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Specifications /u 5 /7- .0 3,F?.S- /75- 10,^e- CTENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (V) 208.285.0818 (F) 15238 HLUEIVED Structural Calculations DEC 3 0 2015 VSIB DING ON River Terrace Eo PRO Plan 5 •��'��GINF �� F, , so �' o Elevation A Tigard, OR ti R22 9 S T. Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 C T INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)5/8 gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood(O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF (2) 8 HDR 2x8 H DR (2 2x8 HIR ( 2x8 H R (2 8 HER ZB.1 RB.2 RB.3 RBA RB.5 ----------- 2 --- ---- �p0 H °° cr c x I. i3 x N W ____ ____ ---- --- - g m ro N � r V m F a � ---- ---- ._....... ..........._..........._...... .......... 7 S9.1 :`:`':. - . --- ............... ... ---- ---- N T2) 2................ .......................... ............ H HDD 2 2 a GT.a4 x ............. ............. 'a B.11 RB I1 RB.13 RB.12 PLAN 5A PLAN 5A Roof Framing Plan 1/4"=1-0" CT# 14051 2014.05.09 1/4" = 1-0" (11x17) w 8 S1. P4 1.Ta 1.Tb 1.TC v77 o O II F II i II � i M F mw R i F i i i F 4 ti F Ta 4.Tb 4.Tc 4.Te 4.Tf P4 P4 8 8 4.Td not used this eleS1 ion St. PLAN 5A PLAN 5A Top Floor Shear Plan CT# 14051 2014.05.09 1/411 = 11-011 (11x17) 8 8 s1. s1. P4 P4 14 STHD14 1.Ma 400 HDR 1.h117 3.5x9 GLB HDR /,.M- 4x10 HDR 4x10 HDR 400 HDR AN �.l B.2 B 3 _B 4 B.3 ji ii I i li 1 0 :rn I I II 1 N I I II 1 7 -Z 1 I 1 i F 1 0 1 Z LL I I I i U 1 N 1 I I 1 1 I Oi I I I 1 1 ' 1 a• a I i 1 O 3.5x9 LBH R � ------------ ___ - �IG1 1 3.5x BEM - BI -- - -- L --- N ---4--- --- --- -- - -F� --- --- i t10 B.11 B.12 i U, I I 41 IIDR STAIR / r.ZS D14 o ij TW 1 --- i \FRAMING x M I ITHC ST D14 'c3 - -- r - --- ' / \ P4 S HDI 4 STHD14 _BIG BEAM FB r 5.5x 8l�B HDR B.13 O .14 4 I I 15 xn -- ---- --- I I II II I II II 1 II II I II II 1 11 II II II II II � I I N II ' K II x I II I 18 rn l 1 i n 2 HDR 5.125172JC{L 3 HDR 4—.. I V B 8B.16 I 1 (2)2x8 HDR (2)2x8 DR 2)2x8 DR 74 14P3 THD14 14 THD74 STHD14 B.15 STHD14S9.0 (2 2x8 HD I 2x LEDGER 2xLE , �.Me I I P3 LJ_____L_ __ _ ____ ____ J 4.Mc & 4.Md not used this elevation B.17 8 5 MONO TRUSSES S1. S9.1 @ 24'O.C. PLAN 5A PLAN5A Main Floor Shear/Top Floor Framing 1!411=11-�° CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) 40'-0" 3' 4._0. 3• 1._3. T.O.S. 31/2"CONC.SLAB o d -0��• T.O.S. STHD14 STHD14 ..... ........ .................... ...... .. .................. .. ...... ............. .. 1 STp 77 HD14 -- .. I L I -.14'-83/8" � 14'•.0. 11'-31/4 I 1.76x9.6 L 1. I I r 1 - - I 1 1 I L I 1 I 112"TA FLOOR JOISTS @ JNSTALL SYSTEM TO ALLOW 1 1 - 9.2"•O.C. P U.N.O � ADEQUATE DRAINAGE AT CRAWL SPACE 1.75x9. LVL 0 18"X18"x10"FTG. } _ �W/(2)#4FACHWAY TYP I -1'-01/2' 1 I 1 1 �. -1 -.-77- ........... - 1 4 I I I .�.I.' I I .. d'-b" 6`._.... .-X8,-01 --11 1 "1 i 2.6 PONY WALL FOR _ J. 1 _ _ _I. 1 .1 .. 1 } I 1.75"WIDEL TOMATC tJOIST _i. DEPTH PONY WAL-S.. 1 1 I �STHDf4 -- - -- -- - T---- -1 V2' ._.�.I.' ... .. I �. 1 WH �I STHD14---_ STHD14 1 1 I 1 I P4 T.O.S. 1 1 r 30"x20'x10"FTG I 1 7S WIDE LVL TO TCHi 1 1 I I 1 JOIST DEPTH AB PONY. 1 W/(3)EA WAY 1V ALL .. 1 1 20'-6' 1 8'--2$/d' .... ....._41'-31/4".. 1 1 1 STHD14 r I._ .. .S. A I ...... L.. .^- I I I 1 1 1 I I 5 I I 1 1 3 112"CONC.SLAB 1 SLAB SLOPES 31/2" 1 1'-01/2• FROM BACK TO APRON ...i. I 1 VERIFY GARAGE SLAB HEIGHT 1 I WITH GRADING PLAN ' 1 ('16 - Ix 12* I I I I I L- -J r-,- l r 2x4. • I r WALL -.. ..-.'I-. 1 31/2"CONC. STHD14 _1��1n. 18 STHD14 1 SLOPED DOWN D1 56.1 I 114 :12 Fl 6 --------- -------- -- 1' P3 D1 P3 i STHD14 STHD14 P3 L_ J B S1. 7 16 SIM. S6.1 16'-3' 2'-2" D1 T-10" 11'-8" PLAN 5A PLAN 5A Foundation Plan 1/4"=V-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:6 MAR 2014,9:18AM , v 00 ��E MIN 3 Lic.#: KW-06002997 Licensee c.t.engineering-: �f Description : PLAN 5-A Roof Trusses flGT.a1 ? 4 a y € psr2412 NDB,IBG 20'12, ', •1 t ASCD 7Q BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 750.0 psi Fc-Pril 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unit Load: D=0.0150, S=0.0250 k/ft,Trib=3.0 ft Design Summary Max fb/Fb Ratio = 6.765. 1 fb:Actual: 4,720.15 psi at 22.000 ft in Span#1 0 0.0450 s 0.0750 Fb:Allowable: 697.70 psi Load Comb: +D+S+H Maxfv/FvRatio= 0.568: 1 aa.on, aX�z fv:Actual: 96.55 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr E W E H Downward L+Lr+S 11.778 in Downward Total 18.845 in Left Support 0.99 1.65 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.99 1.65 Live Load Defl Ratio 44 <360 Total Defl Ratio 28 <180 9 P `1i Mft-- 1«�Z' 'Y' r?-s �.,. .dn = i - n•efx 2E1'12!i•+wTr �"Y iV i �+'�•iM Ike BEAM Size: 4x12,Sawn, Fully Unbraced u Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 750.0 psi Fc-Prll 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unit load: D=0.0150, S=0.0250 k/ft,Trib=3.0 ft Design Summary Max fb/Fb Ratio = 6.765; 1 fb:Actual: 4,720.15 psi at 22.000 ft in Span#1 0 0.0450 s 0.0750 Fb:Allowable: 697.70 psi Load Comb: +D+S+H Max fv/FvRatio= 0.568: 1 4a.ork aX1z fv:Actual: 96.55 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi Load Comb: +D+S+H -Max De ections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 11.778 in Downward Total 18.845 in Left Support 0.99 1.65 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.99 1.65 Live Load Defl Ratio 44 <360 Total Defl Ratio 28<180 6 DO 11I M GT a3 � i� luj 20iZ 1±1 1SC2t1 4` C21il ' 10 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 750.0 psi Fc-Prll 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,0.0 ft to 6.0 ft,Trib=2.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,6.0 to 20.0 ft,Trib=17.50 ft Point: D=0.990, S=1.650 k @ 6.0 ft Design Summary Max fb/Fb Ratio = 8.264; 1D 0.2625 S 0.4375 fb:Actual: 6,075.59 psi at 9.667 ft in Span#1 0.030 s 0.050 Fb:Allowable: 735.18 psi Load Comb: +D+S+H Max fv/FvRatio= 1.475: 1 20.0 k 4X12 fv:Actual: 250.69 psi at 19.067 ft in Span#1 Fv:Allowable: 170.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 3.106 in Downward Total 4.970 in Left Support 2.13 3.55 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.71 4.52 Live Load Defl Ratio 77 <360 Total Defl Ratio 48 <180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:6 MAR 2014,9:18AM Moul Mlm KW-06002997 Licensee c.t.engineering y � �W. GT a4 �: �- � �� z �•�_� tom..._ _: ?•r, �,;., BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 750.0 psi Fc-Pr11 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,0.0 ft to 5.50 ft,Tdb=17.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,5.50 to 11.50 ft,Tdb=2.0 ft Point: D=0.990, S=1.650 k @ 5.50 ft Design Summa Max fb/Fb Ratio = 3.016. 