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p sf)--vl� - RECEIVE l 3�� sem, /7S MAY 0 2 2016 CT ENGINEERING Structural Engineers CITY OFTIGARD 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) BUILDING DIVISION 15238 Structural Calculations River Terrace c°-o N o �4 Plan 5 �`�� ``�G so' ' • 4,4 Elevation B .7 � CEG0Njilic,Tigard, OR ,� FS •21-21G\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 EN GIN E E R I NG 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 crawispace 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. 4.0.0r'psf Insulation 1psf (1)5/8"gypsum ceiling 21.8'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's , 1.0''psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF (2)2 t8 HDR ( )2x8 FOR (2'2x8 .HpR o :,fes-�... .. T RB.1 : RB.2 RB.3 RB.4 RB.5 2 T.. a �n N '� I ,, u u u GT , 1 1 , i 1 1 1 I 1 ii i 1,, 1 i I 1 1 1 , 1 1 1 1 I , 1 1 I ' 1 1 = • W 1 1 1 i 1 1 r4 1 1 A 1 1 1 1 I 1 1 1 1 1 i 1 I 1 1 1 1 1 1 1 oio 1 1 • (V ' r- cur-1 T S i , .., . N =T�• l'4 I co co C4 `?�J, I I r L- 1 I , I.[I :1 1 1 . ROOF TRUSS 24'O.0 22... I t:::::'::3•::: T r 81 i i _ ................. ....2 2 2.2...... O ® .2222. GT r�T.b2 1 1 1 fci ;::E-, CD •:.•••••••••••• • 1 • `9 ' ..g 0 (2) 8 HD e -17 RB.13 GABLE END TRUSS � RB.1 4 1 Ig 12 I. „,..: JB.10 1 19R 10 1 GABLE END TRUSS hARI F FNA TRl1.CR ,O� PLAN 5B PLAN 5B Roof Framing Plan 1/4°=1'•-0° CT# 14051 2014.05.09 1/4" = 1,-0" (11x17) 0 P4 T I APJ >c< II — I1 I I II I I F II M F 4 I I ] _ Will -4 F 1 W ii F I I. I ff IP 1 , [N, a' U I I 1 I_) _ ! F-'• II II, II '� al a • Tc - 4 4.Te 4.T, 0 0 0 %IP 441P © PLAN 5B PLAN 5B Top Floor Shear Plan 1/4"=1'-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) Ch MEI kir 14 STHD14 1 Ma 4x10 HDR id, 3.5x9 GLB HDR 1 Mc 4x10 HDR 4x10 HDR 4x10 HDR 4d, 7 1 : B.2 ,-B.9 B.3 (I I + ( o I 11 _t *co �1 r i 1 [ G / 1 1:1..,- -�, , __ _moi; © 17 • J'I-- 'U I • rn CC - 1 x 1 I IIIIN 1 1 3.5x 14BIGBEAM FB 3. • = B FB 3.5x9 GLB HDR I' ++__ - _ i:...- _ -_at r�,. n--- - �r r�.I�r�rtir r���t ___: r" �O �/ B.11 SII 9.12 £ I . ' -, \ • // I /I r -- ' , i ¢A1WHDR 4 ,HDR / \ �_..� :1=2= ' >-�11\STAIR / v ' N tt :a. - I' T __B�1 i. \FRAMING/ b SlHD14 .I11 ST, 14 n Ipx .I\ 111_=-=_4 _SIHC . ST1D14 1, \ / N M, I 1 /\ I / \ P4" i / \ t / \ - STHD14 / \ / \l,,. �I STHD14 I I ' w 5 BIG BEAM FB 5.5x'8 1 :HDR :1 3 t t ��rv:..as.trs�a..r.�. S ����� B./ I 16 o -- -- - 18.14 t 1 ------S9. ' tm t t F - 4 it 1 w 0 = I _______ _______ r/ -, ml . IG'cv n a (R)2x8 HDR 11 i 4 -1 B.1' K o Ili t % I 1 x Pis' 1 I-o X 55 I x12C-LBHDR "—— = I i 4.;;S\ AnB.16 �A©r •"' 4x10 1DR CP3 P3 •.`•• �B•is STND14 •�' STHD7• doh 2x LED o ::i uip SIM. 0 4.Mc & 4.Md not used this elevation 8.19 B.19 17 MONO TRUSSES 135. @ 24"O.C. OPLAN 5B PLAN 5B Main Floor Shearfrop Floor Framing 1/4"=1'-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) !3" 4'-0" 3.0 T.O.S. 31/2"CONC.SLAB 1z#�. o -0'-71/2" '3g'; T' v- g -T.O.S. STHD14 STHD14 ............................... 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'' ' / 19'-10' ri in ......... ... r---- , , • ! , -0-3' - Fri Ark STHD14 I-1'-612'I 0 STHD14 ljair 1 L._............. ..__.. .__JI 1f Ur MX t El F1 36.1 P3 P3 ) 93, STHOI4 STHD14 31/2"CONC.SLAB SLOPED DOWN p3 1/4 :12 —�®L J® Pr Id Fkl0 CIF 2'-1-d LA1I 5B f 402-2.1 T-10^ �'�AN 5� iI 8- Y I CT# 14051 2014.05.09 2/4" = 1'-0" (11x17) • CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax (206)285 0618 Purled 26MAR2014 429PM z z r, r4 4 zt 179 € 15e Q 11 5 t i n1405`1 4.EG& Mtrlmpie,�trx pregBealm �,,ze M:c, ,, e t;AE, e 8 14vei d&“ti 23 Ver61 2 '' Lic. r : 0� - m �. 8"r � � Licensee:c.t.,engineering. #:K1N-06002997 � �� Description PLAN 5.8 Top Floor Framing WoodfB&e m Design ;B 1 1 c. � ,. � � Lr . `4 A z, ° .m , �.� 1 u atiois,per 2012 NDS,IBC'<2tiiYasC 2013,, .SCE.7-1O 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-Pr!! 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 o 0 oa3 0 0.0: Max fb/Fb Ratio = 0.795. 1 1�!` 1rii91oi • 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 4 �` ' 4 Max fv/FvRatio= 0.588: 1 fv:Actual: 121.63 psi at 3.485 ft in Span#1 4.25011.4x10 Fv:Allowable: 207.00 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E ii 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 Wood4Beam Design . B 2 _ ._ t A Fez Calcplatronser2012;ND5 IBC 2012 CBC 013 ASCE 7 10,q � ��s�� �04..��s�.xa P,�� _� _. s ,=mua,.��s,.ms;•, ,.afi�.-.,Aw,u,ra.,,,_ �..,.:... aA..,d ^d..M,,.z.. BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,2.670 to 6.50 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point D=0.560, S=0.9350 k @ 3.250 ft Design Summary oc } Max fb/Fb Ratio = 0.736. 1 + • oro sssau3i� :4 5'''0/ + fb:Actual: 1,600.40 psi at 3.250 ft in Span#1 Fb:Allowable: 2,175.87 psi .,' .. Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.511: 1 : A Iv:Actual: 182.08 psi at 5.352 ft in Span#1 6.50 It.1.76X14 Fv:Allowable: 356.50 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.066 in Downward Total 0.104 in Left Support 1.43 1.33 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.97 1.33 2.02 Live Load Defl Ratio 1187>360 Total Defl Ratio 748>180 oo l,Bempesggni B 3 � I' . z' , rR x 1 t,* Ca cuta ons per-A0,12,TIOS IBG 2012 CBi:�R2013 ASCE 704 c. BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Pr!! 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,1.50 to 4.250 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.560, S=0.9350 k @ 1.50 ft CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:26 MAR 2014.429PM ` r t c t ` a t l f File Q114051T ftEn 1401E 4kc6 Muidple Slmple Beam t- t rv_, .'iw„t.„. _._t._Ua_. n.+*x... gU,EIRC,ALQ INerAp 3-2014 Bu`1d5fit1,41 Ver614,123,e, Lic.#:KW-06002997 ,. ' . Licensee.:c.t.engineering, Design SummaN ,..... ,��o�)- Max fb/Fb Ratio = 0.681 • 1 + +of 1%(#5+5°) r fb:Actual: 842.88 psi at 1.941 ft in Span#1 a 3 Fb:Allowable: 1,237.45 psi - ± . Load Comb: +D+0.750L+0.7505+H Max fv/FvRatio= 0.502: 1 fv:Actual: 103.92 psi at 0.000 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 R 4x10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E 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 Dell Ratio 1411 >180 Wood Beam Dslgn B 4 i . M 7.1 .;k „ Cal uc tatwns Per 2012 ND$,166-:2012;CBC 2013;'3-;:4760,40i BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Pril 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-:cc 580 ksi Applied Loads Unit Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unit Load: D=0.0150, S=0.0250 k/ft,Trib=23.0 ft Unit Load: D=0.010 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.578. 1 fb:Actual: 715.19 psi at 2.125 ft in Span#1 = s Fb:Allowable: 1237.45 psi � Load Comb: +D+0.750L+0.750S+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 42e0it 4c10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E Li Downward L+Lr+S 0.020 in Downward Total 0.031 in Left Support 1.23 0.87 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.23 0.87 1.22 Live Load Defl Ratio 2591 >360 Total Defl Ratio 1632>180 ;Wood BearWDesign B 5 (Typ) r ° e` a " 4ks , Calculatwns �.���,.,a� ,.' .,�.. ,r„ ,. .�._�. >„��_,����4;��.���,._ ���."�. ..�.,. a.. �. :.� , . ...F... ..... Per 2012 NDS,IBC 012,,CBCMi3,ASCE710; BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pct Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unit 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 •rantgii Max fb/Fb Ratio = 0.109. 1 fb:Actual: 127.33 psi at 1.375 ft in Span#1 Fb:Allowable: 1,169.59 psi *„„ - a Load Comb: +D+S+H Max fv/FvRatio= 0.092: 1 A A fv:Actual: 15.85 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 2750a 2-248 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E Fl Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.23 0.06 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 0.06 0.17 Live Load Defl Ratio 19147>360 Total Defl Ratio 9430>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 26 MAR 2014,429PM < m r ar mavrwr * , a r yfr4 x y -150:04-112- 9 1ru Fde ] 4051T akiiVIrt1T 41-C6z Nft� tpe mpe Beam � a EAC 83 ,�Bud61'23L,6i4123l ,lCa. ,,.' :te : a f;,, ,,,, ' ,,„, ' 91 , ' Lic.#:KW-06002997 Licensee:c.t.engineering'', Wood Beam Desgtylryn »m B 6k ` P0,,, ^ate +�?h '� a 7fa, x^.`uq 1z 7p F,'R �ts� PFr r.. w »., ,«.,� B„,- V X , � n ,. .. .,, ' �. Calculations pec 2012 NDS,16C 2012,CBG 20I3'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-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary : ., , Max fb/Fb Ratio = 0.520. 1 fb:Actual: 606.14 psi at 3.000 ft in Span#1 Fb:Allowable: 1,165.07 psi Load Comb: +D+S+H 110 1110 Max fv/FvRatio= 0.283: 1 A A fv:Actual: 48.83 psi at 5.400 ft in Span#1 0.on z-zxe Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.039 in Downward Total 0.079 in Left Support 0.51 0.12 0.