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Specifications (13) A,1„ /"•t.v« —ocO(_3 / 3 'f 11 Ski /gu kt-firkilf Vter76, CT ENGINEERING. ' Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 a � Structural Calculations River Terrace Eo PRp,�' 14 Plan 5 ,�F'- IN i,t �� F, .; s0 Elevation B ( REG�iNA. Tigard, OR itp. k� zz,„A Scc .SS r ���F 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 P h: 425.454.7130 Fax: 425.646.0945 1 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC,and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing- 3.5 psf Roofing-future 0.0 psf "plywood„(O.S.B.) 'psf Trusses at 24”o.c. 4.02.2,'psf Insulation 1.0psf (1)'5/8"gypsum ceiling- 2.8 psf Misc./Mesh. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0;psf 3/4"plywood (O.S.B.) 2.7'psf joist at.12" 2.5'psf Insulation 1.0 psf (1)'1/2"gypsum ceiling 2.2'psf Miss. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 1 (2)2.8 HDR (.)2x8 I-OR (2'2x8 HpR in .. RB.1 RB.2 RB.3 RB.4 .2B.5 x $ E D I. x I ' oo v a w 'I: m 1 .'-r,1 u .. Gni GT ii i I O-' I "! 1 1- 1 I I I g TN I p I • , v 1 I I 1 I I 1 . I 1 =T,, I I F„ 21 Ii.. .j = I 03 j6 I °° N I' �T� I la � Ia C 1 I L I1 I 1 i ....1 1.�:. 1 x.:,::. '... I I I I I 1 ROOF TRUSS d 24'O.0 8 .................. .... ........... I 2 1 .....> h ,1,1.1 I2 'm ???i:i:�S:4i:iiii:i:?e:: V, F:?:i''::i5 :•:'::i:i'ii�i:ii N O M :4:• C7 T 1 m I is (9 '::: :::: ............... : . • N : 2 Q (2) 8 R RE.13 't. R ri. GABLE END TRUSSRB.1 re i [;ARI FFNn TRI IS GABL: END TRUSS CI) PLAN 5B PLAN 5 B Roof Framing Plan 1/4"=�'-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) 6 P4 I o >< TTT, T\\\ l I / O .I. . -, -----\\ . 11 m I I F' l J i, F ,, iI. I ..., F } FF I 1 . 1 1 ____. . P F _________,_L ..__, i I _ _ Jc-3 N ., I I . ,., :,....,..,=i2=7:ww... 4� • 4.Te 4.T' 0 0 0 9E1 %V © PLAN 5B PLAN 5B Top Floor Shear Plan 1/4"=l'-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) 1 v o o 14 STHD14 1.14a 4x10 HDR Z My 3.5x9 GLB HDR 1.Mc 4x10 HDR 4x10 HDR 4x10 HDR i.Md 4.1 1.., \-, r B.2 i B. ,B.9 B.3 f K • II (3 0 r, I I I N I I v I 1 1 I I 1 C --L_______. --1 d.1 2 17 1 --I l "o Z --I 'U .n 1 __ _�"i 1 •N 1 I `. of ---- _I- I I I d' 1 a I __i t-_- 1 1 1t)Z ll 7 -- 1 r---- 1i -ly I }J-- 3.5x 1�6IG BEAM FB 1 3.x146 B • 1 FBL 3.5x9 GLB HDR 1 1 1 — _ . -- it - -7� _ 0 /," B.11 �'I 9.12 v N 1 1 I II , ,/ II v Fq Eili- ---- j 1 .- i $:lNHDR 4'I HDR �=2= iI \\STAIR /, ,: I S1HD14 o 11 I ST4 1 • i pr i. \FRAMING/ b M II 1_ + STHC ST 1014 1, \ / I- MT N g' :, \/ 1 1 /\ 1 / \ P4 i / \ 1 ) 1. / \ 11 STHD14 SlHD14� 1 3.5 BIG BEAM FB__ L5.5x'8 14B HDR - �- --r -- — --- -� rr rs ar�rrc ar a�rr�c�a a� B.1 ,-I o 14.14 -S9. __ m i iak ,i I r -- --- fid-— — 1 I1 ---�__ — Imo- z ` I I ". tr— -r-- r --. re _ 1 = T KCl-i EE n (2)2x8 HDR1 II It • iril --- 55x12 GIG HDR II n I �\8' _ -I S6.1 I 1� .5x1 i �"nGx ��rr .s�..� . -' 4 •=: i': • 4.M� B.16 11. 2 M1 :PI CO I - - 4x10 -IDR_ 411:10 STHD14 P3 NlEaMtaSTHD14 Amh 2x LED..., ?::•:=.® OI SIM. 0 4.Mc & 4.Md not used this elevation .. M:tt?I $ _ B 29 7\___ gr MONO TRUSSES 05. @ 24"O.C. OPLAN 5B PLAN 5B Main Floor Shear/Top Floor Framing 1/4"=1'-0" CT# 14051 2014.05.09 1/4" = i'-0"" (11x17) I 413* 4'-0. 3.0. f 1-1'-31 • T.O.S. 3 112"CONC.SLAB c ...4541%, -0'-71/2" : .^. a I0•.3• T.O.S. \ -_- STHD14 STHD14 I.' �'.. ... ..:..1.75x9.6'.. ........................... .......................... ........................... :.'.:.':':'.'.'.'.'.'.'.'.'.:..'.'.'.'.'.':.'..'.•.' I CRAWL SPACE::''''': ::':':':.':':':':'. J-.':.'.':.'.'.':.''..'.'.':::.•:.'.'.'.'.'..'.'.'..'.'....'...i. ..................... ..... ........... ..................................... '.'::.'.:':::::':.'::.'.'.:::.'.'.'.'. '. :.m 1' g'-0.jj2•:'::':'::':::':.:.:.:.:.:4':-'P`:'::': r'6`'::':'::':.: :::g:_'01 x_.47 l .......... (.'::.'..'.'.':.' .':.:'.'.'.'.'.':.'.'.':.'..'::.'.'.'::::.'.:'.'.'.':!:':.':........ .......2x6 PONY WALLFOR'• L. .. .........-- J. •.N`:.... :.'�– BEA _._ � .'�.. H— I.. ........... .. ........... ................ �'"" j ].75'.WIDELYC.TOMA7C. IJOIST.'..; ..... . ......... .. ....................... ...................... .. ........... ......................: • 1. 137154 STHD14 fSTHD14_/ 1....... IT .':.'....... .',': ...........FrG .1............. y .:::30"x20'x10"FTG:...:"': 1.75•WIDbLVLTO •TCH':.�. 1'' W/' 'FA.WAY.':::. IJOIST DEPTH AB S VE.PQN\1. ,'.'::.'.'. ..................... .... ........'W ALL'.'::::.'.'.'.'.'.'.'.... :::.'!'. 31/2"CONC.SLAB SLAB SLOPES 31/2' FROM BACK TO APRON VERIFY GARAGE SLAB HEIGHT ::.',:.. ., ...':.:.... :.'.'.'.'. '.'.".'.'.'.'..i. WITH GRADING PLAN !'.'.'.'.'.'.'.'.'.'.':.'.'.'. '.'. ....L .........�...'. :.'_i'-01/2'.'.... •,i 19'-10" 1 —n rilI r--- -.-2x4PONY. 1 ' :::.......:..•WAIL'.'.'.'.'::. i 1 -0.-5. • lirV' T.O.S. SI- r:.'.':::. a. ::: THDl4 0 STHD14 0 + c__'___c__' ____..____J 18 6.1 P3 1'-01/2') ‘11, P3 ® L��STHD14 STHD14 31/2"CONC.SLAB SLOPED DOWN P3 1/44 :12 L JW I fri Pr- --L -I 16 0 S6.1 2-1' 2 7'-10' 1j -8" 1' PLAN 5B X40'- PtAN 5V /, C.,) 1/4"=1.-0" CT# 14051 2014.05.09 ,]./4" = 1'-0" (11x17) f 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 MAR2014,429PM �z�yr ,+ � � � u..�e z� �ti'v 9 ns r,s n+i & z�;�rt -�� "��� '"3 M. �.'Ci� � s �; °S iate a . t,1414 I z %nibs 4 ' „ �� x 0,eX:9 'j405 7 1#41V451T . CS;�: V,,mA era m zr4 -romu . .. liNE*;, � Mzr of `.t. ecIL F?�1 fAMO N4 98 2014 Bud 6 4 i 23. ersj4, Lic.# KW-06002997 Licensee:c.t.engineering Description : PLAN 5.B Top Floor Framing Wood Beam Destgn s B 1 ttr,.•,j 7 '�,7 n,� ,_ M " � a�Cb tfo rszp 212 D5 I•BG 2012,xCBC 2013;ASCE 7` 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 0 0.0: •. . Max fb/Fb Ratio = 0.795. 1 ID 0.04 fb:Actual: 983.60 psi at 2.663 ft in Span#1 ,.s. Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.750S+H 111 Max fv/FvRatio= 0.588: 1 A A fv:Actual: 121.63 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 42505,4x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.024 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 Wood B*635 stgn .�,di*** ;; t t e a i` •kANT ., i'7 :R t407: .4.i. Guf»o -0M.?11 S,tBC 2012,;GBC 2013,`ASCE l 101 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=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 .7117) Max fb/Fb Ratio = 0.736. 1 + • D(0.4 . � sls� fb:Actual: 1,600.40 psi at 3.250 ft in Span#1 Fb:Allowable: 2,175.87 psi Load Comb: +0+0.750L+0.750S+H Max fv/FvRatio= 0.511: 1 • o fv:Actual:• 182.08 psi at 5.352 ft in Span#1 Fv:Allowable: 356.50 psi 6.50 ft.1.75x14 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S w E Li Downward L+Lr+S 0.066 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 Wood -e4mgDesll B•3 _ s 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 kik 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 2014.4:29PM x r Fde fl 114051T 11E0gi1140517 4496 Multiple Simple Beam v� gl a a V r M .,._ aH , sy g gE_NERCALC 1NC,_1983-2414 Buld,614;1,23 Ver6141.23- ..,,€,�� ..,.......,.�.,....z r� ..,,..,.�"s„ a.., 3_..�.., _, .fie_ Lic.#:KW-06002997 Licensee:"c.t.engineering Design Summary Max fb/Fb Ratio = 0.681 • 1 t +°� '•i',L s fb:Actual: 842.88 psi at 1.941 ft in Span#1 °s Fb:Allowable: 1,237.45 psi ,_, Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.502: 1 A fv:Actual: 103.92 psi at 0.000 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 ft4x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.023 in Downward Total 0.036 in Left Support 1.17 0.87 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.34 0.87 1.40 Live Load Defl Ratio 2242>360 Total Defl Ratio 1411 >180 Wood Beam Design B 4 -- 7 7 Cal lations 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 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,Trib=23.0 ft Unif 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 Fb:Allowable: 1,237.45 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 4 25 01t °X° Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr s w E H Downward L+Lr+S 0.020 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 1Wood Beam Design B.5 (Typ) t A r F 5 4 : „ :Calculations per 2012 NDS,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, 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 •i #14g , 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 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 2750 ft 2.2ue Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr 8 w E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.23 0.06 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 0.06 0.17 Live Load Defl Ratio 19147>360 Total Defl Ratio 9430 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 F""�"" ���� +,"a'� "�r��`', ? ��» �#L�`a � h'7 �:��v 5�m � � MVA '11;10491021r44.,,., �� � _.._0 Printed:26 MAR 2014,429PM " „„„,!PA a .;IPAu z�e,..,.,l z. a,:.;, 42,, ttrodi.„ E: m-tfogRPAPANO.,83,70710.4."dW4'`I"23 Ae 4;K23 '. Lic.#:KW-06002997 Licensee:c.t.engineering =Wootl Beam Deslt gl 66 .. _,, ` _ ..., .,,3 x �.� ,3. t4 ,,; :^-,..,'4 t..,.: r g ....,.,,£ .. . ,Calculatio 1g per2012 NDS16C 2012,CBC 2013, f ar 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 deo 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 , , - .. A o . . , x. yLoad Comb: +D+S+H 11110 Max fv/FvRatio= 0.283: 1 A A fv:Actual: 48.83 psi at 5.400 ft in Span#1 Fv:Allowable: 172.50 psi 5.01,2.2d 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 ,I-W od Bealm Design ,B 7 - t , H „ : ' `,O ties %.,,. . ° 4;gX r i v 5 ww _,,Calculltip seer 2012• NDS,AIBCA012,CC 013 ASCEi?•1 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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 i � Max fb/Fb Ratio = 0.292. 1 fb:Actual: 340.95 psi at 2.250 ft in Span#1 Fb:Allowable: 1,167.23 psi Load Comb: +D+S+H 4ilio Max fv/FvRatio= 0.195: 1 A A fv:Actual: 33.57 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 4.508.2.2x8 Load Comb: - +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.025 in Left Support 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 Dell Ratio 4369>360 Total Deli Ratio 2152>180 Wood Beam De,101. 8 � t r, "` ` '�a tVA 1 're'x „ R' z( 4M. 9VP:! eVc ,$ Rif 0 ?,: D.§.0.9,2012,CBC 013 A E 7'10 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PM 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary .0.2213 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 Ili li Max fv/FvRatio= 0.205: 1 A A Iv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.50 q 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Is 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 2014,429PM Mulfiple Semple Beam x4140, p, 14051T 4.EC6 r. 4 f ..w3 . u }' t f ars _,,. _.. •.„,s. .�..� . ...<.m. a_s �.� _a._., .�t�<._„?saF1yERClU.0,ING 1983-201 Budd�.�g:1.��,Ve�•674.123,, , Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design B 9 „., 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 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 •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 • Max fv/FvRatio= 0.205: 1 A A fv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.500.4,,10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lrr 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.1 o per 2012 NDS IBC 2012 CBC 2013 ASCE 7-10 BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary D 02213 L 0.590 Max fb/Fb Ratio = 0.372. 1 , Nereee _�� fb:Actual: 766.31 psi at 3.000 ft in Span#1 h Fb:Allowable: 2,062.40 psib Load Comb: +D+L+H ., • Max fv/FvRatio= 0.295: 1 A AA fv:Actual: 91.39 psi at 4.840 ft in Span#1 Fv:Allowable: 310.00 psi 6.0 e,1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.028 in Downward Total 0.038 in Left Support 0.66 1.77 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.77 Live Load Defl Ratio 2581 >360 Total Defl Ratio 1877>180 IWood Beam Design B 11 i.. _., ,`. . . Calculations p i 012 NDS,IBCt2012,CBC 2013 ASCE?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 0 01213 L 0.590 Max fb/Fb Ratio = 0.198. 1 �� fb:Actual: Fb:Allowable: 2,431.05180.79 psi psi at 2.250 ft in Span#1 • Load Comb: +D+L+Hv • Max fv/FvRatio= 0.175: 1 A AA fv:Actual: 54.39 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 4.50 R 1.75214 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.50 1.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.50 1.33 Live Load Dell Ratio 6120 >360 Total Defl Ratio 4451 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:26 MAR 2014,429PM iliefelerSm e o i k,a� "1 .1� i �r-,t4�"• ir k ", � ' xS- C ? 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 4Muidpie vSlnlple Beam .6 t R t , ' � ENERCALC INC,1983-20 BBuild 6 4 123 Ver6114.1,23,: Lic.#:KW-06002997 'I Licensee:c.t.engineering Description : PLAN 5.B Top Floor Framing, Cont. ;Woodaeani.Deslgn 613 r : ,\':''''''''''.4' ,,3.,, ' ,,,.,. Calculations per2012 NDS,IBC 2012 CBC 2013,ASCE 7-10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced �� Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Unif Load: D=0.0150, L=0.10 k/ft,Trib=5.0 ft Design Summary Maxt 9 �StBj fb/Fb Ratio = 0.422. 1 fb:Actual: 962.10 psi at 4.250 ft in Span#1 is £ Fb:Allowable: 2,280.40 psi Load Comb: +D+L+Hxr .A , Max fv/FvRatio= 0.310: 1 A A fv:Actual: 95.96 psi at 7.338 ft in Span#1 Fv:Allowable: 310.00 psi 8.500.3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.078 in Downward Total 0.097 in Left Support 0.83 3.49 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.83 3.49 Live Load Defl Ratio 1306>360 Total Defl Ratio 1055>180 Wood Beam Deslgn B 14 .:. r ,:- in . ..; ..,. -; ;• a, , '-,3 Calculations peit201 ,,NDS,.IBC.201 ,CBC 201,3,ASCE74Q 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-Pr!! 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: 3Lpsi . Load Comb: +D+ H K W � Max fv/FvRatio= 0.350: 1 • 20.250 ft, 5.125x18 fv:Actual: 92.72 psi at 18.765 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 0 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 Deft Ratio 596>360 Total Defl Ratio 433 >180 WgxorBeam Deslgn B 15 , ,4 .z� ,;.,',',-./7:3',. <;',..:A',&,,,' Calculations per2012 NDS;IBC 2012CBG 2013 ASCE-740j BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=2.750 ft Design Summary oiRt tr45 VOW) Max fb/Fb Ratio = 0.893. 1 fb:Actual: 876.94 psi at 4.375 ft in Span#1 Fb:Allowable: 98226 psi Load Comb: +D+L+H r . - ., . : ... ..... .r . �. Max fv/FvRatio= 0.411: 1 A A fv:Actual: 73.91 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 8.750 ft,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.090 in Downward Total 0.126 in Left Support 0.80 1.66 0.30 Upward L+Lr+S 0.000 in Upward Total 0.000 in I Right Support 0.80 1.66 0.30 Live Load Defl Ratio 1172 >360 Total Defl Ratio 831 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:26 MAR 2014,4:28PM r"`^" '+. :" , a 4"9"P y: 0{' :�,u s :;rt P,of a a ' `Mirra"File«�&Q i24051T-91,506140517 4<_CE; ',MU� Cpl f111 �,„&j,dr,[ 1r a .'',NAL „r a o��.a."ge � s'�,,Alli' �it0M001.003=,201.10103,,,1`„„.23= ali 23 Lic.#:KW-06002997 ;Licensee.:c.t.engineering MO0dkBearrie'sl 5Dgn4 B 16 . ° "� e r g ¶t ,' W� µ Calcutatrons per 2012 Nb5 IBC4?O 2,s`CBC,2013,ASCE 7 10 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 WA' ' TIS fb:Actual: 1,834.37 psi at 8.250 ft in Span#1 Fb:Allowable: 2,379.23 psi . fi „ . Load Comb: +D+L+H • �- .„ k- �, .... a, F, _. � yr i Max fv/FvRatio= 0.369: 1 • 6. fv:Actual: 97.83 psi at 0.000 ft in Span#1 16.50 ft, 5.125x12 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.543 in Downward Total 0.760 in Left Support 1.42 3.14 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.42 3.14 0.41 Live Load Defl Ratio 364>360 Total Defl Ratio 260 >180 Wood Beam D'eslgn iB 17- -. r I ", y " , �' s r�� � � 1 Ca cu a ns y�er2012 NDS,xIB `2012 CBC 2013,,ASCE1790 A rn-say,� r6.' 9�..x-, e.y,4 Iry.>�.-�� .. .�z`",.,.e"- - ...➢r«_ z.�� .w��:4i'�<,.-., �,.<. ��n,�.,z,�a,aw-,k...v<K�s. .. _ -,n�:,.o-«ssa.... F.,..�..t...,., .��A.,,�<...€�.�.,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 psi Fc-Pill 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 Summary .0.1238 L 0.330 Max fb/Fb Ratio = 0.312. 1 ����_ fb:Actual: 317.25 psi at 1.750 ft in Span#1 Fb:Allowable: 1,016.71 psi � Load Comb: +D+L+H • Max fv/FvRatio= 0.241: 1 A A fv:Actual: 36.14 psi at 2.905 ft in Span#1 Fv:Allowable: 150.00 psi 3.500,2-2x8 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 W Ad Beam Deslgn',',TBTs now u � � v 11, .. ,�, ,., t. •,a. lati ns perM12w;NDS41 BCw2012,CBC 2013 ASGE7 0M 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 D 0.1238 L 0.330 Max fb/Fb Ratio = 0.312; 1 fb:Actual: 317.25 psi at 1.750 ft in Span*1 , Fb:Allowable: 1,016.71 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.241: 1 A A fv:Actual: 36.14 psi at 2.905 ft in Span#1 Fv:Allowable: 150.00 psi 3.500.22:8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.22 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.58 Live Load Deft Ratio 4643>360 Total Defl Ratio 3377 >180 • CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:26 MAR 2014,423PM Lic.#:,KW-06002997 Licensee:c.t.engineering Wood Beam Design 0-.16 Calculations per 2012 NDS IBC 2012;CBC 2013,`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 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, 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 S an#1 + Fb:Allowable: 1,334.07 psi Load Comb: +D+S+H Max fv/FvRatio= 0.192: 1 A A fv:Actual: 39.74 psi at 10.177 ft in Span#1 10.750 ft, 4x8 Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.149 in Downward Total 0.238 in Left Support 0.28 0.47 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.47 Live Load Defl Ratio 867>360 Total Defl Ratio 542 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:6 MAR 2014,9:51AM ir rte°u ���?. „: ,� rg ;ra^ �,, qgp-' ag sr a - 1:) Ft1e- •i(4o5 1t1 ng-i U51T tEct ,„,,,lflpme m4„,„w. ` 4„ g . v4 , .vi; •''.. EN :PAP 1 C 198 01{g Bind;61'4=a?3 N 6 s1A0 23 Lic.#:KW-06002997 Licensee:c.t.engineering Description PLAN 5-B 2nd floor wall Headers �Wood B to Desagn;-.`t Ty Ical Partial/Non-Bearing Header(6'clear span max 6 tnb max) K z a q . . .s. a Calculations per 2012 NDS;IBC2012;CBC 2013,ASCE 7-10;: BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Design Summary 0 0.0750 S 0.1250 Max fb/Fb Ratio = 0.476. 1 A........m..'...-2......m- fb:Actual: 482.28 pSpan#1 si at 3.250 ft in Fb:Allowable: 1,013.55 psi Load Comb: +D+S+H . 40 Max fv/FvRatio= 0.245: 1 A A fv:Actual: 36.76 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 ft,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 Wood Beat Design Typ cal Full-width Bearing Header 4'clear span max 23'Tnb Max)_ k t r n 4� ) fir:= t ,�,,. i • Catculations per 2012 NDS;IBC 2012?CB 2013 (SCE7rni1) BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=23.0 ft Design Summary .0.3450 S 0.5750 Max fb/Fb Ratio = 0.934• 1 i= � fb:Actual: 948.44 psi at 2.125 ft in Span#1 e ' Fb:Allowable: 1,015.94 psi �� � Load Comb: +D+S+H A• = Max fv/FvRatio= 0.647: 1 fv:Actual: 97.08 psi at 3.655 ft in Span#1 Fv:Allowable: 150.00 psi 4.250ft.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 Defl Ratio 930>180 �Wood'Be' ' Destgnr i Header RB.9 B or a;W P*74 ° Calcul 09.,sip 2 12DS�€IBC201;i19 c 290E 7499 a .,-;.�,� ?.gym,....�,..<-4.-�st�Y�'� �:��f.� _94'd� �^f�."o„.1.40,' .. �t:;.«„*',+'r?a..,�,.��k,'�'Eeux... 4+sa,tiw w .� �-. � _:+.,--._ .t„ ,», ,. y..,p.�. ... .t sB.w;.,aix.,�.b, BEAM Size: 2-2x8,Sawn Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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=5.0 ft Point: D=1.010, S=1.680 k @ 0.50 ft Design Summary .,,...,..4 Max fb/Fb Ratio = 0.597. 1o 0.0750 S 0.1250 fb:Actual: 696.61 psi at 1.348 ft in Span#1 Fb:Allowable: 1,166.16 psi I . ... , . ,9,A Load Comb: +D+S+H • 0 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 ft,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 MPR 2014,9:51AM ';',.0,;. '"'1,4`.,r,,,5'; ,,,,,-, file 0114051T IXfigi1140S1T 1 EC6 Multiple Simple Beam, r - ENERCALCiNC 1983-2014,BuIld 614123,Ver6:14I23z`;, Lic.#:KW-06002997 Licensee:c.t.engineering Wo6d Beam Design Header RB 17 B '3.-e. - ; Calculations per 2012 NDS 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-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=5.0 ft Point: D=0.90, S=1.50 k@0.50ft Design Summary — Max fb/Fb Ratio = 0.556. 1 D(00750 5(0.1250) fb:Actual: 648.22 psi at 1.488 ft in Span#1 ,. Fb:Allowable: 1,166.16 psiL. � !?‘ Load Comb: +D+S+H • Max fv/FvRatio= 0.254: 1 A fv:Actual: 43.76 psi at 4.655 ft in Span#1 Fv:Allowable: 172.50 psi 5.250 0,2-2x8 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 DO Ratio 1108 >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 2014,9:22AM ■' * C r i t t4�, '" 6 Fs a^ 111VI 14'''' IMM 7 ` ct„a 9 40A 0. 14051x�,�,1#86" lllu� l] t� lInp�ee.. . WW.,` a v e,... 3 SIVE CAL , ,.G 1982014't8.0kg&` `i430fle^6,;;11 4. Lic.-# KW-06002997 „ Licensee:c.t.engineering Description : PLAN 5.8 Crawlspace Framing r an„ `f :,341 , , ,_ ?x, ;, ,, �"; .' <m 3 �'4-. e 3r. CalcWatlorts per 2012 ND5 IBC 2012,CBC 20173 ASCE 710 r BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary o 0.1425 L 0.380 Max fb/Fb Ratio = 0.823 �i�= - Fb Allowable: 1,073 .7321 ps.j at 3.750 ft in Span#1 ps .m111, MaxLoad Comb: +D+L+H - • Max fv/FvRatio= 0.403: 1 A A fv:Actual: 72.63 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 7.50 ft.4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) g 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 l.___._.__�.__._ __ _.__ __ -._.._.__._--.___ .._._.._.__ Code Code i Code Suggest Suggest Suggest Lpick Lpick Lpick-'i Lpick Joist b d Spar LL DL M max V maxiEI L fb Liv L TL240 L LL360 L max TL deft i LL deli. _L_TL360 L LL480_ L max TL def.TL dell.LL deft LL def. size&grade width•1in) depth(in.) LLLlpsft (psf) (ft-lbs.)._ (psi) f (psi)••_____(ft) (ft) (ftt (ft.) (ft.(„_._..»_Jin) (in.)__.. (f) is.1 (ft.); _(in•) ratio •-(In)._.1 ratio 9.5"TJI 110 1.75 9.5 19.2 40 15 2380 1220 1.40E+08 14.71 27.73 15.23 14.80 14.71 0.661 0.48 13.31 13.45 ',, 13.31 0.44 360 0.321 495 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"TJI 110 1.75 9.5 12 40 15 2380 1220 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.791 0.58 15.57 15.73 15.57 0.52 360 0.381-. 495 9.5"TJI 110 1.75 9.5 9.6 40 15 2380 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 0.411 495 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 0,641 0.51 14.27 13.97 13.97 0.44 384 0.351 480 9.5"TJI 110+:. 1.75;'' 9.5 :16 "'40 : 10 2500 1220 1.57E+08 '17.32 . 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 0.751` 0 60 16.69 16 34 16.34 0 51 384 0.411 480 _.-._. _..._.._ �_-9.5_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-_ 0.811 0.65 17.98 -_• 17.60 17.60 0.55__•384-_••_0.44480 9.5 TJI 210 2.0625 9.5 19.2 40 10 3000 13301 1.87E+08 17.32 33.25 17.32 16.30 163ir 0.681 0.54 15.13 14.81 14.81 0.46 384 0.3i1 480 9.5'TJI 210 2.0625x, '-' 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 20.26 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 9.6 40 10 3000 1330 1.87E+08 24.49 66.50 21,82 20.53 20.53---5-.8-81.-----0.68 19.06 18.66 18.66--.15:5i---3-6:f."--6747.1-48-6 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 16.83i i 0.56 ^� 15.63 15.29 15.29 0.48 384 0,36( 480 9.5"TJI 230 t 2.3125 9.5 16 z 40 10 3330: 1330 2.06E+08 19.99 39.90 19.01. 17.89 11 17.89. 0.75 0.60 16.60 16.25 16.25 0.51 0.51 384 >"0.41 480 9.5"T.11 230 2.3125 9.5 12 40 10 3330 13301 2.06E+08 23.08 53.20 20.92 19.69 19.69 0.82'': 0.66 18.2817.89, 17.89 0.56 384 0 45 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 1330 2.06E+08 25.81 66.50 22.54 21.21 21.21 0.881 0.71 19.69 19.27 19.27 060 384 0.481_ 480 11.875'TJI 110 1.75 11.875 19.2 40 10 3160 15601 2.67E+08 17.78 39.00 19.50 18.35 17.78 0.67i 0.54 17.04 16.67, 16.67 0.52 384 0.42; 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 0.61 384 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 0.96 i 0.77 21.46 21.01 21.01 0.66 384 0.531 480 11.875"TJI 210 2.0625 11.875 19.2 40 10 3795 1655, 3.15E+08 19.48 41.38 20.61 19.39 19.39 0.811 0.6518.00 17.62 97.62' 0.55 384 0.441 480 11.875"TJI 210 - 2.0625 11.875 ' 16 40 10 3795 1655 315E+08 21.34 49.65 21.90 20.61 ° 20.61 0.86 0.69 19.13 18.72 18.72' 0.59 384 0.47 480 11.875"TJI 210 2.0625 11.875 12 40 10 3795 1655 3.15E+08 24.64 66.20 24.10 22.68 22.68 0.951. 0.761 21.05 20.61 20.61 0.64 _384_0.521_480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 1655 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.021 0.81 22.68 22.20 22.201 0.69 j 384 -6.55 480 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 0.671 18.59 18.20 18.20 0.571 384 0.45 480 11.875"TJI 230'I' 2.3125 11.875'! 16 40 10 4215 16553.47E+08' ;'22.49. 49.65 22.62 21.28 21.28 0.89; 0.71 19.76. 19.34 19.34 0.60 384 0.48 480 11.875"TJI 230 2.31251 11.875 12 40 10 4215 16551 3.47E+08 25.97 66.20 24.89 23.42 23.421 0.981 0.78 21.74 21.28.. 21.28 0.671 384 0.53; 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 0.57; 480 i 11.875"RFPI 400 2.0625 11.875 19.2 40 10 4315 14801 3.30E+08 20 77 37.00 20.93 19.69 19.69 D 821 0.66 18.28 17.89 17.89 0.56 384 0 451 480 11.875"RFPI 400 ' 2.06251,; 11.875 16'>.''40 10 [ 4315;' 1480 3,30E+08' '22.76 4440'- 22,24•''20.93'r 20.93 0.871 0.70;, 19.43. 19.01 19.01 0.59 384 0.48 480 11.875"RPM 24.481 23.0 23.03 .961 21.381 20.93 20.93 480 11.875"RFPI 4001 2.06251 11.875 9.61 40� 101 43151 14801 3.30E+081 29.381 74.001 26.37 24.81 24.811 1 ..031 0.83 1 23.03 22.54' 22.54 0.70) 3841 0.56 0.52: 480 Page 1 D+L+S CT#14051•4016.2 Twin Creek .1 LOAD CASE (12-12) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S _ 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 (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wag duration duration factor factor use Stud Grade vindth Depth Sparing Height Le/d Vert.Load Hor.Loa a.1.0 Load @ Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fee Pc fc fclF'c ib lb/ In. In. in. ft. elf psf 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 18 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 438.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9047 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 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 3986.7 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 28.4 1695 0.9952 2091.8 1.00` 1.15' 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15, 675425 725 1.200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9044 2789.1 1.00 1.15 1.1 1.05 1.15 675- 425 725 1.200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 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 8 825 28.3 3050 0.9957 4183.8 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 H-F#2 1.5 5.5 16 7.7083 16.8 3132 02408 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 1031.58 506.16 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1.271 506 1844.5 1011.45 837.57 506.18 0.80 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0.2737 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 53123 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425' 1150 1,400,000 1,308 531 1454.75 1089.25 850.18 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 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 1,308 537 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0,000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 18 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 1644.5 226.84 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CTM 14051-4015.2 Twin Creek I LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W c 0.80,(Constent)> Section 3.7.1.5 Cr KcE 0.30(Constant)u Section 3.7.1.5 Cf(Fb) Cf(Pc), 1997 NDS Cb (Varies) n Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Maz.Wati duration duration factor factor use Stud Grade Width Depth Spadng Height Le/d Vert.Load Nor.Load ie.1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cl Cr Fb Fc perp Fc E Fb' Fc perp' Fe' Fce P'c fc fc1F'c lb Ib/ in. In. In. 0. pit psi pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(l-IdFce) H-F Stud 1.5 3.5 18 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 0.64 378.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 6.46 0.9942 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1.200,000 1,368 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 378.09 333.99 217.14 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 12 825 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 1.80 1.00 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 840 449.95 384.87 299,05 0.78 180.89 0.394 SPF Stud 1.5 3.5 16 7.7083 28.4 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 1.366 531 781.25 378.09 328.30 177.78 0.54 447.52 0.818 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 378.09 328.30 214.29 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 1.15 875 425 725 1.200.000 1,368 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.80 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 8 825 28.3 2320 8.13 0.9958 4183.6 1.80 1.00 1.1 1.05 1.15 875 425 725 1.200.000 1.388 531 781.25 449.95 376.35 294.60 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 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1378.83 989.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1.300.000 2.033 506 1430 1011.45 804.50 508.18 0.83 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300.000 2,033 506 1430 1203.70 899.13 506.18 0.56 148.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1.400,000 2.093 531 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 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13##1#f41# 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.48 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 226.94 219.02 98.97 0.44 927.02 0.798 Page2 D+L+Wu.5S CT#14051-4015.2 Twin Creek I LOAD CASE I (12-14) I SBASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 32.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+812 c 0.80(Constant)> Section 3.7.1.5 _ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp_Size Size Rep. Cd(Pb) Cb -Cd(Fe) Eq.3.7-1 NDS 3.9.2 Max.Wag duration duration factor factor_use Stud Grade%Mdth Depth Spacing Height Le/d Med.Load Hor.Load 0.1.0 Load rg Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fe perp Fc E Fb' Fe perp'_Fc• Fee Pe fc ie/Fc ib fb/ In. In. In. R plf psf pit (Fb) (Fe) pet 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 1,368 508 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9988 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 968 378.09 340.90 194.29 0.57 447.52 0.874 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 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 0.598 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.6 , 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 8 825 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1.366 506 966 449.95 395.22 303.49 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 1,366 531 875.438 515.42 431.52 274.28 0.64 376.76 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.48 0.9988 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1.366 531 875.438 378.09 336.17 193.02 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 18 8.25 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 0.64 381.37 0.588 SPF Stud 1.5 3.5 12 8.25 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 OFF Stud 1.5 3.5 8 8.26 28.3 2360 8.13 0.9922 4183.8 - 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,.000 1.366 531 875.438 449.95 388.13 299.68 0.77 180.69 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 16 9 19.6 3132 8.48 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300.000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 181.23 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 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2093 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 53123 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 0.56 148.34 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 68#p68 0.979 SPF#2 1.5 ' 5.5 18 19 41.5 680 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 1644.5 226.84 220.14 96.97 0.44 927.02 0.796 Page 3 D+L+S+.5W • CT#14051-4015.2 Twin Creek LOAD CASE I (12-15) I (BASED ON ANSI/AF6PA 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+Wi2 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Vanes) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2 Max.Wail duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hot.Load ...1.0 Load ON Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fe• Fee re fc fc/F'c fb lb/ in. In. In. R pit psi pit (Fb) (Fe) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fe/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 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 1360 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 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 28.3 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 2865 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200.000 1,366 506 966 449.95 395.22 338.41 0.88 90.34 0.267 SPF Stud 1.5 3.5 16 7.7063 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 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.78 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.62 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.085 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 12 825 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 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 875 425 725 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 1.15 850 405 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 2.033 506 1844.5 1011.45 837.57 508.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 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 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 18 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 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 50.0 255 423 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 18 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 1644.5 228.94 220.14 139.80 0.64 463.51 0.594 Page 4 D+L+S+.7E CT#14051-4015.2 Twin Creek I LOAD CASE I (1246) I (BASED ON ANSI/AFOPA 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+9+EI1.4 _ c 0.80(Constant)> Section 3.7.1.5 _ Cr (cE 0.30(Constant)> Section 3.7.1.5 _ Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) >- Section 2.3.10 Bending Comp. Size Size Rap. Cd(Fb) Cb _Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <-1.0 Load 6 Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fc E Fb' Fa perp' Fc•. Fce Pc fc fc/F'c tb tb/ In. In. In. 0. pif psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb^(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675_ 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 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 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9968 3986.7 1.60 1.15 1.1 1.05 1.15 875- 405 800 1,200,000 1,368 506 966 449.95 395.22 342.86 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 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 _1.151.1 1.05 1.15 675 425 725 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 2870 3.57 0.9987 - 4183.6 1.80 1.15 1.1 1.05 1.15 875 , 425 725 1.200.000 1368 531 875.438 449.95 388.13 339.05 0.87 79.34 0236 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 1844.5 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 0.80 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 1203.70 948.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 18 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10'1.15 875 425 1150 1,400,000 2.093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.82 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1454.75 1296.30 945.38 531.23 0.58 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 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 5 180 Nickerson St. C T NE--'1\1d • Suite302 -- • I N C. 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', ' mss.` 5A :; , J / -::....7.:'1.... _..•,.......,!.., "<. .! . ..'e'44...1.....L...•`, :! !! i .1.,.......?,.:.ti...,L.ifirt6i, ;.j. (ivy ' ..;;,....1, .;:.4.i.1 .,. .: .....,...1 ...i,„*„..4...„...L.:4,:....,i..2_,,..:__ f 4 . 1 € ; '.. Y J�'/QY t t gyp..V:t'•.,-.L4., „---,&.. `.f/•r1-µ...i.. --,'-^ 3- = 4 3' „i • =--�-- ! t f i i `44 2 2 , j .� { 30P .;,;..2„3.3t4 ? -.i'..1�- �.... I. r 4 � 1�:�:k �'i�?� K 1©T r -� 't: •_: ^ •� � 1.G k JAS!--- 0' ,T t t Structural Engineers 180 Nickerson St. /ami E rs1 0 I N E E R I Iht G Suite 302 / •111 C ' . , . . Seattle,INA 98109 / Project: 41--e--:-.7"...- --.7..-. — 4.---a-.4" . .- .Date: • o ...._..._ (206)2854512 ..... ... „. ..... - Client: Page Number: (206)2854)&28 • P 1.1;tiS14.) eft:1. Kar (we-)626k-g) -7-_--f20 _ ubta_ .::: 10,4, , ti,(L.2,. eivt)(40-1-6 vz. 3 WALLL. Tr- joa ft& 1 -WZ-- ..(1-011_,S) •-:-:- 365 20. or r 0 .50,21 gtraa Flt 70 "." 1-477/7"-Y .....,.... V /97i)ftr ' . , Ca° let 54 41"*" e,i5Y( 4s-t,its e 0, ,, • . .. .F.T-e........ ,..„4., P-;._ 4/3a . i . ; . , 1 . •• :.....: •.: ! 19,9 fry-7.. ..• :31,_ ..... i e 2I .: 6, 0 i . V.67-- 4404' Structural Engineers Design Maps Summary Report Page 1 of 1 E USGS 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 h' f t" ",- �...y ,,.,•._ �.z;.. av$t n '� �T c ' ' `' 150 ,',7k, SQ0m 37,1,..,-,. ..i-....t,,,,:.z.s.:::,-,,,,,,,,!.(:) I- ,,.'(ID:..11:;:41...::..,-,7-7-7.4,CL-:,-,--:-..-::- cl { $ 1: f 3e_, ., "�� ✓'$yea. ( ,.,� ;r 4 '� r f, [ 1' ,lit ts\ . . , ",,'",m1-7i _,,✓,+� �armeogtan"�' A. kx. 's _ ...,,,,-"777,45,:-.:07,,r,,,,,�»�. y � r #1 1lWaukie 5 r } , Lake Oswego t z. �S cholas f z"'-'^s�sf . . .,.,-.K.,::;.,?.,;;..,,‘,,..,:,,.!,,'..-.,,.., ,� � N 07ft T� tj ,7, i* - King City 0 ham:' �;j r ,' �" t".'::-'4,1'71':,,,.- _,':' ' Lt o , l , '' . AMERCCA -::;'.`,.:,:,, r 5.,',.:-2'10,1' --,','-'77,-„:, .fce ..?;-,,_:u-t,,-..,„-,..1.,,,,,,,-,..4....-;,,,-,,,, -,'1:,..",:al" t " w_fi :.-2-'' ',:'-',5;'''''' ''''-'1.-'''''''''' l' j* ma nest, 42O1 tapQu d '- , t, 0 , e t i.... w«�,..su_' .„.„--..,F, ,_ USGS-Provided Output Ss = 0.972 g SMS= 1.080 g SOs = 0.720 g Sl = 0.423 g SMI = 0.667 g SDI = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) d deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCEA Response Spectrum Design Response Spectrum 0,88 1.14 0.90 0.59 0,72 0.88 0.64 0.77 0.SG 3 0>66 P 0.49 19 0.55 , N 0.40 1 0.34 0.32 0.33 0.24 0.22 0.16 0.11 0.08 0.00 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 L80 2.00 0.00 0.20 0.40 4.60 0.90 1.00 1.20 1.30 1.G0 1.90 2 00 Period,T(sec) 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 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://earthq uake.usgs.q ov/research/hazmaps/ http://geohazards.uses.gov/designmaps/us/application.php 6. Site Coefficient(short period) Fe 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv=1.58' Figure 1613.3.3(2) Table 11.4-2 SMs=Fe*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SMI=Fv*Si SM1= 0.68 EQ 16-38 EQ 11.4-2 Sos=2/3*SMs Sos= 0.72 EQ 16-39 EQ 11.4-3 Sol=2/3*SMI Spy= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D- Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1= D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor no= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No ' - N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 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) SDI= 0.45 X = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) Si= 0.43 k= 1',ASCE 7-05(Section 12.8.3) T6= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) CS=SDS/(R/IE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<TL) 0.399 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD,*TJ/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if St>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„X = DIAPHR. Story Elevation Height AREA DL w; wj *hjk wX *hXk DESIGN SUM LEVEL Height (ft) hi (ft) (sqft) (ksf) (kips) (kips) Ewj *h;k Vi DESIGN Vi Roof - 18.00 18.00_ . 1666 a022 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 •1 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 FPX= DIAPHR. F; E Ff w, E wf FPx= EFL=W X 0.4*SDs*IE*Wp 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FF,„ Max. FPX 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 -:1 48.0 ft. V u/t. Wind Speed 3 s.a Gu.t= 120 :1 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sea Gust= <ftl mph (EQ 16-33) Exposure= B B Iw 1 0 1.0' N/A N/A Roof Type= ' Gable- `Gable` PS3oA= 28.8 128.8i psf Figure 28.6-1 Ps3$e= 4.6 - -.4.61 psf Figure 28.6-1 Ps3o c= ! 20.7 3 20.7 psf Figure 28.6-1 PS30D= 4.7 S: 4.7 psf Figure 28.6-1 1.00 ;1.00: Figure 28.6-1 Krt=, 1.00 1.00' Section 26.8 windward/lee='" 1,.001.00:(Single Family Home) X•Ks, I : 1 1 Ps=X•Kzt•I*pas= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf(LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf(LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf(LRFD) (Eq.28.6-1) PS A.nd Cwarn.= 24.7 24.7 psf (LRFD) Ps e.nd 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 min. 16 psf min. width factor 2nd-> 1.00; 1:00, wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA As Ac AD AA As Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 192 0 288 0 192 0 384 Roof - 18.00 18.00 4.0 64 0 96 0 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) kips(LRFD) kips kips Page 4 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: Elevation B SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(NS)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) v(E-W) V(E-W) Vi(N-S) V(N-S) Y(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 0.00 0.00 10.24 1024 12.29 1229 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 5.76 16.00 6.91 1920 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(na)= 16.00 V(e-w)= 19.20 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(NS) V(NS) 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(na)= 12.39 V(e-w)= 14.87 kips(t.RFD) kips(LRFD) kl s(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 5 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: Elevation B SHEATHING THICKNESS tshealhine= 7/16" NAIL SIZE nail size= 0:131dia.:X 2.5 long STUD SPECIES SPECIES=,H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V sallowable V wind V wallowable (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) I (for ASD) (for ASD) — 0 1 0 1 P6TN "' 150 150!- 150: 150 P6: ; 520 242 730'; 339 P4' 760' 353 1065 495 P3' 980 456, 1370" 637 P2 1280' 595:c.2. . -'.,,'-',;'',.'.7-:,:,;:l'i.9t1 832 2P4 1520 707 2130; 990 2P3 1960' 911 ;2740` 1274 2P2 ' - .,..,-.'2560: 1190 ''.:::.,; ':7;8580.:: 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathin9 1/2":' NAIL SIZE nail size=::1:(.1/4"long,No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: 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 i= 7.93 kips Min.Lwall= 2.29 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 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 p w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Roan Unet Ueum OTM RoTM Unet UBum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A.T1 '.416 15.0 ':46.0 "1.00 ` 0.15 1.98 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 vi 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 1.00 65 P6TN P6TN 132 5.17 17.41 -1.31 -1.31 10.58 20.70 -1.08 -1.08 -1.08 - - 0 0.0 °0.0- 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 `.0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0; 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 . 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 - 0.0 "`0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00: 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext "B.T1 ! 150 :'5.0 . 47.0 1.00 0.15 0.71 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 `i'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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 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 ,"i 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0. a10.0 .:.0.0 1.00'.0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ,. 0.0 1.00.1. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 - 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ;:,0.0 1.00 I; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0, 1.00 ,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ,0.0 : 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 =0.0 :' 0.0 ; 1.00;'. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 : 0.0 >'1.00 -0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ,0.0 . 0.0 ;,1.00:; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - . '�0 0 .0.0 1.00-,,0.00_ 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 .,0.0 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 57.8 57.8=L eff. 7.93 0.00 3.88 0.00 EV wind 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....,,i: •.:9.,::ft. Seismic V I= 2.82 kips Design Wind N-S V i= 4.46 kips Max.aspect 3 5 SDPWS Table 4.3.4 Sum Seismic V i= 6.70 kips Sum Wind N-S V I= 12.39 kips Min.Lwall= 2.57 ft. (0.6-0,14Sds)D+0.7pQe 0.6D+W per SDPWS-2008 pc= 1.00 . Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwail LOLen, C0 wdl V level Vabv.V level Vabv. 2w/h vi Type Type vi OTM ROTM (Joel Ueum OTM ROTM tine Us= Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pif) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext: A.Ma 621 a 29.0 46 .0 :,1.00 ..0.151': 1.62 2.88 1.02 1.41 1.00 1.00 84 P6TN P6 155 21.85 50.50 -1.01 -2.29 40.43 60.03 -0.69 -1.75 -1.75 Ext: A Mb ` 235;-•11 0._:.46.0 "1.00'::.•';',6:4 0.61 1.09 0.39 0.53 1.00 1.00 84 P6TN P6 155 8.29 19.16 -1.05 -2.46 15.34 22.77 -0.72 -1.89 -1.89 0 ~'0 0 ;0A 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 •0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 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 :t 0.0 „ 0 0 1.00 f :0.00: 0.00 ()MO 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:V::'1,0,0'.,::„.0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0• 00 1 00' 0 00:; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0. "' 0.0 1 _000 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 00 .::.1413.,;:•;00'.,! 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext4B.Ma,Y''571 10 0 -.47:01.00 4 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; 0 47. 1 00.1 0 15 0.74 1.32 0.47 0.65 1.00 1.00 223 P6 P4 413 10.05 8.90 0.27 -1.04 18.59 10.58 1.85 0.81 0.81 0 0 0 0 0 1 00..' 0 00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 -1.42 0.00 0.00 0.00 -1.13 -1.13 0 -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 0 0 00 1 00 0 OO 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, =0 0„ ,0 0 , 00'' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,, 00, `.0.0. : 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 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logen. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Ram Unet Usum OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (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 ;..0.001 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 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'i 0.00 0.00 0.00 0.00 0.00 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 "i 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 - - 0`;<'0 0.0 >0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 4.1"c 'i 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 x'2.5`:`11.7''.1.00r-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 1 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ; 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 `"1.00 ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 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 x 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 "'0.0. 0.0: :1.00'' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 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 EVu;nd 9.52 EVE0 3.88 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel GARAGE ABWP SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: Elevation B Diaph.Level: 2nd .........._...._.... Panel Height=. 9 ft. Seismic V I= 2.8 kips Design Wind E-W V I= 5.35 kips Max.aspect=;, 3.5 SDPWS Table 4.3.4 Sum Seismic V 1= 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 ..0. 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 ell. C 0 w dl V level V abv level V abv. 2w/h v i Type Type vi OTM RoTM Line, Usum OTM RorM Unet Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (k', (kip) (kip) p (plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Rear 1 Ta 107.6 ",.?4.3 12,3 1.00 015' 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,- 0 41 1.10 0.18 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 6.3 19.5100 015; 0.50 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 t 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 1,00 0:0' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int N/A,''-181.1 5.5 '515 ,'1.1'.09,,,...,, 15 0.57 0.00 0.30 0.00 1.00 1.00 54 P6TN P6TN 103 2.68 1.15 0.32 0.32 5.10 1.36 0.77 0.77 0.77 Int N/A 246.9 7.5 „'7:5,--,,-1,:x00'.,,..„0,15 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 '''"Oz-'''' 0 0 0.0 1 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • nt 4 8 10 0 „ 0.0 „416''''''''-'9:. .3. 0 00 0 0 0.0' 00 1.00 70 P6TN P6TN 134 6.34 3.79 0.27 0.27 12.05 4.50 0.81 0.81 0.81 t 0 0.0 100; 0,00; 0.J0 0.0j ,.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 FroTa nt 4 a'''S. 117.11: 2 4 „20.5 1,.00= 0.15, 0.37 0.89 0.19 0.62 1.:a 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 00 1.00' 0.15,1 0.00 0.00 0.00 0.00 1.§: 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 'Front, 4.Tc0 0.0 0.0 1.00, 0.15' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4,Td; !,117.1 2.4 5 i',....'1,..001- 00 .0.15; 0.37 0.89 0.19 0.62 1.., 0.54 629 ABWP ABWP 785 7.35 1.88 3.13 4.24 17.06 2.23 8.48 11.90 ABWP to- T- 9-"91 0 ''2011' -0' •,a 5'' 0. 0 4.4 a 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 4431Tf 00461 ; 2.04' ,11'.7 1 0001,5;; 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';f,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0 0 0:0 1=.00 Olio 0.00 0.00 0.00 0.00 1.00 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.,-,1 0.0 r 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000'-',1'70 0•:,,:11''.00,.. .00! 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 " '0.'0Z"'-‘0.0 1 00 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 100: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 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 so.0' 1.00 L'"0.90 0.00 0.00 0.00 0.00 1.00 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 00-,1.00 :0.06 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 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 p0 1.00'' '0.00: 0.00 0.00 0.00 0.00 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 EVnd 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 > v hdr eq= 63.4 plf -0,- A ►A H head= A v hdr w= 155.7 plf 1 A Fdragl eq= 183 F2 eq= 166 Fdragl w= 8 F2 -408 H pier= v1 eq= 127.9 p/f v3 eq= 127.9 plf P6TN E.Q. 5.0 vi w= 313.8 plf v3 w= 313.8 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9 v Fdrag3 eq= F4 e - 166 feet . Fdrag3 w=448 F4 w=408 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 63.4 plf P6TN 3.0 EQ Wind v sill w= 155.7 p/f P6 i feet OTM 6234 15297 R OTM 4461 5363 T UPLIFT 173 969 Up above 0 0 UP sum 173 969 H/L Ratios: L1= 2.8 - L3= 2.6 Htotal/L= 0.82 , 0 4 L2= 5.5 , Hpier/L1= 1.76 Hpier/L3= 1.94 L total= 10.9 feet JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4.Tc,4.Td, .i Roof Level w dl= 150 plf V eq 554.1; pounds V1 eq= 277.1 pounds V3 eq= 277.1 pounds V w= 1359.71 pounds V1 w= 679.9 pounds V3 w= 679.9 pounds --► > v hdr eq= 58.3 plf ► •H head= A v hdr w= 143.1 plf 1 v Fdragl eq= 160 F2 eq= 160 1 Fdragl w= •4 F2 -394 H pier= vi eq= 173.2 plf v3 eq= 173.2 plf P6 E.Q. 5.0 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= :1 F4 e.- 160 feet A Fdrag3 w=394 F4 w=394 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 58.3 Of P6TN 3.0 EQ Wind v sill w= 143.1 p1f P6TN feet OTM 4987 12238 R OTM 3379 4061 UPLIFT 182 926 Up above 0 0 UP sum 182 926 H/L Ratios: L1= ..20` L2= ' 5.5 L3= 2;0 Htotal/L= 0.95 ► 4 1.4 Hpier/L1= 2.50 Hpier/L3= 2.50 L total= 9.5 feet SOB#: 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 pif •H head= A v hdr w= 147.8 plf a. Fdragl eq= 196 F2 eq= 196 Fdragl w= .;0 F2 -480 H pier= v1 eq= 138.5 Of 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 Of 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 i , . 0.4 Hpier/L1= 2.00 0 Hpier/L3= 2.00 L total= 11.5 feet JOB#: Elevation B SHEARWALL"WITH FORCE TRANSFER ID: Elevation B 1;Ma;1.Mb �: ' Roof Level l w dl= 150 p/f V eq 1275.1 pounds V1 eq= 677.4 pounds V3 eq= 597.7 pounds V w= 2940.6 pounds V1 w= 1562.2 poundsV3 w= 1378.4 pounds � - v hdr eq= 106.3 p/f •H head= A v hdr w= 245.0 plf 1 v Fdragl eq= 226 F2 eq= 199 • Fdragl w= •.1 F2 -459 H pier= v1 eq= 159.4 p/f v3 eq= 159.4 p/f P6 E.Q. v1 w= 367.6 plf v3 w= 367.6 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 T Fdrag3 eq= • F4 e•- 199 feet A Fdrag3 w=521 F4 w=459 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 106.3 p/f P6TN 3.0, EQ Wind v sill w= 245.0 plf P6 feet OTM 11476 26465 R OTM 5391 6480 T UPLIFT 537 1763 Up above 0 0 UP sum 537 1763 H/L Ratios: L1= 4.3, L2= 4.0 L3= 38 Htotal/L= 0.75 N Hpier/L1= 1.18 Hpier/L3= 1.33 L total= 12.0 feet JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 1.Mc,1.Md Roof Level w dl= 150 plf V eq 1368.9 pounds V1 eq= 977.8 pounds V3 eq= 391.1 pounds V w= 3157.1, pounds V1 w= 2255.0 pounds V3 w= 902.0 pounds v hdr eq= 62.2 p/f •H head= A vhdr w= 143.5 plf 1 Y Fdragl eq= 589 F2 eq= 236 Fdragl w= ,58 F2 -543 H pier= v1 eq= 156.4 p/f v3 eq= 156.4 plf P6 E.Q. 5.0 v1 w= 360.8 p/f v3 w= 360.8 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 . Fdrag3 eq= :• F4 e.- 236 feet A 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 p/f 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 I. 4 ►4 Hpier/L1= 0.80 ► Hpier/L3= 2.00 L total= 22.0 feet JOB#: Elevation B ,SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4.Me,4.114fT _.. Roof Level w dl= `150; plf _....._._..:................ 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 __ ► v hdr eq= 89.3 plf -0- A H head= A v hdr w= 203.5 plf ......__...._......._... 1 v Fdragl eq= 327 F2 eq= 327 Fdragl w= ,6 F2 -746 H pier= vi eq= 252.9 plf v3 eq= 252.9 plf P4 E.Q. 3.0 vi w= 576.5 plf v3 w= 576.5 p/f P3 WIND feet Htotal= 2w/h= 1 2w/h= 1 7 v Fdrag3 eq= F4 e.- 327 feet a Fdrag3 w=746 F4 w=746 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 89.3 plf P6TN 3.0 EQ Wind v sill w= 203.5 plf P6 feet OTM 7082 16141 R OTM 4805 5777 v T UPLIFT 213 972 Up above 118 863 UP sum 332 1835 H/L Ratios: L1= 20; L2 713 L3=; , 20 HtotaVL= 0.62 + 0 , ►4 Hpier/Ll= 1.50 Hpier/L3= 1.50 L total= 11.3 feet fv cr, 7,7-7-771;7-7:77-- ' ! lr'�1 t vrAw , } 1 i 4 'Ntf.,, +r n :i !f TT-1001F . APRIL 2014 • A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 0 2014 AM—The Engineered Wood Association PORTAL FRAME DESIGN (MIN.WIDTH =22 1/2"): EQ= 810#< EQ (ALLOW)= 1031# WIND = 1260#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable De gn Val. • for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shearl"•'t(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 . t 0.51 3.42 1-101/2" 8 1520 EQ(2128 WIND) 1-101/2" 10 (abc )31EQ(1444WIND) roundation for Wind or Seismic Loading ' ' (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • - Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of o nin per wind design min 100016f 9 g I on both sides of opening for single or double portal opposite side of sheathing t 1.- _. j Pony r = . lir wall . height . Fasten top plate to header ^r t r.... .A-4,•44.„,,/,,,,t,„ with two rows of 16d -' � ; 3 t ;,,L � i sinker nils at 3"o.c.typ •:- •ry Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3'grid pattern as shown panel sheathing max total .4 y,: Header to jack-stud strap per wind design. wall Min 1000 Ibf on both sides of opening opposite height ": �t -- side of sheathing. If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking max .• " thick wood structural panel sheathing with within middle 24"of portal i.:. 8d common or galvanized box nails at 3'o.c. height.One row of 3"o.c. height "r — x, in all framing(studs,blocking,and sills)fyp. nailing is required in each panel edge. :k Min length of panel per table 1Typical portal frame construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jock stud).Number of f? Min reinforcing of foundation,one#4 bar jack studs per IRC tables �.1top and bottom of footing.Lap bars 15 min p ill �1 )8502.5(1)&(2). y ,t, stip ."m. .,,,,,,,,,,,,,\ Min footingg size under opening is 12"x 12'.A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2'x 3/16"plate washer 2 ®2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA, APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Mtninnun 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 wwvir.apawoad.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.191h St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400■E-mail:help@apowood.org Form No.TT-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult A PA your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 AM—The Enginecird Wood Association 180 Nickerson St. C T E N G I N E E R i N G Suite 302 Project: -fron0c, e f3 .11—j 0. t6/L ' 4chirg-- Date: Ii�. Seattle,WA 98109 (206) 28S-4512 Client: ✓�W 25q3,60,2- 2�p7C � _) Page Number: PAX: (206)285-0618 • I I kVA-60 0 - . / • t tc Gt • • 10t' fV. X tb`c )67%! . f3 P ftRs—w * FPR /.. ?6 �u B r �sl N. tQ _ , �1 `1-1 � y�- ? 11t71\/.41* `_ Q r1730: A D It;er704/1611 &Xo.2 _ j9.5 ..4;y.). • gd= . M(©2 60) .o,3.12 . ($9Z3 'L1z) • • M n= (0,1).000. ( v M, z 6) 2) 1, 6.e• kq. co`' ) c( _ 50 • . X r1z, k)/(2) 4_ of_ ©, 63.e . . u�u lultz 'M-¢- M,yl ))2--?4"4: • • l N . &61U.D0i• •. • AO-) --- p1 = �,5t' �xL6 ep�v�r s �� PSL o,c4e. M,�= ► .qa � . ,n Structural Engineers j` WOOD FRAME CONSTRUCTION MANUAL 03 }}t. Table 2.2A Uplift Connection Loads from Wind L. • •• . • • (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) • • 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 3-second gust(mph) , Roof/Ceiling Assembly Roof Span(ft) unit Connection Loads(0f)1,z,3,4,6e7 Design Dead Load 12. 118 128 140 164 190 219 249 281 315 369 2 24 195 213 232 •272 315 362 412 465 521 612 41 O psf3 36 272 298 324 380 441 506 576 650 729 856 2 m 48 350 383 417 489 567 651 741 836 938 1100 m . 60 428 468 509 598 693 796 906 1022 1146 1345 m • 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 rn N 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 92 118 147 177 • 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057• 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 I - t!: 20 psf 36 32 58 84 140 201 266 336 410 489 616 IA 4i, L 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 j• adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. I. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, E: multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the t . connectors: 12 16 24 48 Multiplieion Spacing(in.) 1.00r I 1.33 I 1.60 1 2.0 1 4.00 f)• 4 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 Jarwall-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. T i`!;': 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the i5!.‘+t'. • header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. {4tYi 7 For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length includes the overhang length and the jack span. 'l^`° s= Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. y _res 1i.raia. AMERICAN WOOD COUNCIL 180 Nickerson St. C T E N G 1 N E E R i' N G Suite 302 "� INC. Seattle,WA Project: S)/l� 01 1.11 Date: 98109 (206)285-9512 PAX: Client: Page Number: (206)285-0618 . \)04. (11:fr);iV+ . ' 445 'w u 6P,i W(7).46. 1 SPP WND g 7; • MA S th:• . . ,�)�c 2,2 A • , liol u.117.). 1. mit)... 6 5 c : :j DL. • • • • • • t) • •Coc�N� ` ck t �: 4�� 3b. qv : : ?Pd l/ ..: ... .. . . . .. . • . . ......... �: .. .TP1.44. • *OAT _ (:•"1- (2) 1,o) 64 14- 6-6).6 .11-QA)(e7-.7-5C . . _ : - • • ; . Pti9,i 196- Cts Evivdo . PAA, -z--131+466)9 .fit • : �i� Structural Engineers • TRUSS TO WALL CONNECTION ';I'1 VA!UI•'; #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES III'I III i i PLIES 4 1 H1 (6) 0.131" X 1.5" (4) 0.131'X 2.5" 400 ,II) 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `�%'. Itii 1 SDWC15600 - - 4II6 Ii!. 2 H10-2 (9) 0.148' X 1.5' (9) 0.148" X 1.5" Bibi 100-- ........ ...... ..... 2 (2)H2.5A (5) 0.131'X 2.5' EA. (5) 0.131"X 2.5" EA. I /O 1.4) 2 (2)SDWC15600 - - !i!(i 2.10 3 (3)SDWC15600 - - I'tS!;- :1.1:1 ROOF FRAMING PER PLAN ' 8d AT 6' O.C. . 2X VENTED BUM. 4 0.131" X 3" TOENAIL ` ' ` '1' AT 6' O.C. i "a j0 1 \1-12.5A cot SDWC15600 STYI 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) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION SPI VALUE S #°LIENS SS CONNECTOR TO TRUSS TO TOP PLATES UPLIFT FL 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" .700 '115 1 H2.5A (5) 0.131'X 2.5" (5) 0.131" X 2.5" 535 HT- 1 SDWC15600 - - 4i:s._ --115 . 2 1110-2 (9) 0.148" X 1.5" (9)0.148" X 1.5- .1670.. 7(1(1-- 2 (2)H2.5A (5) 0.131"X 2.5" EA. (5)0.131'X 2.5' EA. 107(1 220 2 (2)SDWC15600 - - - 4m-- 2.10- 3 (3)SDWC15600 - - (45i___345 _ - ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE ed AT 6' O.C. lli h i:11111111N CONNECTIONS 2X VENTED BLK'G 111111111111 . w �° .=ice.. li I H2.5A & SDWC15600 STY!F COMMON/GIRDER TRUSS . PER PLAN TRUSS TO WALL CONNECTION TO EACH 111 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"= 1'-O" (BEAM/HEADER AT SIMILAR) • 19 TYPICAL TRUSS TO WALL CONNECTION [