1 D 0.2625 S 0.4375 D 0.030 S 0.050 ` • fb:Actual: 2,239.39 psi at 5.482 ft in Span#1 Fb:Allowable: 742.56 psi Load Comb: +D+S+H Max fv/FvRatio= 0.849: 1 tv:Actual: 144.30 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi 11.50 ft, 4x12 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.337 in Downward Total 0.540 in Left Support 1.66 2.77 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.95 1.59 Live Load Defl Ratio 409>360 Total Defl Ratio 255 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Protect Descr: (206)285 4512 Fax: (206)285 0618 Printed:5 MAR 2014,5:00PM Description : PLAN 5.A\Top Floor Framing ill W" � B.1 -m."y�♦ * ,' yam` �sp/a "` C /� A BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=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 Max fb/Fb Ratio = 0.795. 1 0 o.oai ,o fb:Actual: 983.60 psi at 2.663 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.588: 1 fv:Actual: 121.63 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 ft,4X10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.024 in Downward Total 0.038 in Left Support 1.05 0.87 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.60 0.87 1.84 Live Load Defl Ratio 2120 >360 Total Defl Ratio 1333>180 VyT � e �n B 2 1t. th12..lCi :iBG C8C 2043,'�E fi0; BEAM Size: 3.125x9,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-PrIl 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,2.670 to 6.50 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.560, S=0.9350 k @ 3.250 ft Design Summary a.g Max fb/Fb Ratio = 0.792. 1 0 " fb:Actual: 2,168.64 psi at 3.250 ft in Span#1 Fb:Allowable: 2,738.45 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.615: 1 fv:Actual: 187.53 psi at 5.763 ft in Span#1 Fv:Allowable: 304.75 psi 6.50 ft, 3.1254 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.119 in Downward Total 0.189 in Left Support 1.43 1.33 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.97 1.33 2.02 Live Load Defl Ratio 654 >360 Total Defl Ratio 412 >180 d #:ak it s,p11r 10041[OtABC 201X GBG�18i%AttEi-10 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=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:5 MAR 2014,5:OOPM < a & ct Bey ��`. SPR,PERr KW-06002997 Li�-ensee c.t.engineering Design Summary o Max fb/Fb Ratio = 0.681 : 1 - fb:Actual: 842.88 psi at 1.941 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.502: 1 fv:Actual: 103.92 psi at 0.000 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 n,4x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.023 in Downward Total 0.036 in Left Support 1.17 0.87 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.34 0.87 1.40 Live Load Defl Ratio 2242 >360 Total Dell Ratio 1411 >180 B x qg " !, 6 A P, BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 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=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=23.0 ft Un'rf Load: D=0.010 k/ft,Trib=8.0 ft Desiqn Summary Max fb/Fb Ratio = 0.578. 1 fb:Actual: 715.19 psi at 2.125 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.401: 1 fv:Actual: 83.02 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 42e0R 400 Load Comb: +D+0.750L+0.750S+H Max De ections Max Reactions (k) D I Lr S W E H Downward L+Lr+S 0.020 in Downward Total 0.031 in Left Support 1.23 0.87 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.23 0.87 1.22 Live Load Defl Ratio 2591 >360 Total Defl Ratio 1632 >180 Wc�d... ►� �� 5 Tip.. . ,,. £., dfitls #l,1 ; fD3 t% 1)�s'C$".�1!#I31.YCE 7''I0° 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 klft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary e Max fb/Fb Ratio = 0.109. 1 fb:Actual: 127.33 psi at 1.375 ft in Span#1 Fb:Allowable: 1,169.59 psi Load Comb: +D+S+H Max fv/FvRatio= 0.092: 1 fv:Actual: 15.85 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 2.750a 2-2.e Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.23 0.06 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 0.06 0.17 Live Load Defl Ratio 19147 >360 Total Defl Ratio 9430 >180 CT Engineering Project Tide: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:5 MAR 2014,5:DGPM rr 4"~ 0111 k1l"I" I orb 3NA '31 NFER ON ties B.6 _4 Wm MI" 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 kfft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 0,Trib=8.0 ft Design SummaryIWO 0801 Max fb/Fb Ratio = 0.520; 1 fb Actual: 606.14 psi at 3.000 ft in Span#1 Fb Allowable: 1,165.07 psi Load Comb: +D+S+H Max fv/FvRatio= 0.283: 1 fv:Actual: 48.83 psi at 5.400 It in Span#1 Fv:Allowable: 172.50 psi 60 ft 2-NO Load Comb: +D+S+H Max Deflections Max Reactions (k) Q L Lr S W E H Downward L+Lr+S 0.039 in Downward Total 0.079 in Left Support 0.51 0.12 0.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 0.12 0.38 Live Load Dell Ratio 1843 >360 Total Dell Ratio 908 >180 Wim! k 10 b.7 ,ti an-""' ito i lqftV61� 3;ASCE 7-10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 kfft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k1ft,Trib=5.0 ft Unif Load: D=0.010 k1l't,Trib=8.0 ft Design Summary 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 Max fv/FvRatio= 0.195: 1 fv:Actual: 33.57 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 4.50¢2-Z(8 Load Comb: +D+S+H Max Deflections Max Reactions (k) Q L Lr _q W a H Downward L+Lr+S 0.012 in Downward Total 0.025 in Left Support 0.38 0.09 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.09 0.28 Live Load Dell Ratio 4369>360 Total DO Ratio 2152 >180 d ', -atn,Desion' B.8 BEAM Size: WO,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 k1ft,Trib=14.750 ft Design Summary ()10.2213LM590) Max fb/Fb Ratio = 0.277. 1 fb Actual: 298.66 psi at 1.750 ft in Span#1 Fb Allowable: 1,077.23 psi Load Comb: +D+L+H Max fv/FvRatio= 0.205: 1 fv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.50 fL 4.10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Ir a W E !i Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.39 1.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 1.03 Live Load DO Ratio 7745 >360 Total DO Ratio 5633 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:5 MAR 2014,5:OOPM , Y „x � F Lic.#: KW-06002997 Licensee c.t.engineering mue BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary o 0221s U0.590) Max fb/Fb Ratio = 0.277. 1 fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psi Load Comb: +D+L+H Max fv/FvRatio= 0.205: 1 MINE,, fv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi a50e,4.10 Load Comb: +D+L+H Max Deffections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.39 1.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 1.03 Live Load Defl Ratio 7745 >360 Total Defl Ratio 5633>180 B 10 „� y` 11�2 f4 2012, 0 2D13, E-740 BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: il-evel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pril 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Desi4n Summary D 0,2213 L 0.590 Max fb/Fb Ratio = 0.372. 1 fb:Actual: 766.31 psi at 3.000 ft in Span#1 Fb:Allowable: 2,062.40 psi Load Comb: +D+L+H Max fv/FvRatio= 0.295: 1 #Now" fv:Actual: 91.39 psi at 4.840 ft in Span#1 Fv:Allowable: 310.00 psi 6.0 4 1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L i S W E H Downward L+Lr+S 0.028 in Downward Total 0.038 in Left Support 0.66 1.77 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.77 Live Load Deft Ratio 2581 >360 Total Defl Ratio 1877 >180 B 11 N;' .. :" - /1 .