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 0.12 0.38 Live Load Defl Ratio 1843>360 Total Defl Ratio 908 >180 Woof Beam Design B 7 ?:-.,:',4141 Loa ;., '',1116,1,4041&1',,ir z rg-,,,,,,4-:''',477:C1-4:47. "3 Ca culativnsper2612 ND3,_IBGK012,GBC;2013 ASCE 7 1 D, �`�'�'" .,,> �� �-:.' �ac. a,.__,. .:. ..__,_zsr�.,_x5..v > ,.,m..a_ 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 loft,Trib=8.0 ft Design Summary • 'tin , ' , Max fb/Fb Ratio = 0.292; 1 fb:Actual: 340.95 psi at 2.250 ft in Span#1 t � 3 Fb:Allowable: 1,167.23 psi - Load Comb: +D+S+H Max fv/FvRatio= 0.195: 1 A A fv:Actual: 33.57 psi at 0.000 ft in Span#1 4 so R z ae Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w EH Downward L+Lr+S 0.012 in Downward Total 0.025 in Left Support 0.38 0.09 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.09 0.28 Live Load Defl Ratio PQ4369 >360 360 T�otal Defl Ratio 2152 >180 Wood Beam Deo B8 -• - Staff -5 * g .. 3gf d� aY .. Cuawla�HBtea?0WBC-201 ;attl " BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Pr!! 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary o 0.2213 L 0.590 Max fb/Fb Ratio = 0.277. 1 fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psi Load Comb: +D+L+H 416 = Max fv/FvRatio= 0.205: 1 fv:Actual: 36.84 psi at 2.730 ft in Span#1 3.50 ft,4x10 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 Defl Ratio 5633>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:26 MAR 2014 4:29PM Multiple Simple Beam g ' $ i FHe 4i14a51T tp 14051T 4.Ec z �.,. "p n vox w .,w,t ENERCALC INC,1983 201,1,Bu1Id 614 123;Ver`614_t_2a": Lic.#:KVV-06002997 Licensee:c,t.engineering Wood Be _,,_ ._._ _ .. __,Ww �__._ am Design , B 9 _ _.M._ �. ,, Calculations per 2012 NDS,IBC 2012.CBC27 013,;ASCE .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 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary .02213 L 0.590 Max fb/Fb Ratio = 0.277. 1 3�=.>.�3is• fb:Actual: 298.66 psi at 1.750 ft in Span#1 = ` Fb:Allowable: 1,077.23 psi � ; Load Comb: +D+L+H Max fv/FvRatio= 0.205: 1 A A j fv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.5011,4010 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 Defl Ratio 5633>180 Wood Beam Design : B.10 _ _ __. __ � ---------V:': _ -._ !-.:,•,(.-. .:';-,',011-r.4.4-` ''..,4',.-r ,,,.:. _. 2 e`f.. C4 z Calculations per 2012,NDS,IBC 2012,CBC 2013;ASCE 710 BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary 0 0.2213 L 0.590 Max fb/Fb Ratio = 0.372 W 1 aieromimom a_ a � � 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 ft,1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D k Lr S W E H Downward L+Lr+S 0.028 in Downward Total 0.038 in Left Support 0.66 1.77 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.77 Live Load Deft Ratio 2581 >360 Total Defl Ratio 1877>180 m De Wood Beasign B11 .__ ___... __._._. .-_._-_.,. ....._.�_ 1 .;, : ,„ z“,4 ,t t r Calculations p9.,FM. 2 ND ,lBC 2012,CBC 2013 ACE 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 02213 1 0.590 Max fb/Fb Ratio = 0.198. 1 = �__ fb:Actual: 431.05 psi at 2.250 ft in Span#1 Fb:Allowable: 2,180.79 psi Load Comb: +D+L+H Max fv/FvRatio= 0.175: 1 A A fv:Actual: 54.39 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 4.50 a 1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 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 Defl Ratio 6120 >360 Total Defl Ratio 4451 >180 CT Engineering Project Title: Engineer: Project ID: 180 Nickerson,Suite 302 En g Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:26 MAR 2014,4:29PM .is s z `" j' t j t p lit " '�"` . 00E-fleMliosgtco ,14051T 464m N�r,J,L e,$1�1f1 1E .l 1i� 1 Icx �,, ENERcu.c IG 9832014,j3uild6 , 123Uer6,14123,i w ✓a3 :�=_-� ��f4 � A,JN", P��� �:�3Y, w �,. v„mss a a,,.,e Lic.#:KW-06002997 Licensee:c.t.engineering iNood BeamDesign B 12 P` d” it ` '''''',.:14', IMORNiTienga. •,,, ;�� ,r ai,Ca culatfo wi 2012 MDS,IBG 2012 y CBC 2013,ASCE 7.7„10 BEAM Size: 3.125x9,GLB, Fully Unbraced OR 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-Pill 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 0.560 Max fb/Fb Ratio = 0.736. 1fi r fb:Actual: 1,752.18 psi at 4.000 ft in Span#1 Fb:Allowable: 2.379.75 psi , ..�.e .., �: 'a._ ,� .n.. W,.. � � . 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 R 3.125x9 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 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 Printed:26 MAR 2014,428PM �G�flp�@ Slnlpt@ B@am v m 40x ^' , r 01f4051T 1'En6114d51T 4EC6 ., .. .r ERC,ALC,INC.1983.2o14 Build 6 iii 1 23,Ver,`614JL23 . Lic.#:KW-06002997 Licensee:c.t.engineering Description PLAN 5.B Top Floor Framing, Cont. Wood Beam Design__ ,_ B , ; Calculations per2012 NDS,IBC;0:1z CBC 2013;`ASCE 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-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 kilt,Trib=8.0 ft Unif Load: D=0.0150, L=0.10 k/ft,Trib=5.0 ft Design Summary Yt831 Max fb/Fb Ratio = 0.422 1 $ z fb:Actual: 962.10 psi at 4.250 ft in Span# Fb:Allowable: 2,280.40 psi # � � Load Comb: +D+L+H Max fv/FvRatio= 0.310: 1 • • fv:Actual: 95.96 psi at 7.338 ft in Span#1 Fv:Allowable: 310.00 psi 8.504 3.5814 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 Wood Beam Design B „ Calculations p 2012,NDS,IBC 2012,CBC 'A-SCE14'10 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: +D+L+H _._ 44 Max fv/FvRatio= 0.350: 1 f fv:Actual: 92.72 psi at 18.765 ft in Span#1 20.250 11, s.lzsxla Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.407 in Downward Total 0.560 in Left Support 1.82 4.86 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.82 4.86 Live Load Defl Ratio 596 >360 Total Defl Ratio 433 >180 Wood Beam Design B 15 "(3Bfr 20ND 12 S;IB2012 C ,CBC 2013,ASCE .10 . ..��. .r�,x.: Y,��:�!_ _. �� a.:•_ �s, .x � ....,._ ��i:� r. :.:;t s� �CialCU18tI�nS +,... BEAM Size 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PHI 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 kilt,Trib=9.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=2.750 ft Design Summary Max fb/Fb Ratio = 0.893; 1 fb:Actual: 876.94 psi at 4.375 ft in Span#1 s a Fb:Allowable: 982.26 psi Load Comb: +D+L+H Max fv/FvRatio= 0.411: 1 A A fv:Actual: 73.91 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 8.750 n,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.090 in Downward Total 0.126 in Left Support 0.80 1.66 0.30 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.80 1.66 0.30 Live Load Defl Ratio 1172 >360 Total Defl Ratio 831 >180 CT Engineering Project Title: Engineer: Project ID: 180 Nickerson,Suite 302 En g Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 26 MAR 2014,4:20PM 'E T .3a�„�'�n�, �s�is�'-:�:. �� �T_ r�:�- .�^ �,�"s�. .few.��. c'tw✓ ,-.c,1..3� ., �§�t'r ��,�. ORPT�F "�'�ir sr��",a CKr.,. r§l�,�,. ;Ql,,�14b517�-•11EnQr11405tT"'9{�C6�� 4 1uPt1 l�`a I u,� a ME �„ ' ' 4, < , i :.1,4 E*. gRot 44:90=,2Otd 301(6{ f*'�°„,,dki ilita Lic.#:KW-06002997 Licensee.:c.t.engineering yfWood Beim Design 1 B 16 r n .f40'. 1 G' I V W I * `t �w cafcutaGonsi.perig NDg,IBC2012,1CBC 2013,ASCE 7319, 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-Pill 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 i99P ' Ti 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 �, m � ,.. - Max fv/FvRatio= 0.369: 1 fv:Actual: 97.83 psi at 0.000 ft in Span#1 16.50 ft, 5.125x12 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr 5 W E H Downward L+Lr+S 0.543 in Downward Total 0.760 in Left Support 1.42 3.14 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.42 3.14 0.41 Live Load Deft Ratio 364>360 Total Defl Ratio 260 >180 Wood BeamDeslgn B 17 1- VTC 4 '�� a ca cu at)ons per2012 NDS x2012 CBC 2013,AS E 7 0 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-PrIl 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.250 ft Design Summaryo 1238 L 0.330 Max fb/Fb Ratio = 0.312. 1 fb:Actual: 31725 psi at 1.750 ft in Span#1 Fb:Allowable: 1,016.71 psi Load Comb: +D+L+H ��> • A Max fv/FvRatio= 0.241: 1 fv:Actual: 36.14 psi at 2.905 ft in Span#1 3.500 2-2x8 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) g l Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.22 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.58 Live Load Defl Ratio 4643>360 Total Defl Ratio 3377 >180 a " iAa, Beam Deslg 1:B 18 g � � k ,,,:6 } i .. £ ''‘,13,45:', Catculati n p 2012 NDS IBtC 2012;CBG�2013 ASCE 2210 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-Pill 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=8.250 ft Design Summary .0.1238 L 0.330 anrannommeinca Max fb/Fb Ratio = 0.312; 1 fb:Actual: 317.25 psi at 1.750 ft in Span#1 Fb:Allowable: 1,016.71 psi " �__ ___ _ Load Comb: +D+L+H A• A • Max fv/FvRatio= 0.241: 1 fv:Actual: 36.14 psi at 2.905 ft in Span#1 3,50 R 2-2x8 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Is S W. E H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.22 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.58 Live Load Defl Ratio 4643>360 Total Defl Ratio 3377 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Panted:26 MAR 214 426PM Mutflple Slmpfe Beam �� 0u4a51T'11En*114o51r aEC6 't; p3 �_ ,* f ... �, ENRCALC IN�,:�983 2014 Bind e,i!