 152 P6 P6 199 8.61 4.65 0.70 -0.34 11.30 5.53 1.02 -0.37 -0.34* rear 4,Td; 63.31 2,5 19.5 1,00 0.00 0.22. 0,28 0.10 0.28 1.00 0.56 274 P4 P6 200 3.42 0,00 1,87 1.87 4,50 0.00 2.45 2.45 2.45 * 0 0.0 0,0 1.00 0.00' 0.1a 0,00 0,00 0.00 1.00 0.00 ##### N.G. - 0 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0,00 0.00 int 181.1 5,5 5.5 1.00 0.00 e,64 0,00 0.29 0.00 1,00 1.00 53 P6TN P6TN 116 2.62 0.00 0.54 0.54 5.76 0,00 1.19 1,19 1.19 int - 246,9 " 7.5 7.5 1.00 0.00 0.87 0,00 0.40 0.00 1.00 1.00 53 P6TN P6TN 116 3.57 0.00 0.52 0.52 7.85 0.00 1,15 1.15 1.15 - - 0 0,0 0.0 1.00 0.0% 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 428 10.0 10.0 1.00 #.10 1.51 0.00 0.69 0.00 1,00 1.00 69 P6TN P6 151 6.19 0.00 0.66 0.66 13.61 0.00 1.46 1.46 1.46 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.•+ 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 - r 1.0 '0 1.0. 1.00 0.,0 0.11 +,01 1 00 1.4. 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Ta' 117,1 2,4 20,5 1.00 0.15 0.41 0.51 0.19 0.52 1.%i 0.53 550 P2 P4 386 6.34 1.86 2.58 3.18 8.34 2.21 3.53 3.91 3.91 ABWP Front 4.Tb 0 0.0 20.5 1.00 0.15 0.00 0,00 0.00 0.00 1.0' 0.00 ##### N.G. P6 214 0,00 0.00 0.00 0.59 0.00 0.00 0.00 0.38 0.59 Front 4.Tc 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.0r 0.00 ##### N.G. P6 214 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Td' 117.1 '' 2.4 -20.5 1.00' 0,15 0.41 0.51 0.19 0.52. 1.a+ 0.53 550 P2 P4 386 6.34 1.86 2.58 3.18 8,34 2,21 3.53 3.91 3.91 ABWP Front ,.T 9,91 ',0 .11 ,01 1 15 0. 4 0.4 c 16 0.13 ;1.0! 0.44 659 2P4 P4 385 5.28 0.89 3.29 4.34 6.93 1.05 4.40 5.33 5.33* Front 4. f 96.91 20 11,7 1,00 0.15 0.34 0,43 0.16 0,43 1,00 0.44 659 2P4 P4 385 5.28 0.89 3.29 4.34 6.93 1.05 4.40 5.33 5.33* 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 0.0 0:0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0,00 0.00 0.00 1,00 0.00 0- - 0 0.00 0.00 0.00 0,00 0.00 0,00 0,00 0,00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0,00 0,00 0,00 0.00 0,00 0,00 0,00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0,00 0,00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0,00 0 0.0 - 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0,00 0,00 0,00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1712 48.8 48.8=Leff. 6.05 3.76 2.75 3.79 EV,„nd 9.81 EVEQ 6.54 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB 9:' Elevation A ID:Elevation A 4.Ta.4.Tb,4.Tc ;Roof Level w d1= 150 plf V eq 1163.6 pounds V1 eq= 387.9 pounds V3 eq= 387.9 pounds V5 eq= 387.9 pounds V w= 2855.5 pounds V1 w= 951.8 pounds V3 w= 951.8 pounds V5 w= 951.8 pounds ► v hdr eq= 56.8 pK AH1head=7` vhdr= 139.3plfH5 head= t 1 r y Fdragl eq= 123.0 Fdrag2 eq= 123.0 Fdragt eq= 123.0 Fdrag6 eq= 123.0 I 1 A Fdragl w= X1.8 Fdragl, 301.8 Fdrag5 w= .1.8 Fdrag•w=301.8 A H1 pier= vl eq= 155.2 pH v3 eq= 155.2 plf v5 eq= 155.2 H5 pier= 5.0 v1 w= 380.7 p/ v3 w= 380.7 pH v5 w= 380.71', 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.0 Fdrag3= .0 Fdra•'-- 123.0 feet A Fdragl w=301.7979 Fdragl w=301.8 Fdrag7eq= 3.0 Fdrag8e. 123.0 ti P6 E.Q. Fdrag7w=301.8 Fdraglw= 301.8 A P4 WIND v sill eq= 56.8 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 139.3 pH H5 sill= 3.0'.... EQ Wind 3.0 feet OTM 10472.8 25699.3 feet R OTM 14159 17020 y UPLIFT -200 470 `/ Up above 0 0 Up Sum -200 470 H/L Ratios: L1= 2.5 L2= 6.5 L3= 2.5 L4= '' '6.5 L5= 2.5 Htotal/L= 0.44 0 4 0 4 ►4 ►4 ► Hpier/L1= 2.00 > Hpier/L3= 2.00 L total= 20.5 feet Hpier/L5= 1.60 0.90:'.L reduction A JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 4.Te,4.1f' Roof Level w dl= 150 plf V eq 775.8 pounds V1 eq= 387.9 pounds V3 eq= 387.9 pounds V w= 1903.6 pounds V1 w= 951.8 pounds V3 w= 951.8 pounds •. _÷ v hdr eq= 64.6 plf --0. A H head= A v hdr w= 158.6 plf 1 Y Fdragl eq= 210 F2 eq= 210 Fdragl w= - 6 F2 •-516 H pier= v1 eq= 141.0 plf v3 eq= 141.0 plf P6TN E.Q. 5.0 vl w= 346.1 plf v3 w= 346.1 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= I F4 e.