�.•tatiieana plr 201 ,1t13C0t C$043,A plc 70 BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: il-evel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary D 02217 L 0.590 Max fb/Fb Ratio = 0.198; 1 fb:Actual: 431.05 psi at 2.250 ft in Span#1 Fb:Allowable: 2,180.79 psi Load Comb: +D+L+H Max fv/FvRatio= 0.175: 1 fv:Actual: 54.39 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 4.50k 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 Defl Ratio 6120 >360 Total Defl Ratio 4451 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:5 MAR 2014,5:OOPM n KW-06002997 Licensee c.t.engineering fl � M B 12 ©, 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 pd Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.0 ft Design Summary 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: 265.00 psi 8.0 ft 3.125x9 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr E 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 Deft Ratio 632 >360 Total Def!Ratio 459 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 25 MAR 2014 928AM ROOM- KW-06002997 Licensee c.t.engineering Description : PLAN 5.A\Top Floor Framing, Cont. NOW cakuitlons' r 2012"NQS, Ct112,cE#c 2013;J11Sc10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: il-evel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pril 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=8.0 ft Unif Load: D=0.0150, L=0.10 ktft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.422. 1 fb:Actual: 962.10 psi at 4.250 ft in Span#1 Fb:Allowable: 2,280.40 psi Load Comb: +D+L+H Max fv/FvRatio= 0.310: 1 #OMEN" fv:Actual: 95.96 psi at 7.338 ft in Span#1 Fv:Allowable: 310.00 psi 8.50 Q 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 WM 1, # ! B14 _ „ «: t r r 9L'slCtiletll jf4f # Ei -3$4Z,.Ctit.' 11'3s' CE "1t5 BEAM Size: 5.125x18,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pril 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fc-P 650.0 psi Ft 1 100.0 psi Eminbend-xx 930.0 ksi Fb Compr 1,850.0 psi erg p Applied Loads Unif Load: D=0.0150, L=0.040 ktft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.634. 1 D 0.180 U0.480) fb:Actual: 1,466.89 psi at 10.125 ft in Span#1 Fb:Allowable: 2,313.03 psi Load Comb: +D+L+H Max fv/FvRatio= 0.350: 1 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 V�"Q�'11�t11 dit'!S1n B 15 w . akulatioits par 2012 NDS; Bc x01Z:.*c 2013,AScE T 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-Pr1l 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summa lY D 0.1425 L 0.380 Max fb/Fb Ratio = 0.264. 1 fb:Actual: 268.39 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fv/FvRatio= 0.216: 1 fv:Actual: 32.43 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft.2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.006 in Downward Total 0.008 in Left Support 0.21 0.57 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.57 Live Load Defl Ratio 6403 >360 Total Deft Ratio 4657 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:25 MAR 2014.928AM .A'pw.- Nlli i9 • 1.11 .. _ .. � .. �µ�-�. _S�� .,�� ,�� R 5� ?�• ��. n.✓� �1!��■ht I��Y 11.1N.� ��"Rii}I�� 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-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=9.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=2.0 ft Design Summaiv Max fb/Fb Ratio = 0.771 • 1 fb:Actual: 1,834.37 psi at 8.250 ft in Span#1 Fb:Allowable: 2,379.23 psi Load Comb: +D+L+H Max fv/FvRatio= 0.369: 1 fv:Actual: 97.83 psi at 0.000 ft in Span#1 16.50 ft, 5.125x12 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.543 in Downward Total 0.760 in Left Support 1.42 3.14 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.42 3.14 0.41 Live Load Defl Ratio 364 >360 Total Defl Ratio 260>180 flrt � SQ3i k B 18 G9ku? t112(I13$ IIB+l::2ti'2;GBG 2013,;ASGE 7-1Q BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pct Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=4.0 It Design Summary o 0.060 s 0.10 Max fb/Fb Ratio = 0.272; 1 fb:Actual: 276.24 psi at 2.750 ft in Span#1 Fb:Allowable: 1,014.63 psi Load Comb: +D+S+H Max fv/FvRatio= 0.159: 1 fv:Actual: 23.87 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.50 ft,2-W Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.017 in Downward Total 0.027 in Left Support 0.17 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.28 Live Load Defl Ratio 3949 >360 Total Defl Ratio 2468 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Pfin1ed:6 MAR 2014,921 AM 111011 F0 KW-06002997 Licensee c.t.engin ering Description : PLAN 5.Ak Crawlspace Framing Wed Bealt�t 0,519h `f CSB 1 {:�Icuons}fir 2t12 NE)s,1 201fcBC 213,1kSCE -!o BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Tdb=9.50 It Design Summary D 0.1425 Q0.380) Max fb/Fb Ratio = 0.823. 1 fb:Actual: 883.28 psi at 3.750 ft in Span#1 Fb:Allowable: 1,073.71 psi Load Comb: +D+L+H Max fv/FvRatio= 0.403: 1 fv:Actual: 72.63 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 7.50k 4AO Load Comb: +D+L+H Max Deflections Max Reactions (k) D 6 Lr S W E H Downward L+Lr+S 0.074 in Downward Total 0.101 in Left Support 0.53 1.43 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.53 1.43 Live Load Defl Ratio 1222 >360 Total Defl Ratio 888 >180 TJI JOISTS and RAFTERS Code Code ; Code _§uIpst__.§qqps!_ Suggest _L c� Lick ............j�W------- ----------------- ------- ----------..................... ........................................................------------ ------- -4L max vmax! El L fb L fv L TL240 L LL360 L max TL deft. LL deft. L TL360 L LL480 L max TIL deft:TL deft:LL defl.:LL deft. --------------------- -------------------------------------------------------------------------------------------- size&gra d width ..jin. 1 ratio .............(U..........(�..........ft 11 ..........L ..........It it...............(�-------t! .I......... a..._...._.._._...---------- ------- -------------------------.................................................................................................... ------------------ ------------------------------------------------------- ---------------------------------------- 9.5 IQ IA 2AW1_2201. !Il! ?7.3� i�-.P 11M M. 1 13-31 0.44 360 0.32: fif 1 9. .......... 1.75 9.5 16 40 15 2380 12201 1.40E+08 16.11 33.27 16.19 15.73 15.73 0.72 i 0.52 14.14 14.29 14.14 ------------ --------495 ----- ..........i- .........................................................................................................................4----------------------------------------------------------- ..................................2-lil�...... 15 2380 12201 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.791 0.58 15.57 15.73 15.57 0.52 360 0.38: 495 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- ----------------------------------------- ------------- 9.5"TJI 110 1.75 9.5 96 40 15 2380 12201 1.40E+08 2080 5545 1919 1864 1864 0.85:._._._..