�1�3�/e6)4�,, Lic.#_KW-06002997 Licensee c.t:.engineering`_ Wood Beam Design B 19 u . c Calculations 2012 NDS IBC 2012,CBC2013,ASCE 7-10 BEAM Size: 4x8,Sawn, Fully Unbraced � , Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 rib, b Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=3.50 ft Design Summary Max fb/Fb Ratio = 0.593; 1 D{0.05250 S(0.08750) fb:Actual: 791.49 psi at 5.375 ft in Span#1 Fb:Allowable: 1,334.07 psi ' � Load Comb: +D+S+H A Max fv/FvRatio= 0.192: 1A iv:Actual: 39.74 psi at 10.177 ft in Span#1 10.750 ft, 4x8 Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr SWEH Downward L+Lr+S 0.149 in Downward Total 0.238 in Left Support 0.28 0.47 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.47 Live Load Defl Ratio 867>360 Total Defl Ratio 542 >180 CT Engineering Project Title: Engineer: Project ID: 180 Nickerson,Suite 302 En g Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 6 MAR 2014.9:51AM Il,r) y r . �, py e y -; ,i,44` Vrip arr � 11 IV � ,F. (t1-0tl51 11EngQ14i)5t .5, t,594k iluitlpiegoimpwapear� it� 1- ' 4 ,' ��? 1E1 .,.... 1C 196 X014 Bu dS6 t 23 1�e 6 14 1 23 kw 410,O ,J A,5 r a s� �. ,a -. � .. . �. r. c�;.." S,„J Lic.#:.KW 06002997 ;Licensee:c.t.engineering Description PLAN 5.B 2nd floor wall Headers '-Wood Beam�De igq 'Typical Partial/Non Bearing Header(6'clear span max 6'tnb max) . '� ;� " 1 a , }'�`" , ",, fi Calculations er 20121 ND ,IBC 2012,GBC 2013, CP:771,0 SiTr . . ..�. <M,--,ava«".'� ? _ ..r.�.a .� ,�;,.. r sr. ., '*wT�_ .., �,, . per.. s ,,...,.. ,>. ,.., ....sem. .. ._..� k, BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Design Summary D 00750 S 0.1250 Max fb/Fb Ratio = 0.476• 1 � _ fb:Actual: 48228 psi at 3.250 ft in Span#1ms `� a Fb:Allowable: 1,013.55 psi Load Comb: +D+S+H = Max fv/FvRatio= 0.245: 1 A fv:Actual: 36.76 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 n 2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.041 in Downward Total 0.065 in Left Support 0.24 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.24 0.41 Live Load Defl Ratio 1913>360 Total Defl Ratio 1196>180 ood1Beam�Desig-f T pica) Full-width Bearing Header(4'clear span max 523'Tnb Max) , 9.04 �,. >° ".,g µ A f 1. £` V'',,:.9 ,.L ._, •,>1°- ,'r° C'alciula ons per 2012 ,DS,IBC:2012,CBC Y013 ASCE 7-11Dv BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=23.0 ft DesignSummary 0 0.3450 0.5750 Max nfb/Fb Ratio = 0.934• 1 = :moi fb:Actual: 948.44 psi at 2.125 ft in Span#1 Fb:Allowable: 1,015.94 psiIli Load Comb: +D+S+H Max fv/FvRatio= 0.647: 1 A A iv:Actual: 97.08 psi at 3.655 ft in Span#1 Fv:Allowable: 150.00 psi 4.2509.2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.034 in Downward Total 0.055 in Left Support 0.73 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.73 1.22 Live Load Defl Ratio 1488>360 Total Deft Ratio 932_>_1.,80 W. 00d BeamDes3ign Header RB 9 B = C 2Q13 41$41014x , _ , � . * ac � 01014ionsp212 DS; , BG1BE71 rmoi *": x " ,,z,,v.a.« BEAM Size: 2-2x8,Sawn Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 kilt,Trib=5.0 ft • Point: D=1.010, S=1.680 k @ 0.50 ft Desiqn Summar ' "" Max fb/Fb Ratio = 0.597• 1im ops 0.1250 fb:Actual: 696.61 psi at 1.348 ft in Span#1 Fb:Allowable: 1,166.16 psi �,.�, n .F Load Comb: +D+S+H 411 Max fv/FvRatio= 0.265: 1 A A fv:Actual: 45.67 psi at 4.655 ft in Span#1 Fv:Allowable: 172.50 psi 5.250 n.2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.038 in Downward Total 0.060 in Left Support 1.11 1.85 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.49 Live Load Defl Ratio 1671 >360 Total Defl Ratio 1044>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 6 MAR 2014 9 5IAM LMuttlpte Slrnpteeam� File 01140517 11Engu17405tT 1ECs�-, .-. ENERCALC,,INC 1983-2014 Build 6'14123�Ver614 123._ is :KW-06002997 Licensee c t.engineering Wood Beam-Des>Ign Header RB 17 B � _ � � "�"m Calculations per 2012mNDS,IBC 2012 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-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Point: D=0.90, S=1.50 k @ 0.50 ft Desiqn Summary M.a� Max fb/Fb Ratio = 0.556. 1 $ oro o7so1 s(o.1250) fb: Fb AAllowable: 1,166.16 p 48.22 psi si at 1.488 ft in Span#1 .> �v Load Comb: +p+S+H Max fv/FvRatio= 0.254: 1 A A fv:Actual: 43.76 psi at 4.655 ft in Span#1 Fv:Allowable: 172.50 psi 5.250 R,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.036 in Downward Total 0.057 in Left Support 1.01 1.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.47 Live Load Defl Ratio 1774>360 Total Defl Ratio 1108>180 CT Engineering Project Title: Engineer: Project ID: 180 Nickerson,Suite 302 En g Seattle,WA 98109 Project Descr: (206)285 4512 Fax (206)285 0618 Printed:6 MAR 2014 922AM ;}., :"Wr , : � a Ri * ''i • "a'• ,h ; ?g 'a rat.', ag � �f � t)apt;51 Q 140,51't.,i15911405t1 EC6 illtin1 SIm B alYl' ``-o ' <, .E� ; �e,,,/, r ,t � ,.:- >{# f✓NE[r3A INC J63.2Q14j Bt'17d,S ,4y, 23:vve„ri„6"Y 1u23sim Lica# KW-06002997 Licensee:c.t.engineering Description PLAN 5.13 Crawlspace Framing f,00 Beam�Design,, CB 1 .4a, .; S m, ",,1)yt „ ,m ; ” `" • „ E- , fr, ,7 g: 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 D 0.1425 L 0.380 Max fb/Fb Ratio = 0.823. 1 � � B...! , fb:Actual: 88328 psi at 3.750 ft in Span#1 � . �� Fb:Allowable: 1,073.71 psi p Load Comb: +D+L+H Ili IIII Max fv/FvRatio= 0.403: 1 A A N:Actual: 72.63 psi at 0.000 ft in Span#1 7.50 ft.4X10 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 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 .�._ --_ __ _____ _ _ Code Code i Code Suggest Su est Suggest ' Lick Lick Lpick I L ick Joist b d Via, LL DL M max V max EI�- L fb- L fv� L TL240 L LL360 L max TL deft. LLL deft L TL360 L LL480 L max TL deft.TL deft.LL deft.1 LL deo. size&grade width(in.)_depth(in.I (n1_,(psQ (psf) (ft-Ibs1_- j l).1._ s!._.___ft, -_fL_• ft, -1L_ (ft) m,_ _in,__ fl,_._..____-fl•_.__ _.._._ �P_) IJ (_.� ...._(._.). (a .S._J S. _) _ _._(_) (...1 _ (ft.) m�_ ratio.-Sin_)._„_ratio._ -._8 13.31_._.._._._3 4._. • 110 1.75 _•__ 9.5 19.2 40_-_• 15 2380 1220 1.40E+08•-_•_•14:71--•__2273 15.23 14.80 14.71••_-- 0.66» 048_....__._ 13.31_•___•-13.45 13.31' 0.44 360 0.32: 495 9.5"TJI 110 1.75 9.5 16 40 15 2380 1220 1.40E+08 16.11 33.27 16.19 15.73 15.73 0.721 0.52 14.14 14.29 14.14'' 0.47 360 0.341 495 9.5 __._. 17.31 73 58 57 _._5 "TJI 110 1.75 9.5 12 40 15 2380 1220 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.79E 0.58 15.57 15.73 1557:'. 0.52 360 0.38 495 90.851 2 6 94 56..............____0_1._._._..___ :•_-__JI 110 1.75 9.5 9.6 40 152380 1220 1.40E+08 20.80 55.45 19.19 18.64 18.64 0.851 0.62 16.77 16.94 16.77,:_ 0.56 ___•360__0.41 •495 9.5"TJI 110 1.75 9.5 19.2 40 10 2500 1220 1.57E+08 15.81 30.50 16.34 15.37 15.37 0.64E 0.51 14.27 13.97 13.97 0.44 384 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 16.34 0.68 0.54 15.17. 14.84 14.84 0.46 384 0.37 480 9.5"TJI 110 1.75 9.5 12 40 10 2500 1220 1.57E+08 20.00 48.80 19.11 17,98 17,98 0.75; 0,601 16,69 16,34 16 341 0.51 384 0.41i 480 .._.._._ .._._._.._.__4_..__._ 96"TJI 110 1.75 9.5 9.6 40 10 2500 1220 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.81'• 0.65 17.98 17.60 17.60 0.555 384 0.44i 480 480 _••_•__ •_•__..x_.3 • ..._..-_-._ ...._..._.-.-_ ••_•--_ . 9.5"TJI 210 2.0625 9.5 19.2 40 101 3000 1330 1.87E+08 17.32 33.25 17.32 16.3030 16.30 0.66�♦ 0.54 15.13 14.81 14.81 0.46 384 0 37 ET 480 9,5"TJI 210 2.0625 9.5 16 40 10 3000 1330,,•1.87E+08 , 18.97 39.90 18.40-• 17.32 17.32- .0.72 0.58 16.08 • '15 74 15.74 0.49 384 - 0.39 480 9.5"TJI 210 2.0625 _-�9.5 12 40 10 3000 1330 1.87E+08 21.91 53.20 2626 19.06 19.06 0.791 0.64 17.70 17.32 17.32 0.54 384 0.431 480 9,5"TJI 210 2.0625 9.5 W 9.6 40 10 3000_ 1330 1,87E+08 24.49 66.50 21.82 20,53 20.63 0.86! 0.68 19.06 18.66 18.66 0.58 384 0,47E 480 1111111111111. ... 9.5"TJI 230 2.3125 9.5 19.2 40 10 3330 1330 2,06E+08 18.25 33.25 17.89 16.83 16.83 0,701 0.56 15.63 15.29 15.29 0.48 384 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 17.89 0.75 0.60 16.60 16.25 ; '18.25 0.51 384 0.41' 480 9.5" 9.5 12 40 10 3330 13301 206E+08 23.08 53.20 20.92 19.6919.69 0,82E 0,66 18,28 17,89 17 89 0.56 384 0.451 480 ._-._._ _--_--,�____ 9.5"TJI230 2.3125 9.5 9.6 40 10 3330 1330 2.06E+08 25.81 66.50 22.54 21.21 21.21 0.681 ____0.71 _•_•19.69 19.277 19.27-- 0.80.____384 0.481 480 .._. 11.875"TJI 110 1.75 11.875 19.2 40 10 3160 1560 2,67E+08 17 78 39.00 19.50 18,35 17.78 0.67E 0.54 17.04 16.67' 16.67 0.52 384 0. 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72' 19.50 19.47 0.81 ' 0.65 18.10 17.72 17.72 0.55 384 0.44 480 11,875"TJI 110 1,75 11.875 12 40 10 3160 1560 2.67E+08 22A9 62.40 22.81 21.46 21,46 0.891 0,72 19,93 19,50. 19.50,, 6i 384 0.491 480 11.875"TJI 110 1,75 11,875 9,6 40 10 3160 1560 2,67E+08 25.14 78,00 24.57 23,12 23.12- 0,96E 0,77 21,46 21,01 2101 066 384 0,53E 480 1 11.875"TJI 210 2.0625 11.875 19.2 40 10 3795 1655 3,15E+08 19.48 41.38 20,61 19.39 19.39_ 0,811 0.65 18.00 17.62 17.62 0.55 384 0.441 480 40 11.875"TJI 210" ` 111.875"TJI 2101.875"TJI 210 2 0625 11.875 12 40 10 3795 1655 3.15E+08 24.64 49 2.0625• 11.875 16 10' 3796:.�e1G55'3:15E+OS'`2134. 49.65' �- 21.90:: 20.61>`- 20.61' 0i88 0.69 19.13' 18.72' .;' 18.72 - 0.59: 384 0.47 480X ._ 20 24.10 22.68 22.68 0.951 0.761 21.05 20.61 20.61 _ 0.64 38_4 0,521 480 2.0625 11.875 9.6 40 10 3795 1655, 3.15E+08 27.55 82.75 25.961.43 24.43 1.02E 0.81 22.68 22.20 . 22.20 0,69 ~384 0.55E 480 11.875"TJI 230 2.3125 11.875 19.2 40 10 4215 1655 3.47E+08 20.53 41.38 21.28 20.03 20.03 0.831 0.67 18.59 18.20 18.20 0.57 384 0,451 480 11.875"TJI 230 2.3125 11.87 12 40 101 4215 1655 3.47E+08 1 11.875"TJI 230','°2.3125' -11.875: ...18 �'40 ,10 4215 �=:1665`�3' 2 49 49.65� 22.62`' 21.28�= ' .21.28_ - 0.89� .- 0.71 19.76 -� 19.34 •19;34 0.60 384 '"0.48 ' 480. 25.97 66.20 24.89 23.42 23.421 0.981, 0.78 21.74 21.28 21.28 0.671 384 0,531 480 11.875"TJI 230 2.3125 11.875 9.6 40 10 4215 1655 3.47E+08 29.03 82.75 26.81 25.23 25.23 1.051 0.84 23.42 22.93 . 22.93 0.72 384 0.577 480 69 s 11.875"RFPI 400 2.0625 11.875 192 40 10 4315 1480 320E+08 20.77 3 37.00 20.93 199 19.69 18.69 0.82 0.66 18.28 17.89 17:89 0.561 384 0A5! 480 11.875"RFPI 400 ` 2.0625 11,875'' 16 =<.40-• 10-` 4315 '`.'1480 3,30E+08 '22.76 44:40• 22.24" 20.93 20.93 0.87' 0.70;, 19.43, 19.01 ;.19.01 0.59 384 0,48 480 11.875"RFPI 4001 2.06251 11.8751 12 401 101 43151 14801 3,30E+08 26.28 59.20 24,48 23.03 23,03 0.96E 0.771 1 21.38 20.93 ' 20.93 065 384 052: 480 11.875"RFPI 400 2.06251 11.875 9.61 40 10 4315 1480 3.30E+081 29.381 74.001 26.371 24.811 24.811 1.03E 0.83 1 23.031 22.54• 22.54 0.70 384 0.561 480 Page 1 W. D+L+S CTP 14051-4015.2 Twin Creek I LOAD CASE (12-12) (BASED ON ANSI/AFBPA NDS-1897) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fe) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wali duration duration factor factor use Stud Grade Width Depth Spadng Height Laid Vert.Load Her.Loa se 1.0 Load at Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fe E Fb' Fe perp' Fc• Fee Fe fc Ie/Fe lb lb/ in. In. in. IL pit psf pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-IciFce) H-F Stud 1.5 3.5 18 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9968 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 986 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200.000 854 506 968 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.85 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 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 0.9921 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 0.9952 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 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 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 16 825 28.3 1525 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 12 825 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3852 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1.271 506 1644.5 1011.45 837.57 508.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2856 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 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 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 .1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 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 0.3158 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 18 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 1.308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 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 1644.5 226.94 220.14 218.80 1.00 0.00 0.000 Page 1 D+L+W • CT#14051-4015.2 Twin Creek I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-199Z) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor DaL+W e 0.80(Constant)> Section 3.7.1.5 Cr KeE 0.30(Constant)> Sec0on 3.7.1.5 CI(Fb) Cf(Fc) 1997 NDS Cb (Vales > Section 2.3.10 Bending,Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade VMdth Depth Spacing Height Le/d Vert.Load Hor.Load C.1.0 Load CI Ptak Cd(Fb)Cd(Fe) Cf Cl Cr Fb Fc perp Fc E Fb' Fc perp' Fe• Fee Pc fc fe/F'c lb ib/ In. In. In. IL pit psf pit (Fb) (Fc) psi pd psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1.366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8,13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3988.7 1.60 1.00 1.1 1.05 1.15 875 405 800 1.200,000 1,386 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 '2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 378.78 0.577 SPF Stud 1.5 3.5 18 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1,05 1.15 675 425 725 1,200,000 1.366 531 761.25 378.09 328,30 214.28 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 980 8.13 0.9970 2091.8 1,60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0,490 SPF Stud 1.5 3.5 8 8.25 26.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1.200,000 1.366 531 781.25 449.95 376.35 294.60 0.78 180.69 0,383 H-F#2 1.5 5.5 ' 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 508 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1203.70 899.13 508.18 0.56 148.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484,89 940.30 531.23 0.58 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1,10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884,89 531.23 0.60 148.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9857 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200.000 1.366 531 761.25 144.26 138.14 17.78 0.13###### 0.979 SPF#2 1.5 5.5 18 19 41.5 880 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 18 19 41.5 800 9.71 0,9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 98.87 0.44 927.02 0.788 Page 2 D+L+W+.5S 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 Design Buckling Factor D+L+W+812 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cl(Fb) CI(Pc) 1997 NDS Cb (Vanes) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NOS 3.9.2 Maz.Wat duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load c-1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cl Cr Fb Fe perp Fc E Fb' Fc perp' Fc' Fce Fe fc IcIF'c Ib tb/ In. In. In. 6. pit put pit (Fb) (Fe) 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 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 18 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1,15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.18 0.63 361.37 0.596 H-F Stud 1.5 3.5 12 825 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1.368 506 966 449.95 395.22 303.49 0.77 180.69 0.408 SPF Stud 1.5 3.5 16 7.7083' 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.76 0.589 SPF Stud 1.5 3.5 18 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 378.09 338.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 15 825 28.3 975 8.13 0.9952 2091.8 1.80 1.15 1.1 1,05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 825 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 825 28.3 2360 8.13 0.9922 4163.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1.388 531 875.438 449.95 388.13 299.68 0.77 180.89 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 18 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1011.45 837.57 508.18 0.80 181.23 0.178 H-F#2 1,5 5.5 16 8.25 18.0 3132 8.13 0.4100 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 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3672 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 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 0,62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 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 17.78 0.13###### 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 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 66.97 0.44 927.02 0.796 Page 3 D+L+S+.5W CT#14051-4015.2 Twin Creek I LOAD CASE I (12-15) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+Wl2 e 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Vades) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Max.Wa0 duration duration factor factor use ' Stud Grade Wdth Depth Spadng Height Laid Vert.Load Hor.Load u 1.0 Load @ Plats Cd(Pb)Cd(Fc) Cf CI Cr Fb Fe perp Fc E Fb' Fc perp' Fc• Fee F'e le Ic/F'e Ib Ib/ In. in. in. ft. pit psi pit (Fb) (Fc) psi psi psi psi psi psi psi pal Pal Pal 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 1.15 875 405 800 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 1,366 506 966 378.09 340.90 248.35 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 1,366 506 966 378.09 340.90 262.88 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 26.