- 210 feet • Fdrag3 w=516 F4 w=516 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.6 plf P6TN 3.0 EQ Wind v sill w= 158.6 plf P6 feet OTM 6982 17133 R OTM 5391 6480 UPLIFT 140 940 Up above 0 0 UP sum 140 940 H/L Ratios: L1= 2.810 AI L2= 6.5 4 L3= 2.8 Htotal/L= 0.75 11 Hpier/L1= 1.82 Hpier/L3= 1.82 L total= 12.0 feet JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 1.Ma,1.Mb' Roof Level w di= 150 plf V eq 1275.1 pounds V1 eq= 677.4 pounds V3 eq= 597.7 pounds V w= 2940.6 pounds V1 w= 1562.2 pounds V3 w= 1378.4 pounds v hdr eq= 106.3 plf •H head= A v hdr w= 245.0 Of 1 v Fdragl eq= 226 F2 eq= 199 A Fdragl w= '.1 F2 -459 H pier= v1 eq= 159.4 p/f v3 eq= 159.4 plf P6 E.Q. 5.0 v1 w= 367.6 plf v3 w= 367.6 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 , Fdrag3 eq= • F4 e.- 199 feet Fdrag3 w=521 F4 w=459 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 106.3 plf P6TN 3.0 EQ Wind v sill w= 245.0 plf P6 feet OTM 11476 26465 R OTM 5391 6480 UPLIFT 537 1763 Up above 0 0 UP sum 537 1763 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.8 Htotal/L= 0.75 .4 0 4 ►4 0 Hpier/L1= 1.18 Hpier/L3= 1.33 L total= 12.0 feet JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 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 ► --► v hdr eq= 62.2 plf ► •H head= A v hdr w= 143.5 Of 1 y Fdragl eq= 589 F2 eq= 236 Fdragl w= 58 F2 -543 H pier= v1 eq= 156.4 plf v3 eq= 156.4 plf P6 E.Q. 5.0'` v1 w= 360.8 plf v3 w= 360.8 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 v Fdrag3 eq= F4 e.- 236 feet • Fdrag3 w= 1358 F4 w=543 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.2 plf 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 I. Hier/L3= 2.00 p L total= 22.0 feet SOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 4.Me,4.Mf' Roof Level w dl= 150 plf V eq 1094.8 pounds V1 eq= 547.4 pounds V3 eq= 547.4 pounds V w= 2509.8 pounds V1 w= 1254.9 pounds V3 w= 1254.9 pounds > v hdr eq= 96.6 plf •H head= A v hdr w= 221.5 plf 1 v Fdragl eq= 354 F2 eq= 354 • Fdragl w= : F2 -812 H pier= v1 eq= 342.1 plf v3 eq= 342.1 plf P4 E.Q. 5.0 v1 w= 627.4 plf v3 w= 627.4 plf P3 WIND feet H total= 2w/h= 0.8 2w/h= 0.8 9 Fdrag3 eq= F4 e.- 354 feet • Fdrag3 w=812 F4 w=812 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 96.6 plf P6TN 3.0 EQ Wind v sill w= 221.5 plf P6 feet OTM 9853 22588 R OTM 4805 5777 v ♦ UPLIFT 473 1577 Up above 140 940 UP sum 614 2517 H/L Ratios: L1= 2.0- L2= 7.3 L3= 2.0 Htotal/L= 0.79 4 ► 4 1 4 ► Hpier/L1= 2.50 ► Hpier/L3= 2.50 L total= 11.3 feet :— �.t-. .. -...2' ... ., . rye.•.. :,. - .. ,': A PA : e TT- 1O0F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 Ca 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 De gn Val. -s for APA Portal Frame Used on a Rigid-Base Allowable Design(ASD)Values per Frame Segment Minimum Width Maximu ' eight (in.) ) Shears"''t(Ibf) 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" 10 (a b c(0,31 EQ(1444 WIND) T oundation 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 per wind design min 1000 lbf 2'to 18'rough width of opening on both sides of opening for single or double portal opposite side of sheathing Pony •---:,':�� wall ■ height • • Fasten top plate to header • with two rows of 16d sinker nails at 3"o.c.typ 4▪. Fasten sheathing to header with 8d common orMin.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown i panel sheathing max total • Header to jack-stud strap per wind design. ` wall Min 1000 lbf on both sides of opening opposite - • height side of sheathing. If needed,panel splice edges shall occur over and be 10' i.. Min.double 2x4 framing covered with min 3/8" nailed to common blocking '• thick wood structural panel sheathing with 1 within middle 24"of portal eigx , .2 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. nailing is required in each 4. \\_ • . panel edge. Min length of panel per table 1 Typical portal frame construction s Min(2)3500 Ib strap-type hold-downs Min double 2x4 post(king (embedded into concrete and nailed into framing) and jack stud).Number of —Min reinforcing of foundation,one#4 bar __ a. � 1 jack studs per IRC tables R502.5O (2).1 & top and bottom of footing.Lap bars 15"min. 7 / i t ' • I "\_ Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- into framing) with 2"x 2"x 3/16"plate washer 2 0 2014 APA-The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed) Test for Shear Resistance of Framed Walls for Buildings, Structural Engineers Association of Southern California.Whittier,CA. We have field representatives in many major U.S.cities and in Canada who can help answer questions involving vwVw.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So. 19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Form No.TT-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA-The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty, expressed or implied,or assume any legal liability or responsibility for the use,application �� 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 WoodAssuciation 180 Nickerson St, C T ENG Sulte 302 /' ���✓�y, _ n ,, Seattle,WA Project: `��1 P4 iVt/`r Date: �v/��. I !/T (2O6) (206)285-4512 A)d, (Z06 Client: �� + � 29)125,&,5,1--)" Page Number: (206)285-0618 „) &-c) aTIO Q / G1,!`=fl"6 lJ -� A1,5(1 g . X Cb`` 12” )o?'" Lei-T)t 6ftczs -A/o-DC-K. F'09--- (goin F>Qr5/4i4 150-- rz* 205)7Taff ealuDA C Yo.i �� - �.�P,�;,� a- a)(0,-6/60) 0.312 ( WZ3)(1Z.) o _ , g� Cl)(,7)11ac) e .- 68 ,9,44- Y. ( , cis {� co`i 5( X Ccs , 1/0/(2 4- 0,;86 - ©,;86 tutu, T) /Z Z to/4-¢- )- 3 )12. 644- ',v\ uto ., Aep-K 00' Structural Engineers 1 WOOD FRAME CONSTRUCTION MANUAL 63 1 • :4Sti Table 2.2A Uplift Connection Loads from Wind . , (For Roof-to-Wall,Wall-to-Waft and Wall-to-Foundation) . 700-yr.Wind Speed 3-second gust(m h 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly i,z,a,4,s,a,7 ' Design Dead Load Roof Span(ft) Unit Connection Loads(plf) 1`2'3'146'7 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 0 0 psf8 36 272 298 324 380 441 506 576 650 729 856 -2- M tit 48 350 383 417 489 567 651 741 836 938 1100 rn . 60 428 468 509 598 693 796 906 1022 1146 1345 i7I • 12 70 80 92 116 142 171 201 233 267 321 IV 24 111 129 148 188 231. 278 328 381 437 528 rin 10 psf 36 152 178 204 260 321 386 456 530 609 736to 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12. 46 56 68 . 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057. ` 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 1141 20 psf 36 32 58 84 140 201 266 336 410 489 616 k,13/4.!! 48 38 71 105 177 255 339 429 524 626 788 ' 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. • • 2 Tabulated uplift loads assume a building located In Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, I. multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) 12 16 19.2 24 48 Multiplier + 1.00 1.33 I 1.60 I 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 for wall-to-wall'or . wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) . for each full wall above. fj'j; 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the {f'f'' header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. '`° ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length includes the overhang length and the jack span. ' '`Vi':. a Tabulated uplift loads for 0psf design dead load are included for Interpolation or use with actual roof dead loads. 1.-.4t, P g p k:1111i-. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite sot Seattle,WA `{,�/ /��J )��/ INC. r.+�� 98109 Project: 11 PCkL 5 r t u�►L F4411'1 0/ 5 ' Date: (206)285-4512 FAX: Client: Page Number: (206)285-06I8 \)(4.1\ID (it#1'F'�-- 1 72),143e) - vola 60;m rD U,5 -- -.P'P V DD .A osr, likaA 141_ -7-AG 24 A-' r I 1p H l o Nt.Q / ULT) . 6 I-1, 0�- 3 � C. ,„, 1) CowAm 'Thss j--=--- 17)1 ' $6 .4:17- -4:4", ,4'eL, - . . I ILIME de I/4.i- , • Ok --=- 6-e7c7-4 2' o,c.)(0,- (0,6) = i 6v 4---- -. . 4_, t i_______i-__i i_ _0 1,T Th? A.-51) . -11 . ' 9- ••i urs -1r'P. cpaErznaoQ i s2Y /1m0 K- 719vC i 17-6( 2,1.= cz uL.7---- CiA(7-) (1,0 ( '0,6) -_-__ a 4- , D-It_ ' ' . . -TP, Ayo ° - CROaL 14----- *Y +CA(0, -5 69,(1 . ----- 4-14;1-- VbY- - _ rcC -TYp do .e , ay, 41 e Ti.-70s -0 Fw-AL- ' to`)- a-- (e( n_g_i) 7-- 61'r Ak- DiVik 1 -' Structural Engineers TRUSS TO WALL CONNECTION ',I t1 VAI(IL, # OF TRUSS CONNECTOR TO TRUSS ul PLIES TO TOP PLATES l II 1 11 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 100 ,1', 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5:':, Illl 1 SDWC15600 - - •t,% Its 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 111/{1 f P 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. III/tI 2.1) 2 (2)SDWC15600 - 3 (3)SDWC15600 - L Iv, 4?fi ROOF FRAMING PER PLAN 8d AT 6" 0.0. �� z 2X VENTED BLK'G. Ili. i i 0.131" X 3" TOENAIL AT 6` O.C. , i ..1T,44, .1-12.5A & 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 SIMILAR) 114 ( TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION !;P[- VA!LA'', #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI II- Ir? PL1E5 � --- 1 Nt L- (6) 0.131" X 1.5" (4) 0.131" X 2.5" 900 415 1 1-12.54 (5) 0.131" X 2.5" 1 I_- (5) 0.131" X 2.5" �.-�s I Ill) 1 SDWC15600 - - fry its 1 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 11)10 71)0 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. I0 'all 2 (2)SDWC15600 0711 _...0-. 3 (3)SDWC15600 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLEIIIII%ih4k Bd AT 6" O.C. CONNECTIONS111111iS1111114.- 2X VENTED BLK'G. �.• - I H2.5A & SDWC15600 STYI F i -.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 SIMILAR) 1 19 1 TYPICAL TRUSS TO WALL CONNECTION [ .4PL15-51 2-16-15 r4 Roseburg MAIN 3:51pm A Forest Products Compare J5 1 of 1 CS Beam 4.11.26.1 kmBeamEngine 4.11.26.1 Materials Database 1516 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 / / / 14 0 0 14 8 0 (2 28 80 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 485# -- 2 14' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1469# -- 3 28' 8.000" Wall DFL Plate(625psi) 3.500" 1.750" 509# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 387#(242p1f) 98#(61p1f) 2 1130#(706p1f) 339#(212p1f) 3 403#(252plf) 106#(66p1f) Design spans 13' 9.375" 14' 5.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1551.# 2820.# 54% 22.67' Even Spans D+L Negative Moment 2075.# 2820.# 73% 14' Total Load D+L Shear 745.# 1220.# 61% 14' Total Load D+L End Reaction 509.# 1151.# 44% 28.67' Even Spans D+L Int. Reaction 1469.# 1775.# 82% 14' Total Load D+L TL Deflection 0.2689" 0.7224" L/644 21.95' Even Spans D+L LL Deflection 0.2261" 0.3612" L/766 21.95' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON Copyright(C)2013 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PWP MANAGER PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663