__0.62 1677 1694 16.77 0.56 360 .41 495 ---------------------------------------------------------------- ---------- 9.5"TJI 110 1.751 --------------------------- ------------ 6.-6 19.2 40 10 2500 1220 1.57E+08 15.81 30.50 16.34 15.37 15.37 0.64 0.51 14.27 13.97 13.97 0.44 384 0.35 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17,36 16.34 16.34 0.68 0.64 15,17 14.84 14.84 0.46 384 037 480 9.5.Tit 110 1.751 �5 121 4�19.6 � 10 29.�00 11 11 0.7 O....6�O l.. 69 16.1. 0.51 314 480 ------------- 1751 01 5 10 2500 20. 17.60 17.60 ........................... . ......!480 12201 1 57E+081 -6. TJ111 ...................... --------------------------- .......................................... ...................................... ....... ... .................................... ............... ------------ ------------- 2.0625 19.2 40 10 3000 13301 '17.32 33.25 17. 16.30 16.301 0.68 1 �6 :Flf 5 1 ii 15.13 14.81 14.81 0.46 384 0.3V 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15,74 15.74 10.49 384 0.39 480 .5"TJI 210 2.062111 1 2 .5 41 0 �l 19:�11:. 0.791. 0.64 17.7 2!� 17.32,.:::::O�.1 384 0.43: 480 330 1.'7E+9------ 24 20.5 6.86!;: 1�1 5 .1 3000 .66.. 0.47 480 ... - I ------ ------9.5"TJI 230 2.3125 --------------- `9 ----------------- -------------6-115-1-6.2------io- 1-6 3330 13-3-0,-[,-*-2*- 5-6 18.25 33.25 17.89 ----------5-T-.:TW-----------6.'gi i-Kw3 15.29 0.48 384 0.381 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 1$411 0.51 384 0.41 480 2.31251 9. 12 40 2.96E+01 23:9 1.20� 2012 if Al 17R. 17-89.::::::0-5�::-::::34 9A- !K �kq 2.3125 9.5 9.6 6 21. 0.88 19.69 19.27 1:.27 0.48 480 .......... n� A---------- 0' 06 i _.J.6j 1� -------------2 :� ------- .... ------------ ------------ .......... 1�1�N ---------T------------------------ . ......... ................. ..................----------- ........... ----------- --------------- -------- ---------------------------------------- ------------------ - ------------------ ------------------- ...........................------------ ------------- fs,110* 1.751 11,875 19.2 46 10�' 3160 156011 2.67E+081 17.781 39.001 19,501 18.35 17.781 671 0.54 1 17.04-1 16.67 16.67'' 0.521 31 0.42: 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 1)�81 0.65 18.10 17.72 .17.72: 0.55 384 0.44 480 21 9: 11.875"TJI 11 CI 1.751 lj,�75 12 0 15W! 2..�6 7 1 0 8 �2 2..4 9 6.2..40 242 1 21:.4 _1.72 19 3 1 1.60, 0..661. 31 0.49: 480 .9 1 0.53 i 480 ------------- ................... .......................... ............................ ...................... -.4--------------------- 1:0 __l __ .. ��_�8 - -- -------- ...... '66 16661! it ...........A!�q, 11.875"TJI 01 'A --0 1 - .-.- 13 ........... 21-.�6 21.01 21.011 1.751 11.87, 31 &6 5� i --------- -- ---------M.W--------W.ii 17.62 0.44;"----4-8-0 fil'-2ibl 2.0625 11.87 40 10 3795 16553.15E+081 19.48 26.61 19.39 -19.39 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 102 0.59 384 0.47 480 11.875"TJI 210 2.06251 11.8751 121 401 101 37951 16551 3.15E+081 24.641 66.201 24.101 22.681 22.681 0.951 0.761 1 21.051 20.61 20.61q:�j A 4 0.52: 480 ._ t �T 11.875"TJI 210 2.06251 11.8751 9.61 401 101 37951 1655 3.15E;66p 27.55 82.75 25.961 24.431 24.43 1.02: 0.81 6 1 1 22.681 2220 22.20---0.691 3841 . 6 11.875" 875"TJ[230 2.31251 11.8751 19.21 401 101 42151 16551 3.47E+081 20.531 41.381 21.281 20.031 20.031 0.83:: 0.671 1 18.591 18.20 18.20 0.5-F-8-411 0.45; 480 11"875"TJ1230 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 0.60 384 0.48 480 11.875"TJI 2301 2.31251 11,8751 121 401 101 42151 16551 3.47E+081 25.97; 66.201 24.891 23.42! 23.421 0.98. 0.78 1 21.741 21.28 21:21 0.67 384 0.53; 480 11.875"TJI 2301 2-31251 1 5 1655i 3.47E+08 1 0.84 1 23.42 22:93 22 032 384 0.57;: 480 -9-A...... -------�:O -421 29.031 - - 05; ------------ ............. ................ ---------------- - ------------------ ----------._._._.._.+._._._.._._. _.._._._ .......... -------------------- -------------------- ........ --------------------------- ................. ------------- - -::.3-!- ................ -------------------------- .................. ............---------------- 7.:7:::- 7 ------------ ............i............................ -----------6.-di 0 ---------- 3-.3*--O--E 0--8 2-,0-,.-7,,7-,1 3'7'.'0'0 -20.9'3 -, 19.691 19.69 Ti;� i-iii w.8.9- F.if!v kffl 4661 11.875 19.2 40 17.89 0.56 384 0.451 480 1875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19,43 19.01 1,ilAl 0.59 384 0.48 480 1.875"RFPI 4001 2.06251 11.8751 121 401 101 43151 14801 3.30E+08J 26.281 59.201 24.481 23.031 23.031 0.96 0.771 1 21.381 20.93 20.93 0.65 384[.. 52. 11.875"RFPI 4001 2.0625 11,8751 9.61 401 101 43151 1480" 3.30E+081 29.381 74.001 26.371 24.811 24.811 1.03 0.831 1 23,031 22.54 22.64 0.701 3841 0.56: 4801 Page 1 j0 oc SS$S$S $$$SSS $$$ $$S $ $$ �-000000 00000 000 oco c 000 ^�♦$Ofy 4D YNHh mOS �p NNN CIb -tSryM tCOryI n ONNPO� f°� N m$N�` � Itni^AIp ovAi Grp V� O Cn1� HIM Z CI 11 �CI IY�I t0.1SA r�CISSCQI �♦ eONY� nfv S W N O O N N O LL X333 ^Y33 SH :S$ 3 3R Y Y a `v3 �� 8888$ 888 M <e JI JI JIIM HIM 808 11 `ow O p 0 0 O C O N N N _ ri U`V LL U U F N N N N N N N N N N N N Y O Wop S 0 W LL-0o S F 8$ H loll O S$ O N O N S W N 0 0 0 0 0 0 N NNN INV 0 0 0 Y Y Y Y Y Y Y Y Y Y O Y f r N LL p LL ro ni n m ae m ' Ze N o �� N oN oo on 0 E33 Q m L U Ii y n � f°m N EmLL Z °�v N 8a SRSS88 $008018 888 SSR $ 88 mai �$ I%Io1mm �m NCH m N p � ♦J+ O 000000 000000 NSN NIO�'1M ON PO O O V O G G O G G C G G O G O 2 00 000 0 00 `o W = W O UC J Z h�O00 r S 01 n O nA ♦♦ O O J J b 0 Y O O N �o O R H I o O m u m i Y Ih f� J Ci fV o c o c r m INg1 n °i om y AO1n Io ao v IiNNf4 = A n n E_ro o n o n m m� m o o ro ro ro m N U U a O C Id gmn $ 0 0 E N Y eyU V Nie i°i°N1 all all a LLyLL ! 1 11 LLy LL LL LL LL LL LL 1 1 ill—Am 1 U N 1t �11. NNNN N�H 111 IL 8NmYh - :!-V O11 PNNN N 0N 0 00 P LL .=22 SnA 00 tryi l r 8 MY N 0 h♦Y r I m N m N O pr NN_�_'p Y pp YY f D vii 0 0 r r m N m 0 n n N O N N 8 0 O O O O O G 0 0 0 O A '1E1 O N ANO 4D O m m N N N mm 0 N•��f rP m x N NNN 08 P N N N N N m� OOO Y^♦n♦+C♦ N M1 eN'1 o N� 98O mo M C O O m O m^^ PP•pt P8 6 -m Q I L =mm-- Y C C 1 C C 1 O N f V �W YPP N N r.899s O O O♦0 R♦Y♦0 +yY♦Y O�1� ♦N M N 1 wi W 0 8 V Y V n V Y Y n O N Y O N N H O MY SSY t;Ag NNN 292 ONN V 8888 888 �8 U fV IL HIM g n' oiR�F MSS 82sg88 s o22 0 U a N 1V lV N(V N U U 888888 888888 888 888 8 m88 o W -.SS8885888 888 SSS S 88 U _ = = W CCOO N N f�i o m t o W m N N 0 0':' f Y O Y YY Y r Y A N N N N 3 LL N NNCC O m � LL-NA0000 mlDm bO d w E U Np pp Q o m LL 0 8 0 8 0 0 S o 8 0 o o S O S o 0 0 8 0 0 p U i U D ceLL QN m0o0o0 o80 Sm.b4D boom, o 00 m m a U as W m W f0 m ry NNN Y CNS' �C lV fV N O N f m M A 8 P P A Ynl Y M 0 0 J m 8 P m 8 O PP O v �j G G O G O 666 OOO Z n:a ::2 m mmm aaa ac m `o W 2 m v 111 o o m m V o m�w v n J � c n� rmM .o o.M N N N N h m N N N t<"CA o, Y IiN NN = � E m m N m N m m m y � � 4_ .Egg m U U m O n S o o c n n o v N f � 1LL LL LL 1 LL1 1 LL1 1 LL1 LL�a a a a 1LL 1 LL 1 LL R R 2 d R LL U m 1 f f 1 1 1 N N N N m N 1 1 1 N N N N N t P^��Ng 00000lo 00 'tlm �� -m ad n00 n00^ ON^Y9 fMV 0 alms OIA �+ trlYOY M♦rn♦♦ O + dO bbOblo�,n r ON NON rY C O . . .G O O O OCC O N P 8 mp g A 8 g m— b7SSSilyF1 mm + mVM q clr Z M TL Y V 0 0 Am 0 0 0 Pm W V O O♦O♦W V O O P m m m ov e P+N Om N YoY m Pm imp drop nl bm�i�Ypp�mYpn M M- 117 f YON f ♦IV Y Y Y Y N N v3 �mNo^ _ � a x 8sss � N2 VM88s �8 a — U IL m o p pi p 1 p O O N0 0 0 0 m m m �o Dp M MM Mt11M MM 000 000_ e�1 U a LL nl N I.o.N fV yy U U i 'ss RRsosg g$s o � p W 5 8 8 8 8 8 8 8 8°O S 8 o S O 8 8� F NNNN NN NNNN N Ye0'1 Wpp Opppp pp 888 p W LL W N IL N N N N N N go O O LL b r A m b b b b b bwwIvl Pit, LL O N 'U i°o if-1-.1 0 0o0 000 00 < N U LL O a e $`oa <_ N BULL M M M M M Mo M M N pU 'U pp oo 0o 0o 212. 10o 0o y CLLy mmSl°�4D mbO b mm 998 2. o bb S mp ri neNo o . f 0 m N P S$ N N^N N Y N N O PO Om iM I 010 NN ot Om? AYNfO PPP a c00000 o0o 000 6C Z mm mm mm Y V Y J P m W 2 O o o ry 0 pp O - < t` O > YP M om0 moo u1 iO.o v, o n Ioo rom o � Nn1 NN Y Y w fV C� o IiNNN = 6 m m N m N1V ry m N m m m m m m m m m y ° � •- mEE^ N c 9 t U U m S M 8 d o E vv4vvv 2'a Y °Y U (7 f°NNNN N N NNNN N 0 0 0 i i i N 0 0 �LLy} 1 1 LL LL LL LL LL LL 1 11 LL LL LL LL LL U N f S t f 1 1 H N H N w N 1 f 1 N N N N N 1 v0 YY Y Al N AYlPI i wii N 000 000 mN a 0 O O G O O G on u no LL ♦ aN0m N t� AAOP' 1PV m� NO f NN m — A Orm1•G mwi1 OmG fOG i pp m m�m Ppp N Y r+ PI PIP r n h O b n n n n m m r O N MNi m N Y Z O C C CCC G 0 0 0 G C C 0 0 0clol O M O Y S Y SEE A O O N A A Y pG C o m t'1 S 8 8 (O �CyIN Na1yy�1yy ryry NRA hf O^ N P S N N Ng "i"i.6 1ry N IO♦� =99—A P W V O O♦m♦W O "892,♦ Y o N r 0 LL e��ppp�eYpD romY�mp�p MM Y 4 `H OIN Z �„ + m mm 88888 888 �8 LL mmm ttpp mm�p m CL �� A1mn rmemif wmi O 000M 00 V a LL N N N N 1 V c4 N o V U zp W 88 $FN$N 8N N N InQ ogg 008 8o 8.o'1.-18. l. g 0 8�� — Oooa 88 .81.898 f Y Y U W o 0 G W m o S 8 S S 8 ^N N N n^ $g g ^ N 10 W N m m Y N N 3 --vv Y NNNN N O Y Y Y Y V Y r L h LL p m P m m m m m m 0 0 0 m 0 O m m n m m m m m n o o a 0 Z c ` o 0 0 0 o m o a y U i LE N `o no N Q y LL p V a U 0 -aLL mmmmmmmmmml- mmm mmm m o� 'i^ ga a v,m Y Y Y �Y 3 P W N N S O O n .1 N O N E o N W N A N N N �p ♦♦ H; wml Nm m 1- 00 P O OP 11` �Oi S Yf PN NN f v.ON n P O G O O W P l V m P P P 6 P OI Y h Y� d P O o o C C C c 6 o o o C C 2 m Y r O O S O O O S O Y O O 4"v v 44 O ry q E O W S m po o n ppp U a bN 1iSrOSA wrvi wrvin NNS W aD O O m` Y P P Y P m m 0 N M m 0 N N N N 1A!1 nl m P N N N S P n N tiEiEE tK^P mlm e IiN NN = Y== A A B m m N m ry IQm w m o C C C C L &pp" Oc w g o 0 Ks ?=av. aha 11yy 11yy((yy 11yy DIY LL LL LL LL a a a d a a LL LL LL a a a n a LL p m tfftft mmmmrnm fff mmm m rnf 3 . .n .... foo foo r= vooi u��i ...... mo'Pill Mw- n n mmm o c c PP __ .'n f m f ♦♦ p..,gag N N N m N1 O 1 -YmiS„�N Cf MA NNt•OI Nii O S 8 n �N N_ 14 +NNN ��pp�� 1.1., YY Nm� 2 N I L Y t•1.m•1 S S r ^n M S o 3ziN N �w N m m N N N N n O M n m O m Y-B O O♦N♦N N Y O O m A m ♦♦ Op IV ♦+oo fV U U LL A o A A o A mm Y'Y S O S S O O N S S n N V U � N N N N N N N N N N N N N N N N N N N LL Ian - _Xgg - ^ 22 4Qm9 ^o 00 M U LL fH lV tV IV IV N IV N U pp V 's's000$ soo o�� o mss o w- Z 888888 888008 88r 88Y 8 88 F N N N N N N N NNN N N U W W -ogQgoo N goo�o 222 .'o$ w LL X r rrw N O Y Y Y O+ N N Y N Y N +N f Y N O � IL J 0 0 0 0 0 0 m O O R D O a a N�Va� LL p Uo'U N gev mmmmmS mmm mmm mm m mvU 34 Y YO♦,^� 00 �m �Y m L W N W N N N N N N N N N Y N USES!; pp aa Y Om MO n OSdS .11.ONOIW mOm �VM N C O G C O o C C C o J+ O_ O IT. I c'1 r1 t'1 CI CI.'1 .7 rl rl NI rl CI w 2p O a NON N0000hh 1 V O O Y N .!O f N m N N Nen N 0 J J YAmIn'"i Om0 4Rm0 00 O m CC o 'gom tG .•f r0 al 0 m m N CIO O t m .7 M A N .•l m N 1� y E m m N m N VT m m m m m m UIV� O c S m o NNNNN N N N N N N N N N N m N N Y� U �p N h N N!A N N NNN N'N �� •i i! N •S ! Y d LLLL 1 LL 1 LL 1 LL 1 LL 1 LL LL LL LL LL LLLL 1 1LL 1 LL LL LL LL LL LL 1 LL U ( N 1 1 1 1 1 1 N N N NIN y 1 1 1 N N N h N 1 190 Nickerson St- C TE N G I N E E R I N G Suite 302 �/) i N C. Seattle,WA Project: �t P � fl� (206) cc Date: (206)285-4522 JIN U f flir�1"y y-"Y'�ti LG+x FAX: Cheat: •Page Number: (206)285-0618 C.ti�555 4eo - t Ply. �.. � . t pip 30" ?z.3 : (o20-,. �ey, woo k Structural£nginaara ISO Mckers=St. G T Suite 302 .w c Seudr_SNA 98209 i prpj,.t •.- - - Date _< . / (206)2954512 PAX: client. Page Number. (M)283-0628 / ov Usk vc 3 ALL, r10 C (4,9 4F Structuw!Eap7aewrs Design Maps Summary Report Page 1 of 1 MUM Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.431231N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III a rlisn 71-77,777 z`" RF 7%„ to �°q -. � �- ' T�"`--'�� C• a +�re v' #. 4 �-ymy, .� [ J✓ &I All W R 1,,C ky USGS—Provided Output Ss = 0.972 g S„s = 1.080 g S. = 0.720 g S, = 0.423 g S., = 0.667 g So, = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCElt Response Spectrum Design Response Spectrum a 1.10 a-Ita asp a. 0100 au a 7a a.sc "�► a,I�c a a.ase c.ss � a.ao a. 4 0.x2 0.22 0.19.- 0.11.- 0102 0«00 0.00 0.00 a20 0.40 0.90 a.00 1.00 120 1140 i.W 1_190 3..00 0.00 0.20 0." 0.160 0.9* 1.00 1..20 1.40 1.160 LOD 2.00 P*rk4 T(sac? Pad"T(s*4 Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. hfp://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14189:Plan 5A Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= R Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class- Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S,= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W N/A (Or by ZIP code) (Or by ZIP code) hfto://earthquake.usgs.gov/research/hazmar)s/ htto://earthquake.usgs.gov/designmaps/us/application.r)hg) 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa"Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM,=F„'S, 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 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels --- --- WA Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No N/A Table 12.3-2 17. Permitted Procedure Equiv.Lateral Force --- Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 5A SDs= 0.72 h„ = 18.00 (ft) SD1= 0.45 X = 0.75 ASCE 7(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7(EQ 12.8-7) S,= 0.43 k = 1ASCE 7(Section 12.8.3) TL= 6 ASCE 7(Section 11.4.5:Figure 22-15) CS=SDS/(R/IE) 0.110 W ASCE 7(EQ 12.8-2) CS=SW/(T*(R/IE)) (for T<TL) 0.399 W ASCE 7(EQ 12.8-3)(MAX.) CS=(SD1*TL)/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) CS=0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) CS=(0.5 S,)/(R/IE) 0.033 W ASCE 7(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.110 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C, = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX 'hx DESIGN SUM LEVEL Height (ft) h; (ft) (sgft) (ksf) (kips) (kips) Ew; 'h;k Vi DESIGN Vi Roof --- 18.00 18.00 1666 0.022 36.652 659.7 0.58 3.79 3.79 2nd 8.00 10.00 10.00 1712 0.028 47.936 479.4 0.42 2.75 6.54 1st(base) 10.00 0.00 SUM= 84.6 1139.1 1.00 6.54 E=V= 9.34(LRFD) 0.7*E= 6.54 ASD DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design F;.= DIAPHR. F; E F; w; E w; F,, = EF;'w,. 0.4*SDS*IE*Wp 0.2*SDS*IE'Wa LEVEL (kips) (kips) (kips) (kips) (kips) Ew; F, Max. Fp, Min. Roof 3.79 3.79 36.7 36.7 5.26 3.79 10.52 5.26 2nd 2.75 6.54 47.9 84.6 6.88 3.71 13.76 6.88 1st(base) 0.00 0.00 0.0 84.6 0.00 0.00 0.00 0.00 Page 2 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14189:Plan 5A N-S E-W F-B S-S 2012 IBC ASCE 7.10 Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width- 40.0 48.0 ft. V ult. Wind Speed 3S-GW= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3S rus h ',mph (EO 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable PS30A= 28.6 28.6 psf Figure 28.6-1 PS30 B= 4.6 4.6 psf Figure 28.6-1 PS30 c= 20.7 20.7 psf Figure 28.6-1 PS30 D= 4.7 4.7 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 K#= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*Kr-I : 1 1 ps=A-Kzt'I'Paso= (Eq.28.6-1) PSA- 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 D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PS A and C average= 24.7 24.7 psf (LRFD) PSBandDaverage= 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(NS) Areas(E-W) (N-S) (E-W) Wind(NS)(LRFD) Wind(E-W) (LRFD) width factor roof--> 1.00 1.00 1.00 0.50 16 psf min. 16 psf min. width factor 2nd-> 1.00 1.00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA As Ac AD AA As Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 192 0 288 0 192 0 192 Roof -- 18.00 18.00 4.0 64 0 96 0 64 0 128 0 10.2 9.2 6.05 6.05 6.27 6.27 2nd 8.00 10.00 10.00 9.0 144 0 216 0 144 0 288 0 5.8 6.9 8.59 14.64 10.08 16.35 1 st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 1000 AF= 1008 16.0 16.1 V(n-s)= 14.64 V(e-w)= 16.35 kips(LRFD) kips(LRFD) kips kips Page 3 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14189:Plan 5A SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2 Max. Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (1t) 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 10.24 6.27 6.27 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 5.76ALRFD 10.08 16.35 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= V(e-w)= 16.35 kis kis ki ki LRFD DESIGN WIND-MinJPart 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6•W 0.6•W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (h) hi(h) VI(N-S) V(N-S) VI(E-W) V(E-W) VI(N-S) V(N-S) VI(E-W) V(E-W) Roof 8 10 10 10.24 10.24 6.27 6.27 6.14 6.14 3.76 3.76 2nd 10 0 0 5.76 16.00 10.08 16.35 3.46 9.60 6.05 9.81 1st(base) 0 0 0 V(n-s)= 16.00 V(e-w)= 16.35 V(n-s)= 9.60 V(e-w)= 9.81 kl s LRFD kips(LRFD) kis ASD kips ASD Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14189: Plan 5A SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -- 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 2123 1960 911 2740 1274 2122 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 sallowable V wallowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 5A Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.79 kips Design Wind N-S V I= 6.14 kips Max.aspect= 3.5 SDPW S Table 4.3.4 Sum Seismic V I= 3.79 kips Sum Wind NS V I= 6.14 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.61)+W perSDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL 0. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Ron, U�„ U61,,,, OTM Ro-rm U„Bt Usum Usum HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p Of) (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 1.53 0.00 0.95 0.00 1.00 1.00 63 P6TN P6TN 102 7.57 26.13 -1.30 -1.30 12.27 31.05 -1.31 -1.31 -1.30 Ext. A.T2 139 5.0 46.0 1.00 0.15 0.51 0.00 0.32 0.00 1.00 1.00 63 P6TN P6TN 103 2.53 8.71 -1.43 -1.43 4.10 10.35 -1.44 -1.44 -1.43 Ext. A.T3 278 10.0 46.0 1.00 0.15 1.03 0.00 0.63 0.00 1.00 1.00 63 P6TN P6TN 103 5.06 17.42 -1.32 -1.32 8.20 20.70 -1.34 -1.34 -1.32 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 "0` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. B.T1 150 5.0 47.0 1.00 0.15 0.55 0.00 0.34 0.00 1.00 1.00 68 P6TN P6TN 111 2.73 8.90 -1.42 -1.42 4.43 10.58 -1.42 -1.42 -1.42 Ext. B.t2 300 10.0 47.0 1.00 0.15 1.11 0.00 0.68 0.00 1.00 1.00 68 P6TN P6TN 111 5.46 17.80 -1.32 -1.32 8.85 21.15 -1.32 -1.32 -1.32 Ext. B.T3 143 4.8 47.0 1.00 0.15 0.53 0.00 0.33 0.00 1.00 1.00 68 P6TN P6TN 110 2.60 8.54 -1.44 -1.44 4.22 10.15 -1.44 -1.44 -1.44 B.T4 240 8.0 47.0 1:00 0.15 0.89 0.00 0.55 0.00 1.00 1.00 68 P6TN P6TN 111 4.36 14.24 -1.35 -1.35 7.08 16.92 -1.34 -1.34 -1.34 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00> -,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.000.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 `1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00_ 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 57.8 57.8=L eff. 6.14 0.00 3.79 0.00 Ev", 6.14 EVEQ 3.79 Notes: denotes with shear transfer " denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 5A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.75 kips Design Wind NS V I= 3.46 kips Max.aspect= 3.5 SDPW S Table 4.3.4 Sum Seismic V I= 6.54 kips Sum Wind NS V I= 9.60 kips Min.LWall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.61)+W perSDPWS-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.O. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. LWall LDL 0. Ca w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM Ronin U, , U,,,,,, OTM RpTM U, j U._ Uaum HD (s1ft) (ft) (ft) (kIf) (kip) (kip) (kip) (kip) p Of) (plo (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 1.25 2.23 1.00 1.37 1.00 1.00 82 P6TN P6TN 120 21.34 50.51 -1.03 -2.32 31.33 60.03 -1.01 -2.32 -2.32 Ext. A.Mb 235 11.0 46.0 1.00 0.15 0.47 0.84 0.38 0.52 1.00 1.00 82 P6TN P6TN 120 8.09 19.16 -1.07 -2.50 11.87 22.77 -1.05 -2.50 -2.50 Ext. 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 -1.32 0.00 0.00 0.00 -1.34 -1.32 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. B.Ma 571 10.0 47.0 1.00 0.15 1.15 2.05 0.92 1.26 1.00 1.00 218 P6 P6 320 19.62 17.80 0.20 -1.23 28.81 21.15 0.82 -0.60 -0.60 Ext. B.Mb 285 5.0 ''47.0 1.00 0.15 0.58 1.02 0.46 0.63 1.00 1.00 218 P6 P6 320 9.80 8.90 0.21 -1.11 14.39 10.58 0.88 -0.44 -0.44 Ext. 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 -1.44 0.00 0.00 0.00 -1.44 -1.44 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 -1.35 0.00 0.00 0.00 -1.34 -1.34 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1712 55.0 55.0=L eff. 3.46 6.14 2.75 3.79 1.00 E V»end 9.60 E V Eo 6.54 Notes: denotes with shear transfer denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 5A Diaph.Level: Roof Panel Height= 8 ft. Seismic V 1= 3.79 kips Design Wind E-W V I= 3.76 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.79 kips Sum Wind E-W V I= 3.76 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 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.O. E.O. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL K. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTm Ll,j Ll,m OTM Rom U, t U.0 Us.. HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p Of) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) rear 1.Ta 283.6 8.0 40.0 1.00 0.15 0.64 0.00 0.64 0.00 1.00 1.00 81 P6TN P6TN 80 5.16 12.12 -0.95 -0.95 5.12 14.40 -1.27 -1.27 -0.95 rear 2.Tb 407.6 11.5 40.0 1.00 0.15 0.92 0.00 0.93 0.00 1.00 1.00 81 P6TN 136TN 80 7.41 17.42 -0.92 -0.92 7.36 20.70 -1.23 -1.23 -0.92 rear 3.Tc 141.8 4.0-_40.0 1.00 0.15 0.32 0.00 0.32 0.00 1.00 1.00 81 P6TN P6TN 80 2.58 6.06 -1.04 -1.04 2.56 7.20 -1.39 -1.39 -1.04 rear 4.Td 0 0.0 " 0.0 1.000.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Ta 166.6 2.5 20.5 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.94 0.59 0.59 3.01 2.31 0.38 0.38 0.59' Front 4.Tb 166.6 2.5 20.5 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.94 0.59 0.59 3.01 2.31 0.38 0.38 0.59 Front- 4.Tc 0 0.0' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Td 166.6 2.5 20.5 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.94 0.59 0.59 3.01 2.31 0.38 0.38 0.59' Front 4.Te 166.6 2.5 11.7 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.11 1.05 1.05 3.01 1.32 0.92 0.92 1.05 Front 4.Tf 166.6 2.5 11.7 1.00 0.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.11 1.05 1.05 3.01 1.32 0.92 0.92 1.05 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 36.0 36.0=L off. 3.76 0.00 3.79 0.00 E Vw;d 3.76 EVEo 3.79 Notes: denotes with shear transfer "' denotes perferated shear wall iSB denotes iSB Shear Panel GARAGE ABWP SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 5A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.75 kips Design Wind E-W V I= 6.05 kips Max.aspect= 3.5 SDPW S Table 4.3.4 Sum Seismic V i= 6.54 kip Sum Wind E-W V I= 9.81 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Cie 0.61)+W per SDPWS-2008 PL= 1.00 Table 4.3.3.5 Wind Wind E.Q. .Q. p= 1.00 E.Q. EA. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwali LDL 0. C 0 w dl V level Vabv. V lev abv. 2w/h v i Type Type v i OTM Ronin Umt Us„m OTM Ronin Umt U„„„ U,,,m HD (sqft) (ft) (ft) (klf) (kip) (kip) (k' (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) rear 1.Ta 107.6 4.3 12.3 1.00 0.15 0.38 0.4 0.17 0.48 1.00 0.96 159 P6 P6 199 5.87 2.00 1.06 0.11 7.70 2.38 1.46 0.20 0.20 rear 2.Tb 98.77 3.9 12.3 1.00 0.15 0.35 0 3 0.16 0.43 1.00 0.87 175 P6 P6 200 5.34 1.82 1.09 0.17 7.02 2.16 1.50 0.27 0.27 rear 3.Tc 158.3 6.3 19.5 1.00 0.15 0.56 .70 0.25 0.70 1.00 1.00 152 P6 P6 199 8.61 4.65 0.70 -0.34 11.30 5.53 1.02 -0.37 -0.34 rear 4.Td 63.31 2.5 19.5 1.00 0.00 0.22 0.28 0.10 0.28 1.00 0.56 274 P4 P6 200 3.42 0.00 1.87 1.87 4.50 0.00 2.45 2.45 2.45 0 0.0 0.0 1.00 0.00 0. 0.00 0.00 0.00 1.00 0.00 ##### N.G. - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 int 181.1 5.5 5.5 1.00 0.00 .64 0.00 0.29 0.00 1.00 1.00 53 P6TN P6TN 116 2.62 0.00 0.54 0.54 5.76 0.00 1.19 1.19 1.19 int 246.9 7.5 7.5 1.00 0.00 0.87 0.00 0.40 0.00 1.00 1.00 53 P6TN P6TN 116 3.57 0.00 0.52 0.52 7.85 0.00 1.15 1.15 1.15 0 0.0 0.0 1.00 0. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 int 428 10.0 10.0 1.00 . 0 1.51 0.00 0.69 0.00 1.00 1.00 69 P6TN P6 151 6.19 0.00 0.66 0.66 13.61 0.00 1.46 1.46 1.46 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0 0 1. .00 0. 0 0. .0 0 1. 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 43a 117.1 2.4 20.5 1.00 0.15 0.41 0.51 0.19 0.52 1. 0.53 550 P2 P4 386 6.34 1.86 2.58 3.18 8.34 2.21 3.53 3.91 3.91 ABW P Front 4.Tb 0 0.0 20.5 1.00 0.15 0.00 0.00 0.00 0.00 1. 0.00 ##### N.G. P6 214 0.00 0.00 0.00 0.59 0.00 0.00 0.00 0.38 0.59 Front 47c 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.0 0.00 ##### N.G. P6 214 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Td 117.1 2.4 20.5 1.00 0.15 0.41 0.51 0.19 0.52 1. 0.53 550 P2 P4 386 6.34 1.86 2.58 3.18 8.34 2.21 3.53 3.91 3.91 ABW P rot :T 9'.91 0' 11 0 15 0. 4 16 0 3 1.0 0.44 659 2124 P4 385 5.28 0.89 3.29 4.34 6.93 1.05 4.40 5.33 5.33* ront 4. f 96.91 2. 11.7 1. 0 0.1 .34 0.43 0.16 0.43 1.00 0.44 659 2P4 P4 385 5.28 0.89 3.29 4.34 6.93 1.05 4.40 5.33 5.33* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1712 48.8 48.8=L eff. 6.05 3.76 2.75 3.79 E V,, 9.81 E V EO 6.54 Notes: denotes with shear transfer ABW P Alternate Braced Wall Panel-2308.9.3.2 " denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: Elevation A ID:Elevation A4,Ta,43b,4.Tc Roof Level w dl= 150 pM V eq 1163.6 pounds V1 eq= 387.9 pounds V3 eq= 387.9 pounds V5 eq= 387.9 pounds V w= 2855.5 pounds VI W= 951.8 pounds V3 w= 951.8 pounds V5 w= 951.8 pounds vhdreq= 56.8 pB Ht head= v hdr= 139.3 H5 head= 1 Fd2g1 aq= 123.0 Fdrag2 eq= 123.0 FdragS eq= 123.0 Fdrag6 eq= 123.0 1 Fdragl w= 1.8 Fdragl 301.8 FdragS w= 1.8 Fdrag w= 301.8 H1 pier= v1 eq= 155.2 plf v3 eq= 155.2 v5 eq= 155.2 HS pier= 5.0 v1 W= 380.7 plf v3 w= 380.7 If v5 w= 380.7' 4.0 feet feet H total= 2wfn= 1 2w/h= 1 2w/h= 1 9.0 Fdrag3= .0 Fd - 123.0 feet FOragl w= 301. 979 Fdregf w= 301.8 Rirag7eq= 3.0 Fdrag 123.0 P6 E.Q. I Fdrag7w=301.8 FdragBw= 301.8 P4 WIND v sill eq= 56.8 pff HI sill= (0.6-0.14Sds)D 0.613 v sill w= 139.3 pH H5 sill= 3.0 EO Wind 3.0 feet OTM 10472.8 25699.3 feet R OTM 14159 17020 UPLIFT -200 470 Up above 0 0 Up Sum -200 470 HIL Ratios: L1= 2.5 L2= 6.5 L3= 2.5 L4= 6.5 Hlotal/L= 0.44 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 20.5 feet Hpier/L5= 1.60 0.9D.Lreduction JOB# Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 4.Te,4.Tf Roof Level w dl= 150 p/f V eq 775.8 pounds V1 eq= 387.9 pounds V3 eq= 387.9 pounds V w= 1903.6 pounds V1 W= 951.8 pounds V3 w= 951.8 pounds --- v hdr eq= 64.6 plf H head= v hdr w= 158.6 pff 1 Fdragl eq= 210 F2 eq= 210 Fdragl w= 6 1210 516 H pier= v1 eq= 141.0 pff v3 eq= 141.0 pff P6TN E.Q. 5.0 v1 w= 346.1 plf v3 w= 346.1 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= feet Fdrag3 w=516 F4 w=516 2w/h= 1 H sill= (0.6-0.14Sds)D 0.61) v sill eq= 64.6 p/f P6TN 3.0 EQ Wind v sill w= 158.6 p/f P6 feet OTM 6982 17133 R OTM 5391 6480 UPLIFT 140 940 Up above 0 0 UP sum 140 940 H/L Ratios: L1= 2.8 L2= 6.5 L3= 2.8 Htotal/L= 0.75 Hpier/L1= 1.82 14 i Hpier/L3= 1.82 L total= 12.0 feet JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation 1.Ma,1.Mb Roof Level w dl= 150 Of V eq 1275.1 pounds V1 eq= 677.4 pounds V3 eq= 597.7 pounds V w= 2940.6 pounds V1 W= 1562.2 pounds V3 w= 1378.4 pounds v hdr eq= 106.3 plf 0 H head= v hdr w= 245.0 plf 1 Fdragl eq= 226 F2 eq= 199 Fdragl w= 1 1199 459 H pier= vl eq= 159.4 p/f v3 eq= 159.4 plf P6 E.Q. 5.0 v1 w= 367.6 plf v3 w= 367.6 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= feet Fdrag3 w=521 F4 w=459 2w/h= 1 H sill= (0.6-0.14Sds)D 0.61) v sill eq= 106.3 p/f P6TN 3.0 EQ Wind v sill w= 245.0 plf P6 feet OTM 11476 26465 R OTM 5391 6480 UPLIFT 537 1763 Up above 0 0 UP sum 537 1763 HIL Ratios: L1= 4.3 L2= 4.0 L3= 3.8 HtotaUL= 0.75 Hpier/L1= 1.18 Hpier/L3= 1.33 L total= 12.0 feet JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 1.Mc,1.Md Roof Level w dl= 150 plf V eq 1368.9 pounds V1 eq= 977.8 pounds V3 eq= 391.1 pounds V w= 3157.1 pounds V1 W= 2255.0 pounds V3 w= 902.0 pounds -� v hdr eq= 62.2 plf ► H head= v hdr w= 143.5 pd 1 Fdragl eq= 589 F2 eq= 236 Fdragl w= 58 F2 -543 H pier= v1 eq= 156.4 plf v3 eq= 156.4 plf P6 E.Q. 5.0 v1 w= 360.8 pH v3 w= 360.8 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= F4 - 236 feet Fdrag3 w= 1358 F4 w=543 2w/h= 1 H sill= (0.6-0.14Sds)D 0.61) v sill eq= 62.2 plf P6TN 3.0 EQ Wind v sill w= 143.5 plf P6TN feet OTM 12320 28413 R OTM 18119 21780 UPLIFT -272 311 Up above 0 0 UP sum -272 311 H/L Ratios: L1= 6.3 L2= 13.3 L3= 2.5 Htotal/L= 0.41 Hpier/L1= 0.80 Hpier/L3= 2.00 L total= 22.0 feet JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 4.Me,4.Mf Roof Level w dl= 150 plf V eq 1094.8 pounds V1 eq= 547.4 pounds V3 eq= 547.4 pounds V w= 2509.8 pounds V1 W= 1254.9 pounds V3 w= 1254.9 pounds v hdr eq= 96.6 p/f ► H head= v hdr w= 221.5 plf 1 Fdragl eq= 354 F2 eq= 354 Fdragl w= 1354 812 H pier= v1 eq= 342.1 pH v3 eq= 342.1 plf P4 E.Q. 5.0 v1 w= 627.4 plf v3 w= 627.4 plf P3 WIND feet H total= 2w/h= 0.8 2w/h= 0.8 9 Fdrag3 eq=1: feet Fdrag3 w=812 F4 w=812 2w/h= 1 H sill= (0.6-0.14Sds)D 0.613 v sill eq= 96.6 plf P6TN 3.0 EQ Wind v sill w= 221.5 pN P6 feet OTM 9853 22588 R OTM 4805 5777 UPLIFT 473 1577 Up above 140 940 UP sum 614 2517 H/L Ratios: L1= 2.0 L2= 7.3 L3= 2.0 HtotaUL= 0.79 Hpier/L1= 2.50 Hpier/L3= 2.50 L total= 11.3 feet ! J � 511 ' `i 1 _77W A Portal Frame with Hold Downs for pp Engineered A lications 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 CURES 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 li similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. ®2014 A PA—The Engineered Wood Assacialion J 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 Maxi mu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shear(*,')(Ibf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) V-101/2" 10 fab�g31 EQ(1444WIND) oundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening per wind design min 1000 Ibf for single or double portal on both sides of opening opposite side of sheathing Pony -'-- - - -- - wall height --------- Fasten top plate to header with two rows of 16d sinker nails at 3"o.c.typ Fasten sheathingto header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3'grid pattern as shown panel sheathing max total Header to jack-stud strap per wind design. wall �-, Min 1000 Ibf 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 mthick wood structural panel sheathing with within middle 24"of portal hei ht =r 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. g in all framingstuds,blocking,( g,and sills)typ. nailing is required in each panel edge. w Min length of panel per table 1 Typical portal frame construction Min(2)3500 Ib strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of t Min reinforcing of foundation,one#4 bar _-,t_ t jack studs per IRC tables ttop and bottom of footing.Lap bars 15"min. !c` t R502.5(1)8(2). Min footingg size under opening is 12"x 12'.A turned-down Min 1000 Ib hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— concrete and nailed with 2"x 2'x 3/16"plate washer into framing) 2 Q 2014 APA—The Engineered Wood Association i 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-Dawn Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for-Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. We have field representatives in many major U.S.cities and in Canada who can help answer questions involving APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Form No.TT 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 APA at and/ar reference to opinions,findings,conclusions,or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 0 2014 A PA—The Engineered Wood Assatialton 180 Nickerson St. C T RI N 0 �j�� Q n _ suite 302 f t/y , t�y1 P i!ryv'�C . ""`�`` P 11/l/�—� %til�. 0 I � (206)Seattle,WA Project: Date: (20G)285-4512 Client: Ouq! 1Page eNumber: FAX: (206)285-0618 i. 01 k 2�( MPAII ►gam r-DR PM)MW QED ot._ 0X0,7, CD2 Loi 0.3�i2 �C � CBq2) 112. �¢�- ,�h l N U t)) oil' am, eggots Structural Engineers WOOD FRAME CONSTRUCTIONMANUAL63 Table 2.2A Uplift Connection Loads from Wind (For Roof-to-Wall,Wali-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 3-second gust(mph110 115 120 130 140 150 160 170 180 195 Roof Ceiling Assembly Roof Span(ft) -Unit Connection toads(plf)1'Z^''''�'7 Design Dead toad 12. 118 128 140 164 190 219 249 281 315 369 24 195 213 232 •272 315 362 412 465 521 612 G) 0 psf e 36 272 298 324 380 441 506 576 650 729 856 Z M 48 350 383 417 489 567 651 741 836 938 1100 M 60 428 468 509 598 693 796 906 1022 1146 1345 M 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 M 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 20 psf 36 32 58 84 140 201 266 336 410 489 616 ,4 48 38 71 105 177 255 339 429 524 626 788 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings j 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, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the connectors: Connection Spacing(in.) 12 16 19.2 24 48 Multiplier 1.00 1.33 1.60 2.00 4.00 ij a Tabulated uplift loads equal total uplift minus 0.6 of the roof/telling assembly des(gn dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall-or wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 pit) 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 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 3 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. 'lp ry•.'rtti ' `;. AMERICAN WOOD COUNCIL 180 Nickerson St. C T Suite 302 1 N C. — ,1t�t' / Seattle,WA 98109 Project: 1 1 ,�/Al— !Il� _� ,Y (�y7 'RDate: (206) (206)285-4512 FAX: Client: Page Number: (206)285-0618 SPP Wbw A*c evu)sr MAOA Ih -rABL6 2,2 A o MQ u.L.,-r) „33 15 P�F- JDZ Nv 12) L4 2 cw --- 44 fir - � I 0) rv� 2 COWL (1 --`YP. Gc C 6jA. � �. ,v Structural Engineers TRUSS TO WALL CONNECTION I I Vi,Ilil`' /OF TRUSS PLIES CONNECTOR TO TRUSS TO TOP PLATES 01 11 11 I 1 1 1 HI (6) 0.131" X 1.5" (4) 0.131"X 2.5' aiKi ,I'i 1 H2.5A (5)0.131" X 2.5" (5) 0.131" X 2.5" i SDWC15600 - - 114' IT.', 2 H10-2 (9) 0.148" X 1.5' (9) 0.148' X 1.5" MAI IGD 2 (2)H2.5A (5) 0.131' X 2.5' EA 1(5) 0.131"X 2.5" EA lino 7;1i 2 (2)SDWC156(XI 3 (3)SDWC15600 ROOF FRAMING PER PLAN Bd AT 6" O.C. 2X VENTED BLK'G. 0.131" X 3" TOENAIL AT 6" O.C. ................. ....... .... ............................ . ........ H2.5A & SDWC15600 SlYF COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH HlSTYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE- 3/4"=f-0' (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION "PF VAWF> #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI IF f FI 1 Hi (6) 0.131" X 1.5' (4) 0.131" X 2.5' +00 nt 1 HZ.5A (5) 0.131' X 2.5' (5) 0.131" X 2.5' SSS L ITO - 1 SDWC1560D - - 4vr, 11C, 2 H10-2 (9) 0.148" X 1.5" (9) 0.148' X 1.5" Iwo mo-- 2 (2)112.5A (5) 0.131" X 2.5' EA. (5) 0.131"X 2.5' EA 2 (2)SDWC15600 3 (3)SM15600 *SDVC 48"OJEACHM CROOF FRAMING PER PLAN ND 8d AT 6' O.C. 2X VENTED BLK'G ................................ . .......... H2.5A & SDWC15600 � COMMDN/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4'= V-0' (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ J