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A ' 7.)-a U06f � �� Vl 7 3 L 5-w �r� CT ENGINEERING SEP 1 2016 Structural Engineers INC. 180 Nickerson Street Suite 302 Seattle, WA 98109 (� A� F i(; , 206.285.4512 (V) 206.285.0618 (F) HLDNG, #15238 Structural Calculations River Terrace Eo PRO, Plan 5 �� ��I NF C9 ' Elevation B , ;d 9 TI and OR t IIREGfiNA ,15 ,p71 1 22,E �� Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC,and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing- 3.5'psf Roofing-future 0.0'psf 5/8"plywood (O.S.B_j' 2.2 psf Trusses at 24"'o.c. 4.0'psf Insulation 1,0 psf (1j 5/8"gypsum ceiling 2.8;psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0',psf NO gypsum • concrete 0.0 psf 314"plywood (O.S.S.j 2.7 psf joist at 12" 2.5 psf Insulation 1.0'psf (1) 1/2"gypsum ceiling 2.2'psf Misc. 2.6'psf FLOOR DEAD LOAD 15.0 PSF DR (2 2x8 HIR (.)2x8 (2)2t8 HDR _ �� — RB.3 RB.4 .2B.5 T . RB.1 RB.2 T. of � �� _ min N � A:74_ Y N F ll �W ,' V y, V V Y y Y Y '} 2 1I I GT 1 1 I P„ 1 GT1bl 1 I i 0 Ii 11 I I I 1 I I 1 I 1 I I 1 7 i,1 , I Q tr, • I ii i I J F� �I 1 I vA�rfC /1 I W 1 .nECeBS. I I V T = 1 N ' l' I _ • 'LI 00 PG I I ;_I 1 q I I I , I 1 I ROOF TRUSS d24"O.0 I , � I 1 O 8 1 1 = O GT T.b2 I 6J . , 1' A, r5 r I v Iw � � 1 a 1 \\ 2 (2)2x8 HD .�.i M RB.13 \' R ie 1 I II I 1 'I J GABLE END TRUSS RB.1 _ ¶CB.10 1 RB 10. LBB 12 I - GABLE END TRUSS (;ARI F FNn TRIMS PLAN 5B PLAN 5B Roof Framing Plan O1/4"=V-0" CT# 14051 2014.05.09 1/41r = 1,-0" (11x17) a .>c< U 11/ L III FEJ I II I I <n I I F' 1 r4 I F--- F I r1 ___,//1 IIII r II (---- F rn . / h N r 1 E... III 1 1171 .I P _ F _� M .. II _. . 1 7. 1 - _J _ F Ili R ..1 I' III .II 4. H Di f 1' P4 Tc 11471 . d \\ 4.Te 0 4.T P4 j o / i4136 OPLAN 5B PLAN 5B Top Floor Shear Plan 114"=V-0" CT# 14051 2014.05.09 1/4" = '-0" (11x17) 0 O a 6 14 STHD14 3.5x9 GLB HDR r j, 4x10 HDR 4x10 HDR 4x10 HDR y. i ma 4x10 HDR =II_ — :=:3=== ==—�:_ \ - ` ". r- 7 B.2� B. �B—r.4 3.3 1 ( o U F -1] co_ li I IIrLT 14-: -- - 1_j ©„o E 'U , I eci 11 Ix14 B B • FB 3.5x9 3LB HDR I 3.5z1��IG BEAM F6 3.r L ---I - g:-.2„,2�0 / B. 111 B.12 I1 � . .-, j v I I a 1 r �-- \-� III __ - 1 -- el - _SCR If 1 \STAIR /!. o N i. •?I •B 2, , i \FRAMING 5)-F: I, STHD14 iI I STW 14 i STi014 N M E, • - \ / ,I ----dr______,. I P4 1 \/ I Ii 1 i. / \ P4 i, STHD14 STHD14 / \ I,f / \\VIII I I I 3.5 ••BIG BEAM FBI Petr - -- r ti 5.5x18 L,BHD� ���� -- B.1 '~ i�.i-..arr as arr 'r'my 16 -------- ---- S9. Ce - ---------i B_14 �alw _ - x F II fmil II 1 o Hca J ce N (,2)2x8 HDR II j,. _ I 1.x J B• .1' 1 lin 7 = - I 2 ir- I I1O• 18 I I ola 55x12 GIB HDR 1 ,_•- ' 56.1 .5x14= I .. �� 74 • =•C;====_� - I,-0 Fr ':; ' • `” i - �� 4x10 1DR •-- ichB.16 iL= ! 44i i P3 STHD14 P3 : :' MSTHDi4 B.15•5a� ®SIM. 0 �B•19 4.Mc & 4.Md not used this elevation -:_i: 'i: :.. 4�SH.R _� B.19 7.\\\..._MONO TRUSSES D5. @ 24"O.C. 0 P LAN 5B P LAN 5B Main Floor Shear/Top Floor Framing CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) 3" 4'-0" 3" T.O.S. 3 1/2"CONC.SLAB .n a -V-71/2" `r 'v -0'-3" T.O.S. - .....4STHD14 STHD14 9( -, L , , STHD14 T T - I 1.75x9.6 I I. I r.. iJOISTS @ I INSTALL SYSTEM TO.ALLOW,i 1 ..ADEQUATE DRAINAGE AT - CRAWL SPACE I m I I I .--o i W/(2)#4EACHWAYTYP .. I � 2x6 BONY WALL FOR m t.' �^t I ... I "'Le- ®` 1 75".WIDE L TO MATC. I JOIST _. I ..... .......... .... -.. DEPTH :• -PONY.WAL S. ...Li , p6ce3g �STHD14 D - -1-01/2 I I WH \I STHD14 STHD14 I I ESE _ i." A , T.O.S. P4 I 30."x20x10 FTG— 1 75"WIDE LVLTO 'ICH I 1 '- W/(3)EA WAY... I I OIST DEPTH AB. PONYr IALL I 8-23/4 .-11 _ r 18 I 31/2"CONC.SLAB 'I, ......... ........... .. .- -.-I SLAB SLOPES 3 1/2" I...... ..... - ...... so..... ...... I 1'-0 1/2" FROM BACK TO APRON i gg - j'. t �6i. -1 I .�... I.. (VERIFY GARAGE SLAB HEIGHT( I I WITH GRADING PLAN 5 I D1 I I if:. V-01/2" I 19'-10" r --- --III 2x4 PO YWALL I�. UWE �! ! KED I T.O.S. I h.�.. -0 3 ...I. STHD14 1'-61/2" STHD14 t���� 31681 0 11111 P3 STHD14 STHD14 3 112"CONC.SLAB SLOPED DOWN P3 1/4 :12 L s r dako tiar 2 1" 16-3" 2'-2"�( 4:17 " PU\N 5� 40'-b" L. LAN 5�-6 ' 1/4"=1-0" CT 14051 2014.05.09 ,�/4" = 1'-0" (11x17) CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Project Descr: Seattle,WA 98109 (206)285 4512 Fax: Printed:26 MAR 2014,429PM (206)285 0618 r , ; . . i 0 9 j< *1 l"" -4'4: € e' 4 ''' Esc r .. € i �: e r • fir. , � •� , ` .�. ; Licensee.c.t.engineerin Lic.#:KW-06002997 Description PLAN 5.8 Top Floor Framing , , . /t�BE t� lei tl ,B.1 ��uk� a lol itIS, 20-it£:'Ete20); ,S�,C Tt'I4,.' 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 psFv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,0.0 to 2.670 ft,Trib=3.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,2.670 to 4.250 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.990, S=1.650 k @ 2.670 ft Design Summary o 00 ,�. ,t D 0 10, • 'I Max fb/Fb Ratio = 0.795. 1 fb:Actual: 983.60 psi at 2.663 ft in Span#1 ,a Fb:Allowable: 1,237.45 psi ,,,: , Load Comb: +D+0.750L+0.750S+H • • Max fv/FvRatio= 0.588: 1 A A fv:Actual: 121.63 psi at 3.485 ft in Span#1 4.250 n,4x10 Fv:Allowable: 207.00 psi Max Deflections Load Comb: +D+0.750L+0.750S+H 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 Dell Ratio 2120>360 Total Defl Ratio 1333 >180 � � �8 B2 44)44,w itu�ons '�A ASB;IIIF �ti ;t,pko?o.04..iCil= 'iii 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-Fb-Comprn 2,325.0 2,325.0 psi Fc-Perp 2,050.0 800.0 psi Ft 1,070 0 Fv 310.0 psi Eminbend-xx si Ebend-xx 787 82 ksi Density 32.210 pcf 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 D(0..:l i 34 , ,5760 Max fb/Fb Ratio = 0.736; 1 * * D(o • fb:Actual: 1,600.40 psi at 3.250 ft in Span#1 Fb:Allowable: 2,175.87 psi Load Comb: +D+0.750L+0.750S+H � Max fv/FvRatio= 0.511 : 1 0 iv:Actual: 182.08 psi at 5.352 ft in Span#1 6.50 ft, 1.75x14 Fv:Allowable: 356.50 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.066 in Downward Total 0.104 in Left Support 1.43 1.33 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.97 1.33 2.02 Live Load Defl Ratio 1187>360 Total Defl Ratio 748>180 wt B1 iii t' Stgi 13.3 celat p rnZti 2104,I ac 2 t3C + '0, 47. 4 rIt , . ._°sii �. lam .. BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-LarchWood Grade: No.2 Fb-Tension 900 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,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 iiiiiii,t1 ,4; #:KW-06002997 • �e 3 ,,.. ,,:. .>�'-,. _ 1 t ,,,,. ,.� a Design Summary Licensee:c.t.engineering Max fb/Fb Ratio = 0.681 • 1 * r of i1,? ° .(f.57.4) fb:Actual: 842.88 psi at 1.941 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.7505+H Max fv/FvRatio= 0.502: 1 • • fv:Actual: 103.92 psi at 0.000 ft in Span#1A A Fv:Allowable: 207.00 psi 4.250 ft,4x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) o 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 RightSupport 1 34 0 87 1 40 Live Load Defl Ratio 2242 >360 Total Defl Ratio 1411 >180 old torn Deiarl B 4 BEAM Size: 4x10,Sawn, Fully Unbraced ' Ac74tl Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = °°'°�°' 0.578 1 WIA_ fb:Actual: 715.19 psi at 2.125 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.7505+H Max fv/FvRatio= 0.401: 1 A• • fv:Actual: 83.02 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4250 ft,4x10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L is S W E H Downward L+Lr+S 0.020 in Downward Total 0.031 in Left Support 1.23 0.87 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.23 0,87 1.22 Live Load Deft Ratio 2591 >360 Total Defl Ratio 1632>180 LifirOodlaqanl DO'S*11 B.5(TyP n alns'. er 3f1131Q , BG 3013,< 19C 3013,ASCE 10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0,109. 1 :P,t. ,. �LILJCa.2111'1.1, 1�C fb:Actual: 127.33 psi at 1.375 ft in S an#1 " �� p 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 2.750 It,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 LL Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.23 0.06 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 0.06 0.17 Live Load Defl Ratio 19147>360 Total Defl Ratio 9430>180 CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Project Descr. Seattle,WA 98109 (206)285 4512 Fax: pnmaa:2swtti�2oia,a29PM (206)285 0618 „IA 'r•• �►E€ '' ,° i9 8 Lic.iii* -I �., Licensee. .t.engineering Lc #: KW-06002997 ....., � + � t Sign* B 6 Zi A� 1 D BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb Tension 850.0 psi Fc Prll 1,300.0 psi Fv 150.0 psi Ebend xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 klft,Trib=5.0 ft Unif Load: D=0.010 klft,Trib =8.0 ft Design Summary 8 ` ' ` Max fb/Fb Ratio = 0.520; 1 • s � fb:Actual: 606.14 psi at 3.000 ft in Span#1 A Fb:Allowable: 1,165.07 psi Load Comb: A +D+S+H Max fv/FvRatio•T-- fv 4 8038 si 1at 5.400 ft in Span#1 6.OR 2-D8 fv:Actual: P . Fv:Allowable: 172.50 psi Max Deflections Load Combl +D+S+H Max Reactions (k) L Lr S W E H Downward L+Lr+S 0.039 in Downward Total 0 07 in Left Support 0.51 0.12 0.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 0.12 0 38 Live Load Dell Ratio 1843>360 Total Dell Ratio 908>180 ;Beam:D tgn ' B 7 r �alcill + s 2#!1 00+, i2012, G2#il3, C710:' 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-Fb Comprn 850.0 psi Fc-Perp 1,430005..00 405 0 psi Ft 525.0 psi Emenbe d-d xx 1,300.0 470.0 ksi Density 27.70 pcf Applied Loads Unif Load: D=0.0150, L=0.040 klft,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 v.-:;'''-''. ` 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 - A Max fv/FvRatio= 0.195: 1 fv:Actual: 33.57 psi at 0.000 ft in Span#1 4.50n 2-2.e Fv:Allowable: 172.50 psi Max Deflections Load Comb: +D+S+H Max Reactions (k) D L Lr . `Al E H Upward L+Lr S+S 0.000 in Upwa d Tot I tal 0.000 in n Left Support 0.38 0.09 0.28 Live Load Dell Ratio 4369 >360 Total fl Ratio 2152 >180 0 Right Support 0.38 0.09 0.28 M �,,.,. ,�. .... .,,, �,. h ' 0 ix iid B � Yjn B:8 m `uCcc� Ayt , 5` 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 Pip) b Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb Compr 900 psi Fc Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft S Design ummary D 02213 L 0 590 '� Max nfSu/Fb Ratio = 0.277; 1 ��� fb:Actual: 298.66 psipsi at 1.750 ft in Span#1 Fb:Allowable: 1, 23 • Load Comb: +D077.+L+H - A Max fv/FvRatio= 36 4 si tat 2.730 ft in Span#1 fv:Actual: P . 3.so�t 4x10 Fv:Allowable: 180.00 psi Max Deflections Load Comb: +D+L+H In Downward Max Reactions (k) D L Lr S w E H DUpwawdar+L`+S+S 0.000 in Upwa d Tot Total 0.000 in Left Support 0.39 1.03 Live Load DO Ratio 7745>360 Total Dell Ratio 5633 >180 Right Support 0.39 1.03 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 rifirfIFFI " rA y F 26 MAR2014,429 Lic.#: KW-0� -)';'7',: ; ,� . .. ,,01 C I ? 4 % , r> '7"mte �* a M '01- 6002997 s,.. a.E, -� t, ®aP e' ,. ;_ Licensee c.t.engineering . $ mai, E.' , .,' 003- *14cksM:Atc7 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-Pill 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary D 02213 L0590 ax fb/Fb Ratio = 0.277; 1 :1_�>_..>_� fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psi p 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 3.50 k 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L _LES W Eu Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.39 1.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 1.03 Live Load Defl Ratio 7745 >360 Total Dell Ratio 5633>180 Wio!B�IIr t3 g $B 10 g , ; `Ca,Odiff n.�' ' ,1100ii 2442;�1 ?li,,i,J43 1 7,0 i BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PHI 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary Max fb/Fb Ratio = D 0.2213 0.590 � 0.372 1 �>_�>-� fb:Actual: 766.31 psi at 3.000 ft in Span#1 : Fb:Allowable: 2,062.40 psi Load Comb: +D+L+H : Max fv/FvRatio= 0.295: 1 • fv:Actual: 91.39 psi at 4.840 ft in Span#1 Fv:Allowable: 310.00 psi 6.0 ft,1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.028 in Downward Total 0.038 in Left Support 0.66 1.77 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.77 Live Load Defl Ratio 2581 >360 Total Defl Ratio 1877>180 p*BLatn C e >< . B 11 .; ,` °ifll at tms r 20 2 bt t C f01 , ' � > ;�"� y pe. 1*,coc, � 7.10 BEAM Size: 1.75x14,TimberStrand, Fully Unbraced ' Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pct Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design SummatY Max fb/Fb Ratio = 0 0x213 L 0.590 0.19$ 1 ::: fb:Actual: 431.05 psi at 2.250 ft in Span#1 : Fb:Allowable: 2,180.79 psi Load Comb: +D+L+H Max fv/FvRatio= 0.175: 1 A• • A fv:Actual: 54.39 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 4.50 ft,1.75x14 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 Deft Ratio 6120 >360 Total Dell Ratio 4451 >180 CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Project Descr: Seattle,WA 98109 (206)285 4512 Fax: Printed:26 MAR 2014,429PM (206)285 0618 i ,, .,. ,. 0 _- Licensee c.t.engineering Lic # KW-06002997 BEAM Size: 3.125x9,GLB, Fully Unbraced OR 3.125X10.5 Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.0 ft Design SummaryD 0.210 L 0.560 Max fb/Fb Ratio = 0.736; 1 fb:Actual: 1,752.18 Psi at 4.000 ft in Span#1 Fb:Allowable: 2,379.75 psi Load Comb: +D+L+H = • Max fv/FvRatio= 0.504: 1 fv:Actual: 133.60 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00psi 8.0 ft 3.125x9 Ld Comb: +D+L+H Max Deflections Max Reactions (k) 12 L Is S W E H Downward L+Lr+S 0.152 in Downward Total 0.209 in Left Support 0.84 2.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.84 2.24 Live Load Defl Ratio 632>360 Total Defl Ratio 459>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 "� � '-- , -.. r y • � � / Panted 26 MAR$014 4 28PM `' Lic.#: KW-06002997 _,. Licensee:c.t.engineering Description : PLAN 5.B Top Floor Framing, Cont. �elpiPetl B 13 07#2 2,CBt�2Q 3,� Z;; ` .mss .�''' `' � � �`, A„� '�` f'�ic n � 1 Its 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 Max fb/Fb Ratio = 0.422: 1 ���s��r� fb:Actual: 962.10 psi at 4.250 ft in Span#1 Fb:Allowable: 2,280.40 psi Load Comb: +D+L+H Max fv/FvRatio= 0.310: 1 -• • fv:Actual: 95.96 psi at 7.338 ft in Span#1 Fv:Allowable: 310.00 psi 8.50f 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©ensign B.14 ._ 4 4 , 4 4 ons: r 2012 4DS,l 2012.--- 3 ASCE,?14 BEAM Size: 5.125x18,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.634. 1 D 0.180 L 0.480 fb:Actual: 1,466.89 psi at 10.125 ft in Span#1 Immremiems, =a- Fb:Allowable: 2,313.03 psi ; a Load Comb: +p+L+H • Max fv/FvRatio= 0.350: 1 fv:Actual: 92.72 psi at 18.765 ft in Span#1 20.250 ft, 5.125x18 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.407 in Downward Total 0.560 in Left Support 1.82 4.86 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.82 4.86 Live Load Defl Ratio 596>360 Total Defl Ratio 433 >180 WbacBesi Q �9 B 15 '._ is l n r +n1 1wD 8 t3 2tt13,A3Cfi 7 8 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-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 Unif Load: D=0.0150, S=0.0250 k/ft,Trib=2.750 ft Design Summary Max fb/Fb Ratio = 0.893. 1 °�i84id �(� 5 fb:Actual: 876.94 psi at 4.375 ft in Span#1 = • ��� Fb:Allowable: 982.26 psi `� • Load Comb: +D+L+H � . am ��v e � ,.�.. ,h�� �, .<.. Max fv/FvRatio= 0.411: 1 A • fv:Actual: 73.91 psi at 0.000 ft in Span#1A Fv:Allowable: 180.00 psi 8.750 ft,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.090 in Downward Total 0.126 in Left Support 0.80 1.66 0.30 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.80 1.66 0.30 Live Load Defl Ratio 1172 >360 Total Del Ratio 831 >180 CT Project TitlProject ID: 180 Engineering Nickerson,Suite 302 Engineer:e: Project Descr: Seattle,WA 98109 (206)285 4512 Fax: Printed:26 MAR 2014,4.28PM (206)285 0618 131i iiR{4 Licensee.c.t.engineering Lic # KW-06002997 . °I 1>1 , 1 16 „ 1.4070 ins 'I2 5 8 2t1 2rkc 2 i48#> 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 �.�•�� u A. fb:Actual: 1,834.37 psi at 8.250 ft in Span#1 1 Fb:Allowable: 2,379.23 psi Load Comb +D+L+H • , • �.., • Max fv/FvRatio= 0.369: 1 A16.50 ft, 5.125x12 fv:Actual: 97.83 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.543 in Downward Total 0.760 in Left Support 1.42 3.14 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.42 3.14 0.41 Live Load Defl Ratio 364>360 Total Defl Ratio 260>180 y ea f��1" 4It w Irelicatirrs'PeriOliPOS:18e-26-2,7d6C 204 :ASCE710 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-PM 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 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 A A Max fv/FvRatio= 0.241: 1 fv:Actual: 36.14 psi at 2.905 ft in Span#1 3.50 it,2-2x8 Fv:Allowable: 150.00 psi 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 Defl Ratio 4643 >360 Total Defl Ratio 3377 >180 *6477'74814 *7".(::*� B.18 O, '1.r2COC3 AVE?1ff BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=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 A A Max fv/FvRatio= 0.241: 1 fv:Actual: 36.14 psi at 2.905 ft in Span#1 3.50 ft,2-2x8 Fv:Allowable: 150.00 psi 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 Defl Ratio 4643>360 Total Defl Ratio 3377 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 # ( ; _ € i G.., i k 140—'1 e �1405t^ 2as '. .. '"/ ,., ,i. 578 ,r1x,, •:,}. :f444-141,:f444-141, Li c.#:K141-06002997 f�; @8 Q6SI0 i3 19 Licensee c t engineering .aier ett,,, f pet l2�iS,TRG 20'l2,CBC ,*SCE:' 0 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-Pill 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=3.50 ft Design Summary Max fb/Fb Ratio = 0.593; 1 D(0.05250 S(0.08750) fb:Actual: 791.49 psi at 5.375 ft in Span#1 Fb:Allowable: 1,334.07 psi Load Comb: +D+S+H • Max fv/FvRatio= 0.192: 1A 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 Tine: Project ID: 180 Nickerson,Suite 302 Engineer: Proled Descr: Seattle,WA 98109 (206)285 4512 Fax: Printed:6 MAR 2014,9.51AM (206)285 0618 ivitit , 1i K �10 9;7' ' .. �,'. : `'�,1Et t' . lcen engineering Lic.#:KW-06002997 DescriptionVtiernPLAN 5.B 2nd floor wall Headers F. � es1gtt,ti Typical Partial/Non Bearing Header(6'clear span max, 6'trib max �' A- W 'cr x111 tlz1l1S;E3 wt: GBY,2g1 Jr,1W �= BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species Hem FirWood Grade: No.2 Fb-Tension 850.0 psi Fc-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, S=0.0250 k/ft,Trib=5.0 ft Design SummaryD 0.0750 S 0.1250 iimismi � Max Actual Ratio = 482.280.476 si CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 � P tad MAR ig a;' :, ., .,: ;' .,` , ,1 ? ., * �!,:x se,*1 ^ tW��11 n2014,B5�AM Ltc.#:KW-06002997 m ' Licensee c.t.engineering +arad` I � �. �}� HeaderRB17B2tirit -aft',dtc-204344stemo 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 @ 0.50 ft Desiqn Summary Max fb/Fb Ratio = 0.556. 1 D 00750 S 0 1250 fb:Actual: 648.22 psi at 1.488 ft in Span#1 . Fb:Allowable: 1,166.16 psi Load Comb: +D+S+H -�... Max fv/FvRatio= 0.254: 1 A A fv:Actual: 43.76 psi at 4.655 ft in Span#1 Fv:Allowable: 172.50 psi 5.250 ft,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.036 in Downward Total 0.057 in Left Support 1.01 1.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.47 Live Load Defl Ratio 1774>360 Total Defl Ratio 1108>180 CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Project Descr: Seattle,WA 98109 (206)285 4512 Fax: Printed:6 MAR 2014,9 22A (206)285 0618 j Noe epi i ! rilai t - i Licensee:c.f.engineering Lic.#: KW-06002997 Description PLAN 5.B Crawlspace Framing -an."%6l1t Cal rto 2. tit 1 2Q1t3S I BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-LarchWood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design SummaryD 0.1425 L 0.380 — � ams��m! � Max fb/Fb Ratio = 0.823: 1 fb:Actual: 883.28 psi at 3.750 ft in Span#1 Fb:Allowable: 1,073.71 psi Load Comb: +D+L+H = II Max fv/FvRatio= 0.403: 1 fv:Actual: 72.63 psi at 0.000 ft in Span#1 7.50 ft,4x10 Fv:Allowable: 180.00 psi Max Deflections Load Comb: +D+L+H 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 I............ -._._._..___.._._._..__.._._._.._1._.._._._.._._..._._.._._._._._._.._._._._._. Code 1 Code µ Code Iy I SuQOest SuOgest Suggest Lick Lick Lick ; Lick Joist b d MmaxVmaxEI ...1 L. LTL240LLL360 TL deflLLdeft. fiLT(L36 defl.T � defl... _._. Lma � _-. 0 LLL480 Lmax ':'TLdefl.TLdefl.LLdefl:LLdefl.ize& rad....Spa. .. .DL ( .) p ( _) (n., -(pat) (psf) (ft-Ibs1 (psi) (psi) --_._.._._._..__._.._._._.._._. T (ft)_.._..._..(ft�._._...._._(n:1._.._.___(ft)._._I.._._�ni._._� (in) •._._._(!n:)_..__ .. _._._(ft)_._..__._.._( .1._.._. (�) (!n)._..__ratio_._._..S!p_i._.: ratio 9.5'TJI 110 1.75 9.5 19.2 40 15 2380 1220 1.40E+08 1471 27.73 15.23 14.80 k 14.711 0.66i 0.481 1 __13.31 13.45 13.31 1101 1.75 9.5 16 40 15 2380 _1220 1.40E+08,' 1611 33.27 16.19 15.73 15.73 0.721 0.52 r , 14.14 14.29 1414' 0.47 360 0.34 495 9 5"TJI 110 1.751 9.5 12 40 151 2380 1220 1.40E+08. 1861 44.36 17.82 17.311 17.31 0.79 0.58 7 15.57 15.73 15.57 0.52 360 0.381 495 9.5"TJI 110 1.751 ""- 9.5 9.61 40 151 2380 1220 1.40E+084 20.80 55.45 19.19 18.64 18.64 0.85' 0.621 .1 16.77 16.94 16.77' 0.56 360 0.411 495 1 ( r._. ._._.. _..._. _._._ ._._.. _.._ 9.5"TJI 110 1 75, 9.5 19.21 40 101 2500 1220 1.57E+081 15.81 30.50 1634 15 371 15.37 0 641 0.511 T 1427 13.97 13.97 0.44 384 0.35! 480 9.5"TJI 110 1,75 93 16 40 10 25000 1220 6 1 57E+08' 17.32 36.60 17.36 16,34 16.34 088 0.54 15.17 14.84 s 44,84 0.46 384 0.37 480 9.5"TJI 110 1 751 9 5 .. .40 10 2500 1220 1 57E+0. 20.00 48.80 19.11 17.98 17.98 _ 0 75 0.60 16.69 16.34 16.34 0.511 384 0.41: 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 0.651 17.98 17.60 17.60 0.55 384 0.44! 480 9.5"TJI 210 2.06254 9.5 19.2 40 101 3000 1330 1.87E+081 17.32 33.25 17.32 16.30 16 30 0 68 0 541 1 15 13 14.81 14.81 0 46 384 0.377 480 9.5"TJI 2 2 0625 9 5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 47.32 0.72 00:55481 5$ 16.08 15.74 .1 .16x74 0.49 384 0.39 460' 92.062549.5.5" 401 101 30001 1330 1.87E+08 21.91 53.20 20.26 19.061 19.061 0.791 0.641 1 _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 20.531 20.53 0.861 0.681 I 19.06 18.66 18.66` 0.58 384 0.471 480 9.5"TJI 2301 2.31251 9.5 19.2 40 101 3330 1330 2.06E+08'1 18.25 33.25 17.89 16.831 16.831 0.70: 0.56 T 15.63 15.29 15.29' 0.48 384 1: 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25*1' 16.28` 0.511 384 0.481 480 9.5"TJI 2301 2.31251 9.5 121 40 101, 3330 1330 2.06E+08, 23.08 53.20 20.92 1969 19 69 0.82: 0.66 18.28 17.89 17.89 036 384 0A5 480 9.5" _ 230 2.31251 9.5 9.6 40 101 3330 _1330 2.06E+08 25.81 66.50 22.54 21.21i. 21.21 0.881 0.71 - 1927 - -' _.._. _.._., 4_- ._._19:69 19 27 0.60 384 0.48: 480 11 875'TJI 110 1.751 11.875 19.2 40 10 3160 1560 2.67E+08 17.78 39.00 19.50 18.351. 17 78 0.671- 0.54 1 17.04 16.67 16.67 0.52 384 0.421 480 11.$75'TJI 110 1.75 11.875 16 40 10 3160 1580 2.67E+08'I 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72.v.,. 11;72 0.55 384 0.44 480 11.875"TJI 1101 1.75i 11.875 121 40 10� 31601 1560 2.67E+08 22.49 62.40 22.81 21.461 21.46 0.89; 0.72 I 19.93 19.50 19.50' 0.61 384 0.491 480 11.875"TJI 110.1 1 75 11.875 9.6 40 101. 3160 15601 2.67E+081 25.14 7800 2457 23:12 23.12 0.96- 0.77 T 21.46 _.._.21.01.,,_.`' 21.01' 0.66 1 384 0.531 480 11 875 TJI 2101 2.06251 11.875 19.21 40 101 37951 16551 3.15E+081 19.48[ 41.38 20.61 19.391 19.39 0 81't 0.65; + 18.00 17.62 17 62" 0 551 384 0.44': 480 11.875"TJI 210 2.0625 11.875 16`, 40 10 3795 1655 '3.15E+08 21.34 ;49.65 21.90 20.61 20.618 0.86 0.69 19.13 18.72' 18.7;2 0.59 384 0.47 `; 480 11.875"TJI 210 2.06251 11.875 12 40 101 3795 16551 3.15E+08' 24.64' 66.20 24.10 22.681 22.681 0.951 0.761 1 21.05 20.61 20.61 0.64 _384 0.52 480 11.875"TJI 210 2.0625, 11.875 9.6 40 101 3795 1655; 3.15E+08 27.55 82.75 25.96 24.43 24.431! 1.021 0.81 I 22.68 22.20 22.20 0.69 384 0.55. 480 1 1 11.875"TJI 230 2.3125, 11.875 19.2 401 10 42151 1655 3.47E+08 20.53 41.38 21.28 20.03 20.03 0.83; 0.671 I 18.59 18.20 18.20. 0.57 384 0.45 480 11.875"TJI 230 2.3125 11.875 16'( 40 10 4215 1655 3.47E+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 2301 2.31251 11.875 12 40 101 4215 16551 3.47E+08 25.97 66.20 2264.8891 23.421 23.421 0.981 0.78 21.74 21.28 21.28 0.67 384 0.53 480 11.875"TJI 230 2.31251 11.875 9.6 40 10{ 4215 16551 3.47E+08 29.03 82.75 25.23 25.231 1.05; 0.841 1 23.42 22 93 22.93 0.72 384 0.57. 480 t_ 1 11.875'RFPI 400 2.0625 11.875 19.2 40 101 4315 1480 330E+081 20.77 37.00 2033 19.69 19.691 0.821 0.661 1 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22,24 20.93 20.93 0.87 0.70. 19.43' �1 19 009 17,019 0 591 384 0 48 480 0.59 384 0.48 480 11.875"RFPI 4001 2.06251 11.875 12 40 10! 4315 14801 3.30E+081 26.28 59.20 24.48 23.03 23.03 0.961 0.771 1 21.38 20 93 20 93 _0_65 3841 0.52! 