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0,343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1.388 506 986 449.95 395.22 338.41 0.86 90.34 0.287 SPF Stud 1.5 3.5 16 7.7083 28.4 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 18 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200.000 1.386 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 187.82 0.396 SPF Stud 1.5 3,5 16 8.25 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 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 825 28.3 2830 4.085 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200.000 1.366 531 875.438 449.95 388.13 333.97 0.86 90.34 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 1.15 650 405 1300 1.300,000 2.033 506 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 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 508 1644.5 1011.45 837.57 506.18 0.80 90.61 0.089 H-F#2 t5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 506 1644.5 1203.70 946.77 508.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 18.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531,23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 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 84.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1454.75 244.40 235.32 151.11 0.64 483.51 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 0.64 463.51 0.594 Page 4 IIInk D+L+S+.7E CT#14051-4015.2 Twin Creek 1 LOAD CASE 1 (1246) 1 (BASED ON ANSILAFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bueklin6 Factor D+L+S+ENA Cr e 0.80(Constant)> Section 3.7.1.5S 1997 Cl(Fb) Cf(Fe) ND KcE 0.30(Constant)> Section 3.7.1.5 Cd(Fb) Cb Cd(Fc) Eq. ND Cb (Vedas > - Section 2.3.10 Bending Comp. Size Size Rep. .7-1 NDS 3.9.2 .Maz.Wall duration duration factor factor use Stud Grade Width Depth Spedng Height Leld Vert.Load Hor.Load so 1.0 Load Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fe perp Fc E Pb' Fe perp', Fc' Fce re fc feiF'c tb 1b! in. In. In. 8. pit psi pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fclFce) 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 1.15 875 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,388 506 966 378.09 340.90 258.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.8961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 448.95 395.22 311.11 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 8 825 28.3 2700 3.57 0.9968 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 342.86 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 1,388 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 338.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1.368 531 875.438 448.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 78.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 6428 0.055 SPF#2 1.5 5.5 18 7.7083 18.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 58.10 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 0.82 76.47 0.071 SPF#2 1.5 5.5 18 825 18.0 3287 3.57 0.3678 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 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 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#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 1844.5 226.94 220.14 152.73 0.89 340.83 0.513 Page 5 • ` 180 Nickerson St. C TE N G:_ ;N E"E R' t N 'G' - Suite 302 1 N O Project: �t RSeattle,WA + Date: 98109 (206) 2854512 � FAX:Client: 1� '"I �`"�[y�1 nviQ Page Number: (206)285-0618 . :�; PRe t & 4 Pt14-0144 :VA'!Uf. '.ie -- 1: l .el! CC nS �p�� 7�A - P2` b `l ._ C.1.4155_5••. S � .. �• �;,--:. ,,tat ?f..•��trj p. , — 1" • • €Q 7 v, � Pkt _ p ....`11 ::Zl�'_..l-1�._`�:..• ---- (ip .._ : i 3 , `,Dcf �. z. o � ( R l dl ---"7-7-1-7-",'-'7-7--I-'.- i _1—, .r.«.. .wr. • • ,.t < t t t :.-E 1 • S pl�T - ;.....i 5 f T 5 t S < < z sit ' < if g. 8, : t 1 Y �.. - d • ...:.... , i / < • rr ,�: 'y ."' 23 3X. '31 (::` lbs i 4 ?o 115 'k. 14 Structural Engineers13-14)r- tdif " it— 01 180 Nickerson St. • ® ENGINEERING Suite 302 .Mc • Seattle,WA 98109 Project: '4114,_.......___ „_ -4 � Date ._-_ _,._ .._ (206)28S-4512 . . FAX: Client: Page Number: - (206)28S-0618 r ` 1 at Y Flog (V;)05:)--g) --.;:-/-20 , Jt ax9 KR- di,. elitk)(40i-is v-- 365- • all. ‘ .0-- '.(40 16) =.- 365,..,.___.....,, 04 Pop brip "b›- 2core, ...... t f1101:-""r• Zr#4(440-i 'fiCate;-' ch> . le g? --40. e 1,y(. 2.pg?)rg-H As-tItS . sr V - ..............._ .=,.. 4s 16. *, e • we e.-... P-;- q3a +- 2-*Are 4- e05, ...;-.- 4666. • 1"1"7:4-Frw% 1= i'' '').1:f 4 .... 2, • !y fig/ - structurai Engineers Design Maps Summary Report Page 1 of 1 w Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III 2 1 + k r LO 1 SQOOm � ,` YErtQn .' � t. � x 3 >., x .i F Sx" Yx s � s-°", -s i 4--.4..-;. ,,,,,,,,:,,.,,, ,, t. ( � } '� i,r4;0* `,..-7,,,,!.:-.7,71 ,1:-.7 -9t.;.,1, -,:.-,..fip ii,,,.7.'„A*,..140r.:(:-'''i 3 ,,,,,,,,-,i;:--,,,:r.,-:.„,,,,,,,, -,,,,,-- ,„I.; a -7:31,. !°^pro, ' -,1,4:-e. '.. 3q. - a g � �--. " ,.,, farm ngdpif � }. ^.,4 s i X1`4 K*` Tei r 7 'i d ,,:,., ,,,,'..� " 11`:'`� ta. �f (r -,4---304.,,,,,..-:7--).!..:4 ,-,:, n -.f-, -2C i`z:..., "'"c� C� ,1 1 WaU�CdB C ,�$ 9 Lake Oswego' x 1-----.'.1/4- ;,.-,',"- . e^" ,` a: ,may' }4, ,F; -,17.--:,-,-...,,,,,-;; ." ... .` ,' � .- 1 .' .. e. LScnolIS . ▪: IN. >r •,,,,,,,,,,i, -. �� ,, (3 R , w ,�t r �° a King Cita/ 0 9 haRtt". ' 4-.),.--,;5,:r,,,,,,,...,:,` kk. ' ,, g}rf ,'� 7 T ;10t10,---.. .,'5 - .,z,z • i # 1 rr _-z 4b ^'" .. a 177 ue.St�� -4t i d , xs .. k.. ..,. 't • �:"� t zu21."�QQ .`:.�` --'= Y_o.�......; ,. _."` ^ ..,,td��iS lHapQtt .,...:e da2aY� , ' ( .... �. ,.�z> ,aPQuest x ®M USGS-Provided Output SS = 0.972 g SMS = 1.080 g gr,, = 0.720 g SI = 0.423 g SM: = 0.667 g S°1 = 0.445 g For information on how the Sand Si values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions Sin the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. 0.8E MCER Response Spectrum Design Response Spectrum 1. 0 0.20 0.99 0,72 0.22 O.bi 0.77 0.56 0,46 ..... 0.38 0.55 N 0.40 t 0.44 0.32 0,2) 0.21 0.22 0.16 0.11 0.0E 0.00 0.00 0.00 0.10 0.40 0.60 6.80 1.00 1.20 1.40 1.0 1.80 200 0.00 0,70 0.40 0.60 0.20 1.00 1.10 1.40 1.60 1.80 2.00 Period,T istcl 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#: Elevation B 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= 0.97 , Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.43 z Figure 1613.3.1(2) Figure 22-2 Latitude= 45.46 N Longitude= -122.89 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.u sa s.gov/research/hazmaps/ http://geohazards.usgs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1A1 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv=1,58 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1=F,,*Si SM1= 0.68 EQ 16-38 EQ 11.4-2 Sps=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SD1= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D• Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC,= D ' Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor no= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 'r 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 2 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: Elevation B SDs= 0.72 h„ = 18.00(ft) SD,= 0.45 x = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.43 k= 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=S011(T*(R/IE)) (for T<7-L) 0.399 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sol*TO/0-2*(R/IE)) (for T>TO 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„, = DIAPHR. Story Elevation Height AREA DL w, w, *his` wx *hxk DESIGN SUM LEVEL Height (ft) hi (ft) (sqft) (ksf) (kips) (kips) Ew, *hjk Vi DESIGN Vi ........_.._......... Roof - 18.00 18.00 1666 0:022` 36.652 659.7 0.58 3.88 3.88 2nd 8.00 10.00' 10.00 1712 0.028 47.936 479.4 0.42 2.82 6.70 1st(base) 10.00 0.00 SUM= 84.6 1139.1 1.00 6.70 E=V= 9.38(LRFD) E/1.4= 6.70(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design F„ = DIAPHR. FJ E Fj wl E w; F,= EFI *wx 0.4*SDs*IE*Wp 0.2*SDs*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) EW, F„ Max. FFX Min. Roof 3.88 3.88 36.7 36.7 5.28 3.88 10.56 5.28 2nd 2.82 6.70 47.9 84.6 6.91 3.80 13.81 6.91 1st(base) 0.00 0.00 0.0 84.6 0.00 0.00 0.00 0.00 Page 3 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: Elevation B 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 ult. Wind Speed 3See Gust= 120 120 mph Figure 1609 Fig. 28.5-1Athru C V asd. Wind Speed 3 See....-,Mgr �, 4 mph (EQ 16-33) Exposure= B B lav=._ 4._1.0 - 1.0 N/A N/A Roof Type= Gable Gable Ps3oA= ?8.6 28.8 psi Figure 28.6-1 P830a= 46 4.6 psf Figure 28.6-1 Ps3o c= 20.7 20.7 psf Figure 28.6-1 Ps30 o= 4.7 4:7 psf Figure 28.6-1 A=; 1 00 1.00 Figure 28.6-1 KA= !.1.00 1.00' Section 26.8 windward/lee= 1.00 1.00;(Single Family Home) X•K, *I •.__ 1 Ps=X•KZt•I•Pa3o= (Eq.28.6-1) PSA= 28.60 28.60 psi (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psi(LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psi(LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psi (LRFD) (Eq.28.6-1) PsAand caverage= 24.7 24.7 psf (LRFD) Ps a and o 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 1.00 16 psf m(n. 16 psf min. width factor 2nd-> 1:00 ",1:00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA Aa Ac AD AA AD 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-VV) V(E-W) 30.00 12.0 0 192 0 288 0 192 0 384 Roof 18.00 18.00 4.0 64 0 96 0 64 0 128 0 10.2 12.3 6.05 6.05 7.17 7.17 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 17.25 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 1000 AF= 1200 16.0 19.2 V(n-s)= 14.64 V(e-w)= 17.25 kips(LRFD) klps(LRFD) kips kips Page 4 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: Elevation B SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(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-VV) V(E-VV) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 0.00 0.00 1024 10.24 1229 1229 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 5.76 16.00 6.91 1920 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s) 16.00 V(e-w)= 19.20 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(NS)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)-(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) VI(NS) V(NS) Vi(E-W) V(E-W) Vi(NS) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 10.24 10.24 12.29 12.29 7.93 7.93 9.52 9.52 2nd 10 0 0 5.76 16.00 6.91 19.20 4.46 12.39 5.35 14.87 1st(base) 0 0 0 V(n-s)= 16.00 V(e-w)= 19.20 V(n-s)= 12.39 V(e-w)= 14.87 kips(LRFD) kips(LRFD) kips(ASD) kipslASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 5 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: Elevation B SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size 0.131 dia.X'Z 5 long STUD SPECIES SPECIES='H-F or SPF' SPECIFIC GRAVITY S.G.= 0.43 j ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S.='2.0,„:.:.:., SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -_I 0 1 0 1 P6TN 150'' 150 150; 150 P6 .520 ; 242 730 339 P4 760 353 1065' 495 123'. ..'::',,:::::::' ''.^.:686s : 456 1370; 637 P2 1280595 1790` 832 2P4 "..1520 707 2130, 990 2P3- - 1960' 911 2740: 1274 2P2 2560: 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESStsheafhing= 1/2 NAIL SIZE nail size=11/4"long No.6 Type S orW 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#: Elevation B Diaph.Level: Roof ...................... Panel Height:; 8 ft. Seismic V I= 3.88 kips Design Wind N-S V I= 7.93 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.88 kips Sum Wind N-S V 1= 7.93 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL efl. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM Roan Unet Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) .... ...... ......... .. . Ext. AiT1 416':..15.0 .46:0 1.00 '0.15 1.98 0.00 0.97 0.00 1.00 1.00 65 P6TN P6TN 132 7.76 26.12 -1.28 -1.28 15.86 31.05 -1.06 -1.06 -1.06 Ext A.T2 139 •'5.0 46.0 1.00 0.15 0.66 0.00 0.32 0.00 1.00 1.00 65 P6TN P6TN 132 2.59 8.71 -1.41 -1.41 5.29 10.35 -1.17 -1.17 -1.17 Ext A.T3 . 278 10.0 46.0 1.00 "0.15! 1.32 0.00 0.65 0.00 1.00 1.0065 P6TN P6TN 132 5.17 17.41 -1.31 -1.31 10.58 20.70 -1.08 -1.08 -1.08 - - 0 0.0 0.0 1.00''0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0, >0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' .0.0 0.0 •'.1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 r 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 1.00" 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ,',0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - : ;0.0 0.0 1.00-;; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. B.T1 150'. 5 0 '47.0 1.00 0.15 0.71 0.00 0.35 0.00 1.00 1.00 70 P6TN P6TN 143 2.80 8.90 -1.41 -1.41 5.72 10.58 -1.12 -1.12 -1.12 Ext B.T2- '; 300 10.0 47.0' 1.00 0.15; 1.43 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 143 5.59 17.79 -1.31 -1.31 11.43 21.15 -1.04 -1.04 -1.04 Ext B.T3 143 4.8 47.0 1.00 0.15 0.68 0.00 0.33 0.00 1.00 1.00 70 P6TN P6TN 143 2.66 8.45 -1.42 -1.42 5.43 10.05 -1.13 -1.13 -1.13 Ext B.T4 240 8.0• 47.0 1.00: ;. 0.15 1.14 0.00 0.56 0.00 1.00 1.00 70 P6TN P6TN 143 4.47 14.23 -1.33 -1.33 9.15 16.92 -1.06 -1.06 -1.06 - 0 . :0.0 , 0.0 , 1.00:`;0.00i 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. `r 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 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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• i 0,0 0.0 1.00, :' 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 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:;. 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 57.8 57.8=L eff. 7.93 0.00 3.88 0.00 EVwind 7.93 EVEQ 3.88 Notes: denotes with shear transfer denotes perferated shear wall ISB denotes ISB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: Elevation B Diaph.Level: 2nd Panel Height 9 ft. Seismic V I= 2.82 kips Design Wind N-S V I= 4.46 kips Max.aspect= s,3.5 SDPWS Table 4.3.4 Sum Seismic V I= 6.70 kips Sum Wind N-S V I= 12.39 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext.: A.Ma.0 621" 29.0 46:0 1 00.i'0 15 1.62 2.88 1.02 1.41 1.00 1.00 84 P6TN P6 155 21.85 50.50 -1.01 -2.29 40.43 60.03 -0.69 -1.75 -1.75 Ext.' A Mb i,` 235 ",11 0 46 0 -1.00' 015' 0.61 1.09 0.39 0.53 1.00 1.00 84 P6TN P6 155 8.29 19.16 -1.05 -2.46 15.34 22.77 -0.72 -1.89 -1.89 .--„„--,-.,,„ :). .,0,0:41 00 1 00 0.00: 0.00 0,00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -1.31 0.00 0.00 0.00 -1.08 -1.08 0 ,.`0 0 0:0 1 00.#0.00i, 0.00 0.00 0.00 0.00 1.00 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 i0 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 1.49 2.64 0.94 1.29 1.00 1.00 223 P6 P4 413 20.09 17.79 0.25 -1.16 37.18 21.15 1.72 0.60 0.60 'Ext.:: B.Mb 285: ;5•0,"',47-0 1 00 0.151 0.74 1.32 0.47 0.85 1.00 1.00 223 P6 P4 413 10.05 8.90 0.27 -1.04 18.59 10.58 1.85 0.81 0.81 0 ":0 0 01.00'"t; 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -1.42 0.00 0.00 0.00 -1.13 -1.13 0 0 00 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -1.33 0.00 0.00 0.00 -1.06 -1.06 0 10 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 .,_1.0o 0 00! 0.00 0.00 0.00 0.00 too 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 „10 0 . 00 1.00 ".0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ;',0.0„ "00 1.00"<-0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ."0 0 00 • 1 00: 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 20:0 1 00<R0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0• 00 1 00 '.0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 00 1 00 f 0 00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0 0 ",0 01 00x;0.00; 0.00 0.00 0.00 0.00 1.00 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..:.':' ,..110 1.00: 0 00, 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0" :`0 0" 1 00,;;,0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .`,0 0 00 1 00 '0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ";0.0"" <0.0 1.00: 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0" 0 0 i 0 0 1 00 ;'0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ;'0.0. 00 :1.00 `0.00.: 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 1712 55.0 55.0=L eff. 4.46 7.93 2.82 3.88 1.00 EV wind 12.39 EVE0 6.70 Notes: denotes with shear transfer .* denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: :LATERAL E-W(side to side-left/right) CT PROJECT#: Elevation B Diaph.Level: Roof Panel Height. 8 ft. Seismic V I= 3.88 kips Design Wind E-W V I= 9.52 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.88 kips Sum Wind E-W V I= 9.52 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM ROTM U1et U.., OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Rear 1.Ta* 283.6 8.0; 40.0 1.00 0.15 1.62 0.00 0.66 0.00 1.00 1.00 83* 203 5.28 12.11 -0.93 -0.93 12.96 14.40 -0.20 -0.20* Rear 2.Tb* '407.6 11.5 40.0 1.00, 0.15 2.33 0.00 0.95 0.00 1.00 1.00 83* * 203 7.59 17.41 -0.91 -0.91 18.63 20.70 -0.19 -0.19* Rear 3.Tc". 