480 11.875"RFPI 4001 2.0625; 11.875 9.6; 40 101 4315, 1480' 3.30E+081 29.38, 74.00 26.37 24.811 24.81, 1.031 0.831 1 23.03 22.54 22.54 0.70, 384 0.56: 480 Page 1 D+L+S CTM 14051-4015.2 Twin Creek I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Budding Factor D+L+S -- - Cr -- Cbb cries > Section 2.3.10 c 0.80 Constant > Section 3.7.1.5 1111Cr (Fb)M Cf(Fc)-1997 NDS NIKC0.30(Conetant)> Section 3.7.1.50 _Bendln• • Size Re,. Cd b Cd Fc E..3.7-1 I .si si �N��� fb/ NDS 3.9.2 Max.Wall duration duration factor factor Fc perp' • Stud Grade Width Depth Spadn.,Height Vert.Load Nor.Load c 1.0 Load Plat:Cd(Pb)Cd(Fc, Cf Cf Fb Fc ®f Fc perp fl E pi 1 Fb 1-fc/Fce in. In. in. ft. .11 •.f if H-F Stud 7.7083 26.4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 508 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud ®®� 9 30.9 1340 0 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1506 378.09 340.90 340.32 1 00 0.00 0.000 200 00,000 378.09 340.90 340 00 0.00 0.000 IIGIZEIIIIIEIMIIREIIIIEIIIMIIICIIIIEEIIIIMIEEIIIIIMLIKIIZMOIEEILMIIIIIIIEIEII 1.1 1110114311121111111211110:1H-F Stud ®®m 8.25 28.3 1550 0 0.9921 1993.4 1.00 1.15 ®1.05 1.15 675 405 800 1,200,000 506IFE 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 8.25 28.3 2070 0 0.9953 2657.8 1.00 1.15 1.05 1.15 675 405 800 1,200,000 506 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8.25 28.3 3100 0 0.9921 3986.7 1.00 1.15 ®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 11 15.42 431.52 430.48 1.00 SPF Stud 1.5 3.5 7.7083 26.4 1695 0 0.9952 2091.8 1.00 1.15 1.05 1.15 675 425 725 1 200 000 854 531 875.438 425 725 1;200000 854®875.438 5 �� 0.00 0.000 SPF Stud ®®�� +'� ® 1.00 1 1 ®�®G� o.00 a.000 SPF Stud ®®®� 30.9 1760 0 0.9944 2789.1 1.00 1.15 ®1.05 1.15 675 425 725 1,200,000®875.438 378.09 336.17 335.24 1.00 00.00 0.000 .00 0.000 SPF Stud 28.3 1525 0 0.9957 2091.8 1.00. 1.15 1.05 1.15 675 425 725 1,200,000 875.438 449.95 388.13 387.30 1.00 0 00 0.000 SPF Stud 1.5 ® �� 0 0 0.9925 2789.1 1.00__1.15_ ' 1.15 675 725 1,200,000 5533111;55.438 449.95 388.13 �00 SPF Stud 1.5 ®� 3050 0 0.9957 4183.6 1.00 1.15 ��1.15 675 725 1,200,000 .438 448.95 388.13 387.30 1.00 0.00 0.000 _!_®®i0111FXIDNKO®1111111110 0.2400 MEM 1.00 1.15 ®1.10 1101111=1111231110011 1.300,000 iI i i i] 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1 00 1 15 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0 0.3905 3287.1 1.00 1.15 1.10 1.15 875 425 1150 1 400 000 1 308 531 454.75 1089.25 850.16 531.23 0.62 0.00 0.000 50 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF#2 8.25 18.0 3287 0 0.3158 3287.1 1.00 1.15 SPF Stud 11 Il 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 ®®0iF]MEiMIINICINICEEINIERMIIIIIIII 1.1511331110131211 EES 1,400,00011®''® ® 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9069 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14051-4015.2 Twin Creek I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Desk n Bucklin.Factor D+L+W c 0.80(Constant)> Section 3.7.1.511111111111111111111111111111111111.1111111111111= --- 11.1.1.1===r1.11111 _- =�M= KcE 0.30 Constant > Section 3.7.1.5---- __ IE_Cf c 1997 NDS �_[ �Sectlon 2.3.10 --- 1�. ., Com.. ���_ -- Stud Gradel�� .�.�©; � �7., Her.Load durah on���___�__ __-__- Load��Plat:[ [.n'E Cf '�111111:1111221MIGEM E 11111191112=11163111111=111111111311111112111.1135711111131U1 in. in. in. ft. pif psf ptf (Fb) (Fc) psi psi psi psi psi psi psii H Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 4217.08 273.02 0.64 376psi .78 Fb"{t-f 0.586) H-F Stud 1.5 3.5 18 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 ®®MML�,. MAIKEI 0.9998 ®' ®®®®®®®1 200000 1,368 506 840 378.09 333.99 217.14 0.65 335.84 0.577 H-F Stud 1.5 ®ni 8.25 28.3 970 8.13 0.9943 1993.4 E 1.00 ®1.05 1.15 675 405 800 1,200,000 1,366�w 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 8.25 28.3 1425 8.13 0.9974 2657.8 1.00 1.05 1.15 675 405 800 1,200,000 1,366 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 ®0IM ]® I 0.9981 _� 1.00 1.05 IMEMIDINIMIEICE 1 200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud ®®=119 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.05®INIE1111 EGIZZO®®�� 30.9� � 00 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 11 SPF Stud ®®�� ®1.05® �®1,200,000 ®moi �� 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 ®1.05 1.15 675 425 725 1,200,000 1,366® 761.25 378.00 328.30 214.29 0.65 335.64 0.567 SPF Stud 28.3 960 8.13 0.9970 2091.8 1.80 1.00 1.05 1.15 675 425 725 1,200,000 1,366 761.25 449.95 378.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 11 8.25 28.3macamiffi2789.1 1.60 1.00 in 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 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 ®U 1.15 875 425 725 1,200000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.89 0.383 =OM®®NE]1112501111110:1®� 0.3909 3132.4 ME 1.00 ®®i® 850 ®" 1,300,000 � t �� 909.91 �� 0.119 ®®.T��t®®�flt�Nf3.� 1.00 ®pm® 550 11110211111E111 1.300.000INFICE11111=11111120610=111111111•1 ] 1111111111113E1 H-F#2 5.5 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 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 5.5 . 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1,00 ®1.10 1.15 875 425 1150 1.400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 ®��� 0.6033 1,00 ®�i® 875 425 ®' 1,400,000 ]®�1089.25 808.08® 0.66 �� 0.4790 In 1.00 425 Q 0.169 -__ __-_-- 1,400,000 1296.30�um® 0.60 .........�..�..�.........e....�C: �C.: .-�.�C.�.���.'_ ®®i[��7E�i_�0 0.9957 E 7 �7® ®��®1'200,000�i..®�� � ,3 SPF#2 ®®11111111911, 660 9.71 0.9941 3287.1 1.60 1.00 ®1.10®ISIII 1150 1,400,000 2,093 531 In 244,40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 8.71 0.9821 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 96.97 0.44 927.02 0.796 Page 2 D+L+W+.5S Ke 15.2 Designwin Creek Buklin.Factor BASED ON ANSI/AFBPA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 CTM 14051-4015.2 Twin Creek LOAD CASE (12-14) _ CrIIM - -.� .00 1119IR c 0.3800 Constant > Section 3.7.1.5 - ILION Ct(Fb) Cf(Fc)MIIII 1997 NDS KcE 0.30(Constant)> Section 3.7.1.5-- Bendin. Com.. -- Cd Fb Cd Fc E..3.7-1 CO arias Section 2.3.10 -e_..__...-_�5m�7�' ���_ _� _--__--�. �j�duration duratio Stud Grade Depth Spadn. Height Vert.Load Hor.Load o 1.0 Load Plat Cd(Fb)mum Cf Fc perp E Fc perp' Fb"1-fc/Fce In. In. SIII If fFc MIN •si • Psi sI migi ��® .11 1,200,000�� ����� 0.599 ri�' ®®� �� I 0,9966 1.60 1.15 ®1,05®��' 866 340.90 �LM ®®���90 0.9986 �a 1.60 1.15 ®�®�W1.05 1.15 675 405 800 1,200,000 IMIEIIIIEM INENEDZI 5 0.64 335.64 0.584 H-F Stud ®®�� 28.330.9 1985 8.13 0.9963 1993.4 1.60 1.15 ®105 1.15 675 405 800 1200,00 800 1 0 506 449.95 395.22 250,506 ME 37859 340.90 16 0.63 361,37 0.596 H-F Stud 1.05 1.5 675 405 800 200,000 1 366 506 OE 449.95 395.22 275.24 0.70 71.03 0.511 H-F Stud 8 25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 8.25 28.3 2390 8.13 09960 3988.7 1.60 1.15 ®1.05 1.15 875 405 800 1,200,000 1,386 506 449.95 395.22 303.49 0.77 18089 0.408 H-F Stud ®®� ®1.05®®®® ®®�® ®®n ® 1,200,000 431.52 27429 0.84 0.589 SPF Stud 7.7083 1080 9,71 0.9935 2091.8 1.60 1.15 1.05 1,200,000® " ' 0.669 OFF Stud ®®���� 0.9988 1.60 ®® ®� ® SPF Stud ®® . 30,9 1140 8.46 0.9944 2789.1 1.60 1.15 ®1,05 1.15 675 425 725 1,200,000 1,366®875.438 378.09 336.17 217.14 0.65 335,64 0.577 SPF Stud 28.3 975 8.13 0,9952 2091.8 1,60 1.15 1,05 1.15 675 425 725 1,200,000 1,366 875.438 449.95 388.13 247.62 0.64 361.37 0.588 388.13 272 38 0.70 271.03 0.503 SPF Stud 1.5_ 3.5 ® � 1430 0.9952 2789.1 1.60 1.15 1.05® � 725 1,200,000 1,366®[ SPF Stud 1.5 3.5 1111111111 2360 8.13 0.9922 4183.6 1.60 1.15 1.05®5/11111 725 1,200,000 1,366®111111ii 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 8.46 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 18 8.25 18,0 3132 8.13 0.4100 3132.4 1.60 1,15 1.3 1.10 1.15 850 405 1300 1,300,00. 2,033 506 1644.5 1203.70 946.77 506.18 0,53 146.34 0.124 SPF#2 7---- 0.3872 - 32---®---- 1150 1,400.000-50 1,400,000 ®1- 1484.891---1-- SPF#2HEM 9 19.8 3287 8.46 0.5595 3287.1 1.60 1,15 ;100 1.15 875 425 1150 1,400,000�® 454.75 1089.25 1089.30 8945.3850.16 531.23 0.62 531 23 0.56m181.23 0.169 0.118 SPF#2 ®®M� 18.0 3287 8.13 0.4342 3287.1 E®® ®®® - ____--_- ����___ -�__---Ili 0.979 IIIIINI SPF Stud ®�® 50.0 70 8.46 0.9955 2091.8 �® 1.1 1.05®®®®1,200,000 ®®® SPF#2 1.5 5.5 16 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 1644.5 226.94 220.14 98.97 0.44 927.02 0.796 Page 3 D+LOSO.5W CTA 14051-4015.2 Twin Creek I LOAD CASE 1 (12-15) Ke 1.00 Desi,n Bucklin•Factor DOL+S+W/2 (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Mil 0.80(Constar_92 Section 3.7.1.5 -- __ 0.30 r�tCt�oo!n!rrs.tantt>�> Section 3.7.1.5__- -M��1Ma Cr 11111111111111111111111 Cf 2.3.10 ----Bending .[�. a�size Cf b =_�j�=1997 NDS_ NDS Ma iii Plat: duration Cd F factor factor useSttliMMINR® �����Vert.Load Hoc Load .1.0 Load�i�Plat:Cd Fb Cd Fc, Cf Cf Cr ®© -®®®®��Q'���- (Pb) (Fc) psi psi psi psi E 11111=511111111111 F'c fc Po/ H-F Stud 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 15366 i psi 06 psi 66 515.42 i 411.22 339.05 0.77 188.39 0.403 H-F Stud 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 248.35 0.72 223.76 Fb"{7-f 0.470 H-F Stud ®®®�� 0.9976 H-F Stud ®®m ���� � 1.15 ®1.05 1.15 675 405 800 1200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 0.9960 ��1.15 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 IIIMMH-F ®®® ] .. �i2 0.9990 2657.8 1.15 1111111111111121111011112:211111311,200,000 1111111111111111112665 4.065 0.9999 3986.7 1.80 1.15 ®1.05 111111111 ®® ®® 966 33840 ® 800 1,200,000 508 INN 395.22 33841 0.88 90.34 0.287 SPF Stud 1.5 IIEEMMENIMEINIECKIIIIIIMIWOMIOCUMBIEZBENI 1.60 1.15 11111111161111MIZIIIIMIKEMIIIMI 1,200,000 ® `� ' IIIIMM 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 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud ®®® 8.25 r 1 ii 0.9973 2789.1 1.60 1.15 um 1 ® 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 8.25 28.3 2630 4.065 0.9969 4183.8 1.60 1.15 ®1.05_ 1.15 675 425 725 1,200,000 1.386 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 . 1 15 _ H-F#2 1.5 5.5 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 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 ®®I� 19.6 3132 4.23 0.4544 3132.4 1.60 1.151.10 1.15 850 405 1300 1.300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.80 90.61 0.089 H-F#2 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 ®1.10 1.15 850 405 1300 1,300,000 2033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 -_____---- 1111111111111111111___ SPF#2 ®®H 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 ®1.10 1.15 875 425 1150 1, 00,000 ®14-1484.89 1015.45 531.23 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.10 1.15 875 425 1150 1,400,000 2,093 1454.75 1089.25 850.16 531.23 0.62 90.61 0.057 0.085 SPF#2 ®®11®® 3287 4.065 0.3750 3287.1 1.60 ®I!!! 1150 1,400,000 2,0931454.75 1296.30 945.38 531.23 0.56® 0.059 SPF Stud50 0 255 4.23 0.9959 2091.8 1.601,00,000139.02 84.78 0 0.779 SPF#2IIMEINCMIMMNFEENN1.10 H-F 92 1.5 5.5 16 19 41.5 885 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10®®® 11®1 300,000®® 1844.5 ® 2®®® 463.51 0.594 0.594 Page 4 IlllIl1lIIlIlI.lII1IlIIIIIIIIllllIlIMMIIIllII.1IIIlM.I1lI..IlIlI.lIll.Il..1I."..IIMM.lIM.IIl.lIMlMlllMIMlIIM' ' D+L+S+.7E CT#14051-4015.2 Twin Creek LOAD CASE (12-16) BASED ON ANSIfAF&PA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.13� 3.7.1 Ke 1.00 Design Bucklin•FactorliMilliallil M..... ...._ Ell c 0.80(Constant > Section 3.7.1.5 1997 NDS •�� ® }'Sectlon 2.3.10 ----Bending Comp �Size Size Rep. .. � - Eq.3.7-1 -.._ Cb -�Sectlon 2.3.10 --NDS 3.9.2 Max.Wall duration duratlo factor factor use• Stud Grade Width Depth Spathe Height Vert.Load Hor.Load <=1.0 Load PIat Cd (Fc)� Fc)�HFe perp E m g� �®�m. In, in. in. 7. di •f 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 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 0.79 148 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- 1.05 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 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9986 3986.7 1 80 1 15Il 1.05 1.15 875 405 800 1,200 000 1,386 506 986 449.95 395.22 342.86 0.87 119.01 34 0.244 15.42 431.52 354 29 0.82 8.53 0.324 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 11111 20918 ®® 1 ® 6 4 7®1'200000®25 1,200,000 1 366 531 67 5 `' 253.97 13®® SPF Stud ®®�� 1000® ' SPF Stud ®®® . 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 ®1.05 1.15 675 425 725 1,200,000 1,366®875.438 378.09 336.17 307.30 0.80 151.630.366 0.358 SPF Stud 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 875.438 449.95 388.13 307.30 0.79 Ma 158.68 MOS 0 306 1.5 ®® 825 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 �E' 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13® 0.83 SPF Stud 1.5 1111111825 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 hi 0236 efiraIMINIIIIIEEMIllirilibILIMMILEINIESEMIIIINIMEIMMIIIKEEMIlliell 1.15 11331161313EINCELIIICE11111Elll,aoo,000 11111211iL• ]NIEBEtbF7Ei3Q7 1111111111123 H-F#2 1.5 5.5 9 19.6 3132 3.57 0.3404 3132.4 1.60 1.15 ®1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 64.26 0.075 H-F#2 1.5 5.5 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 11111 OFF#2 11110111113311MENINEINIEMECUMINEMIESEIMIIIERMIKEMEMIEElliffIliEUMIGREEEIME31 1,400,000 '']® 1iBLLEIfl®11113E '�" ' SPF#2 19.6 3287 3.57 0.46160.3678 3287.13287.1 1.601.60 1.151.15 1.101.10 875875 425425 11501150 11.4,40000,,000000 22,093,093 531531 1454.751454.75 1069251296.30 650.18945.38 531.23531.23 0.620.56 76.4764.28 0.071 0.052 SPF#2 • . 18.0 3287 3.57 ® ® ®®® 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 Stud 1.5 3.5 16 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 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 MEIE N G I N E E R I N G 180 Nickerson St. L�j�} Suite 302 j T L P b,r i N Cal Se9810 O.WA Project: P t j�C1 (2 04 Date: } - ¢,, �},,p , � (206)285-4512 Client: S1 M6/ 4 4LS' f Ai G(.+.J.. Pae Number: FAX: $ (206)285-0618 r ,p err,-e- i ovvItto Gloms 4- _ 7.r lYtk 2.-; 3 f � s - - 45t',, . , r l100 L -s t ,k 41.- k&i'a / 1F -EYP minx,- tet '"'4 ' 6 i b% bj\p6 'f7 - ; `�' IFS �!' t . Glt? C=. ez =. Te ,, PS -.SLY Poi ` "5 ,t. i �m w/l "off ____.t- : i I�I .. N ft t 78_ �," - • ,v dpti 15.64 k 09 X Ilolth vliellfivtheP. 15#0 r £ '... Structural Engineers 1wr- wiz,.. sWaaut803 tstrt;arils rqj----xAorfis F 661 59n 5$251 ct . t_ • rei .. . , 451 -4- 7044-4— -evt. tiff alrieeft tas am! sot = (51-#.4* 7.114 'Yu cot -Atm _59s st-400 s owl tr. -17144 (lorozAri) aloAd - ' c2 / .. .... ... . ... :YU s . . - yzatord ztstrSS"G(90Z)'. ,_.._. ;aaaci bltt8b' " trifinrinniiirrE3211Y YNl`at44$aS' ZQ£# xS Pet 08t Design Maps Summary Report Page 1 of 1 II UNS Design Maps Summary Report User-Specified Input Building Code Reference Document tu (which2012 utilizesInUSGSernational ah al datailding available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III 1 � � #3 verrton y. , ;ifili""tlrr,-7,,hitM:':z;Z':''-; ` $ d1Iraulie�est) t= & � rt , '--1'-'(.1„1.,,L4', .-. z s' r tf6,7 n y , �_ �ts m city a }g$ ` . ICAt ♦ A MR- `4 l� Iat1t, ileT„,..„ ,,,,,, il 1 USGS-Provided Output SS = 0.972 g SMS = 1.080 g S� = 0.720 g Sl = 0.423 g SMI = 0.667 g So, = 0.445 g For information on how the SS and Si values above have been calculated from, probabilisticreturn(risk-targeted) and deterministic ground motions in the direction of maximum horizontal responseplease to the application and select the"2009 NEHRP”building code reference document. MCE,1 Response Spectrum an Design Response Spectrum 1.10 0,40 0.72 0,01 an CSC 0 77 cs 0.44$ 10 o. oc.t02,I' 0.44 0 � 0. 4 00.222 0. 00 £ ft. 0.00 0. 0,40 0.40 0. 00 1. 1.24 1.40 1.00 1.4.0 2.00 0.00 0.20 0.40 0,40 0,04 2.00 1,20 1.40 1. LSO 200 Period,T(sstl Pfd,1'(11:01,41-40 t Although this information is a product of U , w , pimplied,as to the accuracy of the data contained therein.Thisthe tool.S.is notaGeological substituteSurveyforwe technicalprovide subjnoect-matterarrantyexknowledgeressedor. 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 2012 IBC ASCE 7-10 Step# 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 Section 1613.3.5 Section 11.4.2/Ch.20 3. Site Class-Per Geo. Engr. S.C.= D Table 1613.3.3(2) Table 20.3-1 Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 4. 0.2 Sec.Spectral Response Fi ure 22-2 5. 1.0 Sec.Spectral Response Si= 0.43 Figure 1613.3.1(2) 9 Latitude= 45.46 N Longitude= -122.89 W N/A (Or by ZIP code) (Or by ZIP code) http://earthq uake.usgs.gov/research/hazmaps/ http://geohazards.usgs.qov/desionmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMS-Fe*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SMI=FV*Si SM,= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, SD,= 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 Table 11.6-2 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) 10. Seismic Design Category SDC= D Max. Max. N/A Table 12.2-1 11. Wood structural panels' - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 13. Overstrength Factor p0= 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 Sos= 0.72 h„ = 18.00(ft) SD,= 0.45 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.43 k= 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.399 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sol*TO/(TZ*(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 S1)/(R/IE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,„ = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *hXk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof - 18.00 18.00 1666 0.022 36.652 659.7 0.58 3.88 3.88 2nd 8.00 10.00 10.00 1712 0.028' 47.936 479.4 0.42 2.82 6.70 1st(base) 10.00 0.00 SUM= 84.6 1139.1 1.00 6.70 E=V= 9.38(LRFD) E/1.4= 6.70(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX= DIAPHR. F; E F; w, E w, Fp, = EF;=wp, 0.4*Sr:**IE*Wp 0.2*Sos*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 FPX 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 30.00ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - -- Building Width= 40.0 48.0 ft. V u/t. Wind Speed 3 se.case= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 See Gust= gS :Atmph (EQ 16-33) Exposure= B B Iw=' 1.0 1.0; N/A N/A Roof Type= Gable: Gable Ps3o A= 28.6 28.6;psf Figure 28.6-1 Ps30 B= 4.6 4.6 psf Figure 28.6-1 Ps3o c= 20.7 20.7 psf Figure 28.6-1 Pssoo= 4.7' 4.7 psf Figure 28.6-1 A= 1.00 1.00'; Figure 28.6-1 Krt= 1.00 1.00; Section 26.8 windward/lee= 1.00 1.00';(Single Family Home) rt A*K *I : 1 1 Ps=X*Zt*I*Pe3o= (Eq.28.6-1) PS= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PSB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and C average= 24.7 24.7 psf (LRFD) Ps and o average= 4.7 4.7 psf (LRFD) a= 4 4 Figure 28.6-1 2a= 8 8 width-2*2a= 24 32 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof->> 1.1.00 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 AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 VWIND N S) V(U S) Vi WIND V(UM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) 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 Ar= 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(NS) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM Wind (LRFD)SUM WindSUM (LRFD)SUMLEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 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(n-s)= 16.00 V(e-w)=. 19.40 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 10.24 10.24 12.29 12.29 7.93 7.93 9.52 9.52 2nd 10 0 0 5.76 16.00 6.91 19.20 4.46 12.39 5.35 14.87 1st(base) 0 0 0 V(n-s)= 16.00 V(e-w)= 19.20 V(n-s)= 12.39 V(e-w)= 14.87 kips(LRFD) kips(LRFDL kps(ASDL _ kits ASD) I Part 1 Base Shear Part 2 Base Shear = 0.0 0.01 ratio ratio Page 5 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: Elevation B SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 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 s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify by 2.0 S. G. footnote 2) (divide by 2.0 FOS) (divide(fS) or ASD) ASD) — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: 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 efl C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet U. OTM ROTM Unet Usum Ileum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIO) (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 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 E- -xt. 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 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 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 0.00G 0.00 0.00 0.00 0.00 1.00 0.00 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- - ' 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ ---- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 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 -- _ 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 -1.120 -1.12 Ext B.T2 300 10.0 47.0 1.00 0.15 1.43 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 143 5.59 17.79 -1.31 -1.31 11.43 21.15 -1.04 -1.04 -1.04 Ext. B.T3 143 4.8 47.0 1.00 0.15 0.68 0.00 0.33 0.00 1.00 1.00 70 P6TN P6TN 143 2.66 8.45 -1.42 -1.42 5.43 10.05 -1.13 -1.13 -1.13 Ext. B.T4 240 8.0 47.0 1.00 0.15 1.14 0.00 0.56 0.00 1.00 1.00 70 P6TN P6TN 143 4.47 14.23 -1.33 -1.33 9.15 16.92 -1.06 -1.06 -1.06 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 - - 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-__ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - --- 0 0.00 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 0,0 0,0 1,00 0,00'' 0.00 0.00 0.00 0.00 1.00 0.00 0 __ --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- - _ 0 0.00 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 : 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.00 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 EVMnd 7.93 EVEQ 3.88 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: Elevation B Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.82 kips Design Wind N-S V I= 4.46 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 6.70 kips Sum Wind N-S V I= 12.39 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. (ft) L(ft) (WO (kip) (kip) (kip) (kip) p (pI�C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet U. OTM ROTM Unet Usum Usum HD (sgft) (ft) (ft) Wall ID T.A. L (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A.Ma 621 29.0 46,0 1.00 0.15 1.62 2.88 1.02 1.41 1.00 1.00 84 P6TN P6 155 21.85 50.50 -1.01 -2.29 40.43 60.03 -0.69 -1.75 -1.75 Ext. A.Mb 235 11.0 46,0 1.00 0.15 0.61 1.09 0.39 0.53 1.00 1.00 84 P6TN P6 155 8.29 5 0.00 19.1600 1.05 0.05 -2.46 15.34 5.34 22.77 -0.72 -1.89 -1.89 2.70 0 72 -1 89 -1 89 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0'- ""' 0 0.00 0.00 0.00 1.31 0.00 0.00 0.00 1.00 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--- E- -xt. B.Ma 571 10.0 47.0 1.00 0.15 1.49 2.64 0.94 1.29 1.00 1.00 223 P6 P4 413 20.09 17.79 0.25 -1.16 37.18 21.15 1.72 0.60 0.60 Ext. B.Mb 285 5.0 47.0 1.00 0.15 0.74 1.32 0.47 0.65 1.00 1.00 223 P6 P4 413 10.05 8.90 0.00 0.00 -1.42 0.27 -1.04 18.59 8.59 10.58 1.85.85 0.83 1 1.81 83 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - .06 .06 - .33 0.00 0.00 0.00 -1 1 - - 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 00 0.00 0.00 0.00 -1 1.33 0.00 0.00 0.00 1.00 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 0I 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 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 0.00'1 0.00 0.00 0.00 0.00 1.00 0.00 0 '- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 0.0 1.00 0.00'1 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 ' 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--' --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- ""' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 4.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 -- -- 1712 55.0 55.0=L eff. 4.46 7.93 2.82 3.88 1.00 EV,nd 12.39 EVEQ 6.70 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: Elevation B Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.88 kips Design Wind E-W V i= 9.52 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.88 kips Sum Wind E-W V i= 9.52 kips Min.Lwall= 2.29 ft. per SDPWS-2006 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL effl. C 0 w di V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Rear 1.Ta* 283.6 8.0 40,0 1.00 0.15 1.62 0.00 0.66 0.00 1.00 1.00 83* 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 5.28 12.11 -0.93 -0.93 12.96 0.70 -0.20 -0.20* 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 7.59 17.41 -0.91-1.02 -0.91-1.02 18.63 20.70 -0.19 -0.19* Rear 4,Td 0' 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 203 2.64 6.06 0 0 6.48 7.20 -0.22 -0.22 - - 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 0.00 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 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 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 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 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 1.04 0.00 0.00 6.80.04 0.94 0.94 6.800.00 .80 1 1.24 0.00 0.00 0.00 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* * .24 3.03 3.03* 340 2.22 Front 4.Tc 119 2.0 9.7 1.00 0.15 0.68 0.00 0.28 0.00 1.00 0.50 277* * 340 2.22 0 0.73 1.11.73 . 1.11 6.80 1.24 3.03 3.03* 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* * 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 0.71.1 340 2.77 1,10 00 0.991 1. 0.91 1.11 6.80 5.44 1.31.37 3.43 3.43* 2.99 2.99* Front 4.Tf 148,7 2.5 11.7 1.00 0.15 0.85 0.00 0.35 0.00 1.00 0.63 222* * 340 2.77 1.10 0.91 0.91 6.80 1.31 2.99 2.99* - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- _� 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ • 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 _ - - 0 0.0 °0,0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- _ - - -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 + 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ _ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ - - .- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00" 0.00 0.00 0.00 0.00 1.00 0.00 0__ _ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 __ - - _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 37.5 37.5=L eff. 9.52 0.00 3.88 0.00 EVw„,d 9.52 EVEQ 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 r 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 i= 6 0 kips Sum Wind E-W V 1= 14.87 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind r.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 eff. C 0 w dl V level V abv level V abv. 2w/h v i Type Type V i OTM ROTM Unet Ueum OTM RoTM Unet Ueum U,,,m HD (sqft) (ft) (ft) (kV) (kip) (k•. (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Rear 1.Ta 107.6 4.3 12,3 1.00 0.15 0.3, 1,20 0.18 0.49 1.00 0.94 166* * 361 5.98 1.98 1.12 0.18 13.80 2.36 3.19 3.00* Rear 2.Tb 98.77 3.9 12.3 1.00 0.15 0.1 1.10 0.16 0.45 1.00 0.87 181 * * 361 5.49 1.82 1.14 0.23 12.66 2.16 3.25 3.06* Rear 3.Tc 158.3 6.3 19.5 1.00 0.15 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,- 63.31 2.5 1 * 361 3.52 1.85 0.91 0.91 8.12 2.19 3.23 3.23* 0.0 1.00 0.15' 0.20 0.70 0.10 0.29 1.00 0.56 282* 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.P 0' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- Int N/A 181.1 5.5 5.5 1.00 •.15 0.57 0.00 0.30 0.00 1.00 1.00 54 P6TN P6TN 103 2.68 1.15 0.32 0.32 5.10 1.36 0.77 0.77 0.77 Int N/A 246.9 7.5 7.5 1.00 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 - - 0 0.0 ''0.0 1.1, 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 . 8 10 a 0.0 p400 0. .3• 0 00 0 0 0.00 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 e 0,p 0.e 1.40 0.00 0.,0 0.0 00 0.00 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 117.1 2.4 20.5 1.00 0.15 0.37 0.89 0.19 0.62 1.u. 0.54 629 ABWP ABWP 785 7.35 1.88 3.13 4.07 17.06 2.23 8.48 11.51 ABWP Front 4.Tb 0; 0.0 0.0 1.00 0.15' 0.00 0.00 0.00 0.00 1.0', 0.00 0'-" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Tc 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0 -- Front 4.Td 117.1 2.4 20.5 1.00 0.15 0.37 0.89 0.19 0.62 1.'` 0.54 629 ABWP ABWP 785 7.35 1.88 3.13 4.24 17.06 2.23 8.48 11.90 ABWP r. T- 9. 91 0 11 ' 00. I 5 0. e , 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 4.Tf 96.91 2.0 11.7 1.00 0.15' 0.30 1.49 0.16 0.35 1.00 0.44 569* 576 4.55 0.88 2.75 3.66 10.38 1.05 6.99 9.99* - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 "' -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 ` 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"' ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0; 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -"-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00'J 0.00 0.00 0.00 0.00 1.00 0.00 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--- --- 1712 48.7 48.7=L eff. 5.35 9.52 2.82 3.88 EV wind 14.87 EVEO 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 A H head= A v hdr eq= 63.4 pff -► v hdr w= 155.7 plf 1 Fdragl eq= 183 F2 eq= 166 Fdragl w= ...8 F2 -408 H pier= v1 eq= 127.9 plf v3 eq= 127.9 p/f P6TN E.Q. v1 w= 313.8 p/f v3 w= 313.8 p/f P6 5_0 WIND feet H total= 2w/h= 1 9 2w/h= 1 feet v Fdrag3 eq= : F4 e.- 166 Fdrag3 w=448 F4 w=408 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 63.4 p/f P6TN 3.0 EQ Wind v sill w= 155.7 p/f P6 feet OTM 6234 15297 R OTM 4461 5363 • UPLIFT 173 969 Up above 0 0 UP sum 173 969 H/L Ratios: L1= 2.8 L2= 5.5 L3= 2.6 Htotal/L= 0.82 Hpier/L1= 1.76 ► 11.4 ► 4 Hpier/L3= 1.94 ► L total= 10.9 feet JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4.Tc,4.Td Roof Level w dl= 150 plf 277.1 pounds V3 eq= 277.1 pounds V eq 554.1 pounds V1 eq= V3 w= 679.9 pounds V w= 1359.7 pounds V1 w= 679.9 pounds 58.3 plf v hdr eq= v hdr w= 143.1 plf H head= A 1 Fdragl eq= 160 F2 eq= 160 -394 Y Fdragl w= '4 F2 E.Q. H pier= vi eq= 173.2 plf v3 eq= 173.2339.9 plf P6 P6 WIND 5.0 v1 w= 339.9 plf v3 w= plf feet 2w/h= 0.8 H total= 2w/h= 0.8 9 Fdrag3 eq= :$ F4 e•- 160 feet • Fdrag3 w=394 F4 w=394 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 58.3 p/f P6TN 3.0 EQ Wind v sill w= 143.1 plf P6TN feet OTM 4987 12238 R OTM 3379 4061 UPLIFT 182 926 Up above 0 0 UP sum 182 926 H/L Ratios: L2= 5.5 L3= 2.0 L1= 2.0 Htotal/L= 0.95 ► 4 4 Hpier/L1= 2.50 Hpier/L3= 2.50 1 L total= 9.5 feet JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4.Te,4.Tf Roof Level w dl= 150 p/f V eq 692.6pounds 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 0. ► v hdr eq= 60.2 p/f ► •H head= A v hdr w= 147.8 p/f 1 v Fdragl eq= 196 F2 eq= 196 • Fdrag l w= ,;0 F2 -480 H pier= v1 eq= 138.5 plf v3 eq= 138.5 p/f P6TN E.Q. 5.0 v1 w= 339.9 plf v3 w= 339.9 p/f P6 WIND feet H total= 2w/h= 1 2w/h= 1 9 • Fdrag3 eq= z• F4 e•- 196 feet • Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 60.2 p/f P6TN 3.0 EQ Wind v sill w= 147.8 plf P6TN feet OTM 6234 15297 R OTM 4951 5951 • • UPLIFT 118 863 Up above 0 0 UP sum 118 863 H/L Ratios: L1= 2.5 L2= 6.5 L3= 2.5 Htotal/L= 0.78 ► 4 ►4 ► Hpier/L1= 2.00 . 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 w dl= 150 p/f V eq 1275,1' pounds V1 eq= 677.4 pounds V3 eq= 597.7pounds V w= 2940.6 pounds V1 w= 1562.2 pounds V3 w= 1378.4 pounds > v hdr eq= 106.3 p/f A H head= A v hdr w= 245.0 plf 1 y Fdragl eq= 226 F2 eq= 199 Fdragl w= ' 1 F2 -459 H pier= v1 eq= 159.4 plf v3 eq= 159.4 p/f P6 E.Q. 5.0 v1 w= 367.6 plf v3 w= 367.6 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 . Fdrag3 eq= • F4 e.- 199 feet A Fdrag3 w=521 F4 w=459 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 106.3 plf P6TN 3.0 EQ Wind v sill w= 245.0 plf P6 feet OTM 11476 26465 R OTM 5391 6480 ‘ • UPLIFT 537 1763 Up above 0 0 UP sum 537 1763 H/L Ratios: L1= 4.3 L2= 4.0' L3=' 38 Htotal/L= 0.75 4ii. 1 1.4 Hpier/L1= 1.18 Hpier/L3= 1.33 L total= 12.0 feet JOB#. Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 1.Mc,1.Md Roof Level w dl= 150 p/f V eq 1368.9 pounds V1 eq= 977.8 pounds V3 eq= 391.1 pounds V w= 3157.1, pounds V1 w= 2255.0 pounds V3 w= 902.0 pounds -'► v hdr eq= 62.2 p/f --► A H head= A v hdr w= 143.5 p/f 1 "1 Fdragl eq= 589 F2 eq= 236 Fdragl w= -58 F2 -543 H pier= v1 eq= 156.4 p/f v3 eq= 156.4 p/f P6 E.Q. 5.0 v1 w= 360.8 p/f v3 w= 360.8 p/f P4 WIND feet Htotal= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= :• F4 e.- 236 feet • Fdrag3 w=1358 F4 w=543 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.2 p/f P6TN 3.0 EQ Wind v sill w= 143.5 plf P6TN feet OTM 12320 28413 R OTM 18119 21780 4 UPLIFT -272 311 Up above 0 0 UP sum -272 311 H/L Ratios: L1= 6.3 1...2= 13.3 L3= 2.5 Htotal/L= 0.41 Hpier/L1= 0.80 0. r Hpier/L3= 2.00 L total= 22.0 feet JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4.Me,4.Mf', 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 A H head= A v hdr w= 203.5 p/f Fdragl eq= 327 F2 eq= 327 Fdragl w= .6 F2 1 `t -746 ' H pier= vi eq= 252.9 plf v3 eq= 252.9 plf P4 E.Q. 3.0 vi w= 576.5 p/f v3 w= 576.5 Of P3 WIND feet H total= 2w/h= 1 2w/h= 1 7 - Fdrag3 eq= F4 e•- 327 feet . Fdrag3 w=746 F4 w=746 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 89.3 plf P6TN 3.0 EQ Wind v sill w= 203.5 plf P6 feet OTM 7082 16141 R OTM 4805 5777 UPLIFT 213 972 Up above 118 863 UP sum 332 1835 H/L Ratios: L1= 2.0 L2= 7.3 L3= 2.0 Htotal/L= 0.62 4 I. 4 ►. b Hpier/L1= 1.50 Hpier/L3= 1.50 L total= 11.3 feet �tfij 4 ,:i ' •• rc ` •. ariaTecnnlc .o M TT-1O0F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 APA—The Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH = 22 1/2"): EQ = 810#< EQ (ALLOW)= 1031# WIND= 1260#<WIND (ALLOW)= 1444# Table 1.Recommended Allowable De gn Val. •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu • eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shear(o)(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10fgn 1Q31 EQ(1444 WIND) roundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap per wind design min 1000 lbf 2'to 18'rough width of opening I on both sides of opening - for single or double portal opposite side of sheathing _ . ...... ...... .• _ - il Pony ,�� wall height ' ,•,,':'' _IL, • kk 4.,Ok ..0, ,.-t 1,-,trX.4:4,>*4.1-0Vt87 ,..*, 1 ,,,:. r Fasten top plate to header with two rows to o h ;i sinker nails s f 16d typ 7. 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 • r total I. k. Header to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges ' shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking Thick wood structural panel sheathing with within middle 24"of portal max 8d common or galvanized box nails at 3"o.c. • • r height.One row of 3"o.c. height ',- '.. in all framing(studs,blocking,and sills)typ. nailing is required in each -4 panel edge. Min length of panel per table 1 Typical portal frame construction el Min(2)3500 lb strap-type hold-downs Min double 2x4 post(king (embedded into concrete and nailed into framing) and jack stud).Number of —Min reinforcing of foundation,one#4 bar jack studs per IRC tables i•,,,, top and bottom of footing.Lap bars 75"min. s,t� f R502.5(1)&(2). Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- into framing) with 2"x 2"x 3/16"plate washer 2 10 2014 APA-The Engineered Wood Association • References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Later cd 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 APA trademarked products.For additional assistance in specifying engineered wood products,contact us: www apawood.org APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400■E-mail:help@apawood.org Form No.TT 1 OOF Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult 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 APA—The Engineered Wood Assoc want 180 Nickerson St. CT ENG IN EE R IN G Suite 302 n Seattle,WA ,1 Q A-7 IN c ,n An' , nJj A p!�j Date: f✓L6. 0 1 , (206)285-4512 Prosect IJ� @ �' L+�""'" 1/VI�Cii f�y(JlV(JG� client: g, 12� 32 CU�J5 29),P516,.5,1-) Page NumbFAX: er. (206) 285-0618 I , - eQ auu AT. r (T A) tI 122( iI Tv9- (1‘074) ?,0777))14 6/117- .71* ()E5)7) 8:54i/11) L.1)C0.2 LI7 o 1 (WL3)(tz-.) 2 o,1 ( o vJ mh 6)(,2.)liat 68 .9,4 )• 4f, attp -- ) 5' 1 x Frd. uo/(2) .4- ©,;66 6 tur /2Xkz o/ - Kill ___ 11 z. 64-4- t1 eAC, Q_QV 11 5 �� iL Ao.,) P) ` = 4.,5 , �,L. l w A.44- Structural Engineers WOOD FRAME CONSTRUCTION MANUAL G3 �+.f Table 2.2A Uplift Connection Loads from Wind . (For Roof-to-Wall,Wall-to-Wall,and Walt-to-Foundation) 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly , Design Dead Load Roof Span(ft) Unit Connection Loads(plf)14.3'4'5s,7 12. 118 128 140 164 190 219 249 281 315 369 2 24 195 213 232 •272 315 362 412 465 521 612 0 psf8 36 272 298 324 380 441 506 576 650 729 856 48 350 383 417 489 567 651 741 836 938 1100 60 428 468 509 598 693 796 906 1022 1146 1345 Ml 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 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 (, 4 20 psf 36 32 58 84 140 201 266 336 410 489 616 ; " 48 38 71 105 177 255 339 429 524 626 788 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 • 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 ' feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet in width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, E: multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) I 12 I 1619.2 24 48 Multiplier 1.00 1.33 I 1.60 I 2.00 4.00 • ' 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. • Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wali'or wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 pif) for each full wall above. • 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the t `i'a!{'s header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ' - For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length 1 • includes the overhang length and the jack span. Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. - • "' AMERICAN WOOD COUNCIL 180 Nickerson St. Suite 302 C T E N G/I�/N E E��R II N/y GG 1 Seattle,WA Protect: 98109 1V P `�kL_ v)�`"At C r � . Date: (206)265-4512 FAX: Page Number: (206)285-0618 Client: . \Aiii\ti) . 011*CO '-' I i UP)‘R.I-' ' .TI4() 7S9 1,41L- 4,./ N1E5a)OTO 1I',) D .A ��T, MA-0\41_ -"T A & 1, - U'S� QP ! r i U� 110 MQ ( utT1 . . g i-I - 3 15 P5 XnF D2. I0" 4 t) C,ANAM s5 ), ----= 4?)1 f f- b• '4;. —'47:47.... 4.0L: ( IMP iPe 111 6-00-1 ( ,,,c)(0-3- (0,6) . + - - 43' 1 2Y 1AM3 ,mss 0 T9v16 • ( N 2 6( 21:---- ul---- Li\-6)(2) 0,0) 0,6) .:___. - ,?._ 4. ( .-Dit _ : : . ; e ) ( < (2 ( ?61 14----. 6V6Y6°A)(0,75 (0,( `— `-lit - �b Kai‘Q& CO P. 6vo+kn o &6-A. R.Y. NO t- R ,- TY i too- = (5)C naD 7-- 6111-4F 1 ✓' Structural Engineers TRUSS TO WALL CONNECTION '-;1'1 VAI In ; P of TRUSS PLIES CONNECTOR TO TRUSS TO TOP PLATES UI'I 11 I 1'1 1 H1 (6) 0.131"X 1.5" (4) 0.131'X 2.5" ;10II ,I!,. 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 51',!1 nu 1 SDWC15600 _ - ,i;,.. ._ .I ...... 2 1110-2 (9) 0.148"X 1.5" (9) 0.148"X 1.5" 111/0 • 700- 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. TART *7•1•1- 2 (2)SDWC15600 - - '1i0 7.01 3 (3)SDWC15600 - - 14'6 :1.1.'3 ROOF FRAMING--PER-PLAN BdAT6" O.C. K'G z 2X VENTED BL . '�' AT 0.1316'"O• C X 3" TENAIL : - --- ° r \H2.5A & SDWC15600 STY!F COMMON/GIRDER TRUSS -TIL-- 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 'PF VAI.UFS i of TRUSS ------.-._ PLIES CONNECTOR TO TRUSS TO TOP PLATES UP1.TFT F1 1 HI (6) 0.131' X 1.5" (4) 0.131" X 2.5" 40 415 1 112.5A (5) 0.131"X 2.5' -[ (5)0.131" X 2.5' SS [ jib .-- 1 SDWC15600 __ .._.. - - rtY'i 115 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" 1070 701 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131'X 2.5" EA. 3070 7711 2 (2)SDWC15600 - - 1711 231Y 3 (3)SDWC15600 - - 145s'._._....._`ry., ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE Bd AT 6" O.C. CONNEC11ONS ,G 1.11116//b21% i% lit H2.5A Sc SDWC15600 STY!F COMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 1 19 I TYPICAL TRUSS TO WALL CONNECTION [ PL14-90 3-31-14 , n R O S E B U R G J5 MAIN 9:04am lofl CS Beam4.605 kmBeamEngine 46026 Materials Database 1476 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing:Continuous Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename: BeamI MiiiiRNOMMIiu '^ .. ,ee . ." Mi t � ,ta ; e u ... e:: / / 14 8 0 14 0 0 9 2880 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 509# -- 2 14' 8.000" Wall DFL Plate(625psi) 3.500" 3.500" 1469# -- 3 28' 8.000" Wall DFL Plate(625psi) 3.500" 1.750" 485# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 403#(252plf) 106#(66p1f) 2 1130#(706p10 339#(212p1f) 3 387#(242p1f) 984(61p1f) Design spans 14' 5.375" 13' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1551.'# 2820.'# 54% 6' Odd Spans D+L Negative Moment 2075.'# 2820.'# 73% 14.67' Total Load D+L Shear 744.# 1220.# 60% 14.66' Total Load D+L End Reaction 509.# 1151.# 44% 0' Odd Spans D+L Int.Reaction 1469.# 1775.# 82% 14.67' Total Load D+L TL Deflection 0.2689" 0.7224" L/644 6.72' Odd Spans D+L LL Deflection 0.2261" 0.3612" U766 6.72' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow--115% Roof=125% Wind=160% SIMPSON All produc names are tradema ks of their respec ive owners KAMI L.HENDERSON EWP MANAGER Strong-Tie Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The LAKE OSWEGO,OREGON design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product irmfallation according to the manufacturer's specifications. 503-479-3317 PL15-52 2-16-15 , ti Roseburg MAIN 3:52pm A Forest Products Company J6 1 of 1 CS Beam 4.11.26.1 kmBeamEngine 4.11.26.1 Materials Database 1516 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 ellEMIRMSBMIIIIMPSIETEEVERVVIROMMaggitignailliegtalSMOIrli .�,,,w,,,,,,,,,,,,,,eer.,�;«,^�„��Jr,��Qr*'�,.w�,°°.�° , ,,.,,..MML,. ,<^a�"a'�..,,.,,..,....,.s,m,m.,,�,,,..,sauiegt:..,..R s ,,,,,,,,Or',. / / / 14 0 0 14 8 0 9 0 CO 2880 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 485# -- 2 14' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1469# — 3 28' 8.000" Wall DFL Plate(625psi) 3.500" 1.750" 509# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 387#(242p1f) 98#(61 plf) 2 1130#(706p1f) 339#(212p1f) 3 403#(252p1f) 106#(66p1f) Design spans 13' 9.375" 14' 5.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1551.# 2820.# 54% 22.67' Even Spans D+L Negative Moment 2075.# 2820.# 73% 14' Total Load D+L Shear 745.# 1220.# 61% 14' Total Load D+L End Reaction 509.# 1151.# 44% 28.67' Even Spans D+L Int.Reaction 1469.# 1775.# 82% 14' Total Load D+L TL Deflection 0.2689" 0.7224" L/644 21.95' Even Spans D+L LL Deflection 0.2261" 0.3612" L/766 21.95' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON Stroh Tie Copyright(C)2013 SimpsonEWP MANAGER g• py g by Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,tloorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663