141.8 4.0 40.0 1.00 0.15 0.81 0.00 0.33 0.00 1.00 1.00 83* " 203 2.64 6.06 -1.02 -1.02 6.48 7.20 -0.22 -0.22* Rear 4.Td 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -' 0 0.0 0.0° 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int' N/A 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int N/A 0. -'0.0 = 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 . 0.0 ..1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int N/A 0 :'0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 •' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Ta 148.7 2.5' 11.0 1.00 0.15' 0.85 0.00 0.35 0.00 1.00 0.63 222* " 340 2.77 1.04 0.94 0.94 6.80 1.24 3.03 3.03" Front 4.Tb 148.7 ;2.5 11.0 1.00; 0.15 0.85 0.00 0.35 0.00 1.00 0.63 222* * 340 2.77 1.04 0.94 0.94 6.80 1.24 3.03 3.03* Front 4.Tc 119 2.0 . 9.7 1.00 : 0.15 0.68 0.00 0.28 0.00 1.00 0.50 277* * 340 2.22 0.73 1.11 1.11 5.44 0.87 3.43 3.43* Front 4.Td 119 2.0 9.7 1.00 0.15 0.68 0.00 0.28 0.00 1.00 0.50 277* * 340 2.22 0.73 1.11 1.11 5.44 0.87 3.43 3.43 Front 4.Te" •148.7. 2.5 11.7 1.00 ;'0.15; 0.85 0.00 0.35 0.00 1.00 0.63 222* " 340 2.77 1.10 0.91 0.91 6.80 1.31 2.99 2.99" Front 4.Tf 148.7 2.5 11.7 '1.00 0.15 0.85 0.00 0.35 0.00 1.00 0.63 222* * 340 2.77 1.10 0.91 0.91 6.80 1.31 2.99 2.99• - - 0 - ' 0.0 0.0 1.00 ;0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .'.0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0 0 .. 0.0 1.00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ; 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 - 0.0 0.0 1.00,':.0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00•, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 -` '0 0 -;0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 --0 0 . 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ;`0 0 0.0 1.00,'0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 37.5 37.5=L eff. 9.52 0.00 3.88 0.00 EVw;nd 9.52 EVEQ 3.88 Notes: denotes with shear transfer "* denotes perferated shear wall MSB denotes iSB Shear Panel GARAGE ABWP SHEET TITLE: LATERAL E-W(side to side-leftlright) CT PROJECT#: Elevation B Diaph.Level: 2nd Panel Height r.';;::;.•,;:;::::::9.;'ft. Seismic V i= 2.8 kips Design Wind E-W V i= 5.35 kips Max.aspect 3'. SDPWS Table 4.3.4 Sum Seismic V i= 6 0 kips Sum Wind E-W V I= 14.87 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind ".Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Lot.ett. C 0 w dl V level V abv level V abv. 2w/h v i Type Type v i OTM ROIM Unet Veum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (k'• (kip) (kip) p (pif) (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 0.3, 1.20 0.18 0.49 1.00 0.94 166* 361 5.98 1.98 1.12 0.18 13.80 2.36 3.19 3.00" Rear 2.Tb;.98 77 3 9 12.3 1 00 I` 0 15' 0.1 1.10 0.16 0.45 1.00 0.87 181 * 361 5.49 1.82 1.14 0.23 12.66 2.16 3.25 3.06* Rear 3 Tc •158 3 8.3 19.5 1 00,' 015: 6.50 1.76 0.26 0.72 1.00 1.00 156" * 361 8.80 4.61 0.75 -0.27 20.30 5.48 2.65 2.44* Rear, 4.Td ;63 31'',''2.5 19.5 1 00 0 15 0.20 0.70 0.10 0.29 1.00 0.56 282* * 361 3.52 1.85 0.91 0.91 8.12 2.19 3.23 3.23* 0 ,0 0-: ::;•:0.0-:',A00.:, ;():41 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int' N/A :181 1 5 5 .5:8-. 1.-;,090"',.:41,P10.57 0.00 0.30 0.00 1.00 1.00 54 P6TN P6TN 103 2.68 1.15 0.32 0.32 5.10 1.36 0.77 0.77 0.77 Int:, N/A 246 9 7 5 .'75 1.00 0 151 0.77 0.00 0.41 0.00 1.00 1.00 54 P6TN P6TN 103 3.66 2.13 0.22 0.22 6.95 2.53 0.65 0.65 0.65 0 ,0 0 0 0 1 6 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 nt '.':;: ;s1 8:=10 i ' 0.0 A0'' 0.'' i .3, 6 00 0 0 0.0 6 00 1.00 70 P6TN P6TN 134 6.34 3.79 0.27 0.27 12.05 4.50 0.81 0.81 0.81 t 0 1 06 0 00; 0.J0 0.0 00 0.60 1.66 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 12 4 20.5 1 00 0 15 0.37 0.89 0.19 0.62 1.: 0.54 629 ABWP ABWP 785 7.35 1.88 3.13 4.07 17.06 2.23 8.48 11.51 ABWP ,Front. 4.Tb 0 0 0 0`0 1:.00; 0'.15! 0.00 0.00 0.00 0.00 1.6- 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 F Front 4 Tc 0 s 0 0 0 0 1 00 0 15 0.00 0.00 0.00 0.00 1.06 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,Front 4.Td=:.1171 24 20.5 1 y 00 0.15 0.37 0.89 0.19 0.62 1.4 0.54 629 ABWP ABWP 785 7.35 1.88 3.13 4.24 17.06 2.23 8.48 11.90 ABWP r. T- `. 9. 91 0 "'11' • • 0' ,6• 5' 0. 6 •.4` 6 16 0 ' 1.0,: 0.44 569" 576 4.55 0.88 2.75 3.66 10.38 1.05 6.99 9.99* Front 4.Tf, 96 91 2.0 .11.7 1 00"! ')•,04;5 i 0.30 1.49 0.16 0.35 1.00 0.44 569" * 576 4.55 0.88 2.75 3.66 10.38 1.05 6.99 9.99* 0 :';,0 0 0.0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 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 1.00Y: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -.0.-,:' 0 0 00 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ..0.0-,,, ,0.6 1 00' 0 00 0.00 0.00 0.00 0.00 1.00 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 04 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.•06':''.b.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,....::::.0.0'A:::.,.0.0 1.00': 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1 00 0 001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 •: 0 0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 . 0.0 ";0 0 1 00; 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1712 48.7 48.7=L eff. 5.35 9.52 2.82 3.88 EVwind 14.87 EVEQ 6.70 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4.Ta,4.Tb Roof Level w dl= 150 p/f V eq 692.6 pounds V1 eq= 362.3 pounds V3 eq= 330.3 pounds V w= 1699.7 pounds V1 w= 889.1 pounds V3 w= 810.6 pounds -0. ► v hdr eq= 63.4 p/f --0, •H head= A v hdr w= 155.7 plf 1 v Fdragl eq= 183 F2 eq= 166 I Fdragi w= •••8 F2 -408 H pier= vi eq= 127.9 plf v3 eq= 127.9 pff P6TN E.Q. 5.0 vl w= 313.8 plf v3 w= 313.8 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9 T Fdrag3 eq= : F4 e.- 166 feet A Fdrag3 w=448 F4 w=408 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 63.4 p/f P6TN 3.0 " EQ Wind v sill w= 155.7 p/f P6 feet OTM 6234 15297 R OTM 4461 5363 v v UPLIFT 173 969 Up above 0 0 UP sum 173 969 H/L Ratios: L1=, 2.8 L2= 5.5 L3= 2.6 Htotal/L= 0.82 Hpier/L1= 1.76 Hpier/L3= 1.94 L total= 10.9 feet Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B'4.Tc,4.Td, Roof Level w dl= 1501 p/f V eq 554.1 pounds V1 eq= 277.1 pounds V3 eq= 277.1 pounds V w= 1359.7'; pounds V1 w= 679.9 pounds V3 w= 679.9 pounds v hdr eq= 58.3 plf •H head= v hdr w= 143.1 plf Fdragl eq= 160 F2 eq= 160 A Fdragl w= •4 F2 -394 H pier= v1 eq= 173.2 plf v3 eq= 173.2 plf P6 E.Q. v1 w= 339.9 plf v3 w= 339.9 plf P6 WIND feet H total= 2w/h= 0.8 2w/h= 0.8 9 Fdrag3 eq= ;t F4 e.- 160 feet Fdrag3 w=394 F4 w=394 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 58.3 plf P6TN 3.0 EQ Wind v sill w= 143.1 plf P6TN feet OTM 4987 12238 R OTM 3379 4061 v v UPLIFT 182 926 Up above 0 0 UP sum 182 926 H/L Ratios: L1= 2i0" L2= 5.5 L3= , 20 Htotal/L= 0.95 4 ► 4 ft Hpier/L1= 2.50 ► Hpier/L3= 2.50 L total= 9.5 feet JOB#:. Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4.Te,4.Tf Roof Level w dl= 150 p/f V eq 692.6 pounds V1 eq= 346.3 pounds V3 eq= 346.3 pounds V w= 1699.7 pounds V1 w= 849.8 pounds V3 w= 849.8 pounds —__•. —► v hdr eq= 60.2 p/f ---► •H head= A v hdr w= 147.8 plf 1 A Fdrag1 eq= 196 F2 eq= 196 Fdragl w= 0 F2 -480 H pier= v1 eq= 138.5 plf v3 eq= 138.5 plf P6TN E.Q. 5.0" v1 w= 339.9 p/f v3 w= 339.9 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9 . Fdrag3 eq= .• F4 e•- 196 feet A Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 60.2 p/f P6TN 3.0 EQ Wind v sill w= 147.8 p/f P6TN feet OTM 6234 15297 R OTM 4951 5951 UPLIFT 118 863 Up above 0 0 UP sum 118 863 H/L Ratios: L1= 2.5 L2= 6.5 L3= 2.5 Htotal/L= 0.78 Hpier/L1= 2.00 1. 11.4 Hpier/L3= 2.00 o.•L total= 11.5 feet ......_.._.._.................. JOB#: Elevation B SHEARWALL"WITH FORCE TRANSFER, ID: Elevation B.1.Ma 1.Mti• , Roof Level w dl 150 plf V eq 1275.1 pounds V1 eq= 677.4 pounds V3 eq= 597.7 pounds V w= 2940.6 pounds V1 w= 1562.2 pounds V3 w= 1378.4 pounds v hdr eq= 106.3 plf A H head= A v hdr w= 245.0 plf 1 v Fdrag1 eq= 226 F2 eq= 199 1 Fdragl w= • 1 F2 -459 H pier= vi eq= 159.4 plf v3 eq= 159.4 plf P6 E.Q. 5.0 vl 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 sin eq= 106.3 plf P6TN 3.0 EQ Wind v sill w= 245.0 p/f P6 feet OTM 11476 26465 R OTM 5391 6480 • UPLIFT 537 1763 Up above 0 0 UP sum 537 1763 H/L Ratios: L1= 43 L2- 4.0 L3=t 18 Htotal/L= 0.75 i • , 1 Hpier/L1= 1.18 Hpier/L3= 1.33 L total= 12.0 feet JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 1.Mc,1.Md Roof Level w dl= 150 p/f V eq 1368.9 pounds V1 eq= 977.8 pounds V w= 3157.1' pounds V1 w= 2255.0 pounds V3 V3 w weq== 391.1902.0 pounds pounds -i -► v hdr eq= 62.2 plf --0- •H head= A v hdr w= 143.5 p/f 1, v 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 Of P4 WIND feet H total= 1 2w/h= 1 2w/h= 1 9 feet Fdrag3 eq= :• F4 e.- 236 Fdrag3 w=1358 F4 w=543 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.2 p/f P6TN 3.0 EQ Wind v sill w= 143.5 plf P6TN feet OTM 12320 28413 R OTM 18119 21780 ., • UPLIFT -272 311 Up above 0 0 UP sum -272 311 H/L Ratios: L1= 6.3 L2=. 13.3 L3= 2.5 Htotal/L= 0.41 Hpier/L1= 0.80 I. I.4 Hpier/L3= 2.00 L total= 22.0 feet ........_........._ JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4.Me,4.M1 Roof Level w dl= 150: Of V eq 1011.7. pounds V1 eq= 505.9 pounds V3 eq= 505.9 pounds V w= 2305.8 pounds V1 w= 1152.9 pounds V3 w= 1152.9 pounds --o, vhdr eq= 89.3-IPplf •H head= A v hdr w= 203.5 plf 1Y Fdrag1 eq= 327 F2 eq= 327 Fdragl w= 6 F2 -746 H pier= v1 eq= 252.9 plf v3 eq= 252.9 plf P4 E.Q. 30 vl w= 576.5 plf v3 w= 576.5 plf P3 WIND feet Htotal= 2w/h= 1 2w/h= 1 Fdrag3 eq= F4 e,- 327 7 feet Fdrag3 w=746 F4 w=746 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 89.3 plf P6TN 3.0.,`, EQ Wind v sill w= 203.5 plf P6 feet OTM 7082 16141 R OTM 4805 5777 UPLIFT 213 972 Up above 118 863 UP sum 332 1835 H/L Ratios: L1= 20 L2 73 L3= 2;0 Htotal/L= 0.62 4 ► 4 ►4 Hpier/L1= 1.50 . Hpier/L3= 1.50 L total= 11.3 feet • , '.r r - '-'r,.- .... - r.. • -- - A 1 ✓ I " S � iyry ,Yr ''•'•••-•4e•.IJI I { 4Iy r r} - 40.".. 1• 'tr j Yom` tor • 7 : TT1O0EF ., 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 ightframe construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. • The Table 1 values in this report were developed using the CURSE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 AM—T cEnginccrcd WoodAssociauon 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 Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shearm(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 0.51 3.42 1'-10 1/2" 8 15520 EQ(2128 WIND) roundation f r Wind or Seismic Loading�'''''�d131 EQ(1444 WIND) (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values ore for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) " • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strop I. per wind design min 1000 lbf 2'to 18'rough width of opening 1 on both sides of opening for single or double portal opposite side of sheathing Pony ,2 wall height Fasten top plate to header a with two rows of 16d IIIIIIIPJiIII1iIII i sinker nails at 3"o.c.typ x Fasten sheathing toheader with 8d common or nMin.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown max Ti1 panel sheathing 1r i total i Header to jack-stud strap per wind design. wall •N Min 1000 lbf on both sides of opening opposite : height •:•: w - side of sheathing. yr. If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking thick wood structural panel sheathing with within middle 24'of portal max . 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. height nailingis required in each K. in all framing(studs,blocking,and sills)typ. 9 panel edge. Min length of panel per table 1 Typical portal frame construction ' IlkN Min(2)3500 lb strap-type hold-downs y' (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of • Min reinforcing of foundation,one#4 bar jack studs per IRC tables .,i, top and bottom of footing.Lap bars 15'min. to ( l+ ie , tt e. .»F__.,ey.au.aA'm= .•- ... ma:.an+^,.a« _saz m.z..,. w uvw�sr.-... <. Hy Min footing size under opening is 12"x 12'.A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- into framing) with 2"x 2'x 3/16'plate washer 2 0 2014 APA-The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed) Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apawood.org AM 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.1T-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application �� 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. elemmiasomme 3 ©2014 AM—The Ensineen:d Wood Association CT ENGINEERING G 180 Nickerson St.Suite 302 -�]�l1//'� RSeattle,WA Project: l " - "^", (�" 131<Az&C �'t/k4 Pace-- Date: f�/�.�7. .01 ,09- 9R109 n (.05 -3 (1.... / -2,43,91 (206)285-4512 �'�( ' (5,6),3, L ( C/J�C.� 1� ,2) Page Number: (206)285-0618 Client: �1w � . • f! re'3 • I a A IA V17-ASt)(01—q/z) dl--6r .41,(T41 -7 �1 B2t1 / 1"`. x lb'( ►z" k• ‘,7)( L -31.(.N ft{z --. Q. �R- .. fomes .6. ...r 4. Ftd<< (Z)(o.2 � _ p.�$ 0;0-. a; . i)(0.-A160) a 31a (5. (3 (,1G (, g9Z3)L!e �l�(•2 32) Z Corti.Cbn $ 61'.---2 m„hLiao) (L e `-_,„ dttp))11 Gp° 5'1 0. x L& ?T3, 1,0/(2 A- a= ©,686 ulur -Tv 1ZXkZ L0/4-4- m,,,,i = 112. °14-4- 4.1%,\,, 1 N . fl)f ., axe, e V,9V l is - 3X Pair AO- °i = -5 , . PSR!! Structural Engineers I WOOD FRAME CONSTRUCTION MANUAL. 03 • ilk Table 2.2A Uplift Connection Loads firolrttii Wind P�'' •• . • . (For Roof-to-Wall,Wall-to-Wall,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 (p )Z,z,a,4,sa,7 ' Design Dead Load Roof Span(ft) Unit Connection Loads If 12. 118 128 140 164 190 219 249 281 315 369 2 24 195 213 232 •272 315 362 412 465 521 612 0 0 psfe 36 272 298 324 380 441 506 576 650 729 856 itt 48 350 383 417 489 567 651 741 836 938 1100 M 60 428 468 509 598 693 796 906 1022 1146 1345 ii . 12 70 80 92 116 142 171 201 233 267 321 ti 24 111 129 148 188 231. 278 328 381 437 528 imrl 10 psf 36 152 178 204 260 321 386 456 530 609 736 U) 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12• 46 56 68 • 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057' 12 22 32 44 68 94 123 153 185 219 273 • 24 27 45 64 104 147 194 244 297 353 444 AGG 20 psf 36 32 58 84 140 201 266 336 410 489 616 ��'t, 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 I• 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, f• multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the t • - connectors: Connection Spacing(in.) I 12 I 1619.2 24 48 • Multiplier 1.00 1.33 ( 1.60 1 2.00 I 4.00 1• ° 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. i`(`••,• 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the is ��'il 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 :- llf,.. includes the overhang length and the jack span. 4_q.4t B Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. li:r"''i. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA INC. yy����✓✓-�� 98109 Project: Pi i A. '1 i_41 A`w' Date: (206)285-4512 PAX: Client: Page Number: (206)285-0618 • i 1 i .\/C4:0• L:-OND1 . (itA‘Ri- ' 1-12V4e) -7s'D'. V.41iL- 6P:0:1\rX.Fi)b&-j 1. : t. ' -lit SPP ��D b-6 CQ HJ A t92 : � c`2,2 A-' :\e1/4/114/S . Ilo MPS- uL: I. . MP.. f) : 1n', .1,= 33 : - • 15 - p, • • . DZ :. : • ' ;- : : . •C k o mss A • 4�' : . .U 3r,: . ..46..:1 t)• • � lep • irell� . , ; .: : : 0-, .7----.1 a oty-4 . 0 4)*(b73- .••(. 4) :. :-. *.-=-: i•:••••)i8-'?. ...4+. 1:.•':.1 -..:j . •: -•:'„. 1.1:1:-_;.: .... . .. ... . • • t________ .. . . • S: . OP •:'3"kr--* 1-n?1•44 -: 4 c*NPA : : : . • .1--- 6--r : -:- .- - -! -.2.) -:- ..r2:!`. :;: -: t :• •.:-,•-.:•-...:.-.-.7.. -- - : • : . :• :tA,- -- (AA(?) 61,0) 6:4)- - •.- .z.-.* . •::. .i -4.- -. )pit_:-.... i' -:. :L-:_. :1-i-:.-1-_-_ :.i. • P, Ayow ' a . . .. • '.- • : 14-----• (.(16YL:vA)(:e7.,,-5 (.0:6 .: .---:-,.•4-1'1Q-.. . tb • ; :.- :-;: : : * . -; .. • . • . - i_____.±.±... • CV01rC 6..) P: 5k) &64. :PLY, • - - - sem. . -)-- rtTO, - api iv@ *.-0.,ace 7- -t.1,-2,{t- - ' '02- a----- (EY n1714) --=- e3.4-A ovwd. :.1 -•-- --: ' : Structural Engineers TRUSS TO WALL CONNECTION ..;I'I \//il lll';_ #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES I11'I III fl PLIES 1 HI (6) 0.131"X 1.5" (4)0.131"X 2.5" 00 ,I!; 1 H2.5A (5) 0.131" X 2.5" (5) 0.131"X 2.5" rix. ilii 1 SOWC15600 - - •itt'. .."'II!,.._ 2 H10-2 (9) 0.148"X 1.5" (9) 0.148"X 1.5" ini(i MO 2 (2)H2.5A (5) 0.131"X 2.5" EA. (5) 0.131"X 2.5" EA. Iwo ;ilk 2 (2)SDWC15600 i - - filo 'LSO ... 3 (3)SDWC15600 - - 14?it, 31:i ROOF FRAMING PER PLAN 8d AT 6" 0.C. z 2X VENTED BLK'G. fir• ` 0.131" X 3" TOENAIL - . AT 6" O.C. r ` - -(4 H2.5A & SDWC15600 ST YI 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 I TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ • TRUSS TO WALL CONNECTION SPF VAL.UE�_ #OF 1RUSS CONNECTOR 1O TRUSS TO TOP PLATES UPLIFT ft PLIES 1 H1 (6) 0.131"X 1.5" (4) 0.131"X 2.5" 400 415 1 H2.5A (5) 0.131"X 2.5" (5) 0.131"X 2.5" -535 R-- 1 SDWC15600 - - ---,lib- -I-t5 .. • • 2 H10-2 (9) 0.148"X 1.5" (9)0.148"X 1.5"' Ji0'io_-AV-- 2 (2)H2.5A (5) 0.131"X 2.5" EA. (5) 0.131"X 2.5" EA. 1070 220--- 2 (2)SDWC15600 . - - !1711 2.I0 ... 3 (3)SDWC15600 - - - "'-'- - 11.;i ;ry' ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE 8d AT CONNECTIONS 2X VENTED BLK,G IIIIIInt..)% 11.1111111I\ .4444-144 IMF H2.5A & SDWC15600 STY!F . ; COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [