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Specifications (87) MS-v ,©1�- OR) 0 r� S� Laex_ CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle. WA 98109 INC. 206.285.4512 (V) 5.0618 (F) V RECE JUN 222017 #15238 CITY o TIGARD BUILDING DIVISION Structural Calculations River Terrace Eo PRO/ 44 Plan 3 W � Elevation D II •R[C'ANA. Tigard, OR 22 X91 <c< "PlFS T GF��F Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 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: (Note- Dual reference for Plan 3 also includes Plan 3713) 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. Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:8 APR 2014,7:59AM Mule 1� pIi -&rn.....,,.. . : s1T 1 �. :ter V�:• $ �: ' ,'�� ...: � fi.1a 1.26 Vers ..i.2G Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : ROOF FRAMING Wood Beam Desig RB.d.1 -i �' ulatlons per 21815 NDS,IBC 20l#9 BC 2010,ASCE 7-10 Ana ... �� lc �..... �� , BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 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, Lr=0.0250 k/ft,Trib=5.50 ft Point Lr=3.30 k @ 4.80 ft Design Summary 003.. Max fb/Fb Ratio = 0.475. 1 D(0.08250 Lr(0.1375) fb:Actual: 482.67 psi at 3.100 ft in Span#1 Fb:Allowable: 1,015.16 psi ,_ Load Comb: +D+Lr+H • • Max fv/FvRatio= 0.253: 1 A A fv:Actual: 37.93 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft, 2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E LI Downward L+Lr+S 0.030 in Downward Total 0.040 in Left Support 0.21 0.48 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 3.51 Live Load Dell Ratio 1981 >360 Total Deft Ratio 1512 >180 Wood\Bea�,, an 1 RB d 2 -44.i.. i' Vii!Calculations per 2005 NDS,IBGlOOCCBC 2010,ASCE 740 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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, Lr=0.0250 k/ft,0.0 ft to 1.0 ft,Trib=22.10 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,1.0 to 2.750 ft,Trib=6.70 ft Point: Lr=3.30 k @ 1.0 ft Design Summary r0.1005 Lr 0.1675 Max fb/Fb Ratio = 0.761• 1 D(0.3315 L o . , , fb:Actual: 709.31 psi at 0.999 ft in Span#1 : ::Y Fb:Allowable: 932.23 psi 6ti. etarti Load Comb: +D+Lr+H • Max fv/FvRatio= 0.826: 1 A AA fv:Actual: 123.88 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 ft, 2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E U Downward L+Lr+S 0.010 in Downward Total 0.011 in Left Support 0.33 2.65 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.18 1.50 Live Load Defl Ratio 3251 >360 Total Defl Ratio 3002 >180 !Wood Beari Destgn RB d 3 ` -ice ,% tk- '' Calculations per 2005 NDS,IB 2006,CBfr 20'fO one' " BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=22.10 ft Design Summary D(0.3315)Lr(0.5525) Max fb/Fb Ratio = 0.533. 1 fb:Actual: 495.92 psi at 2.000 ft in Span#1 Fb:Allowable: 930.87 psi Load Comb: +D+Lr+H • • Max fv/FvRatio= 0.637: 1 A A fv:Actual: 95.57 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.020 in Left Support 0.66 1.11 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.11 Live Load Defl Ratio 3859>360 Total Defl Ratio 2411 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:8 APR 2014,7:59AM ,. ✓ • 1 �t.26 luItl ' it a 6,, os y i :641 Licensee:C.T.ENGINEERING Lic.#:KW-06002997 e Beam Pay « RBd4 %!; y �\ y;. �r: i-, ". : "\ 147 Icu a» 20OS NDS,IBC.2009,'CBC 2010 ASCE 7-10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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 Unit Load: D=0.0150, Lr=0.0250 klft,Trib=4.50 ft Design Summary D(0.06750 Lr(0.1125) Max fb/Fb Ratio = 0.091- 1 fb:Actual: 92.46 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.124: 1 A A fv:Actual: 18.62 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft.2-2x8 Load Comb: +D+Lr+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 0.10 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.10 0.17 Live Load Dell Ratio 21630 >360 Total Defl Ratio 13519>180 w� Be!m ©eS 4 y RB d 5 � . ✓, i e )x'100 201o, �E710A ��° �� Icutati� .. 5 Nl�'s"��1� �� t�BC ..��F BEAM Size: 6x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1350 psi Fc-Prll 925 psi Fv 170 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 1350 psi Fc-Perp 625 psi Ft 675 psi Eminbend-xx 580 ksi Applied Loads Unit Load: D=0.0150, Lr=0.0250 klft,0.0 ft to 2.0 ft,Trib=22.250 ft Unit Load: D=0.0150, Lr=0.0250 klft,2.0 to 5.0 ft,Trib=6.250 ft Point Lr=3.30 k@2.0ft Design Summary „- Max fb/Fb Ratio = 0.590. 1 D 0.09375 0.1583 D 0.333==5= , , , fb:Actual: 794.59 psi at 2.000 ft in Span#1 Fb:Allowable: 1,347.45 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.495: 1 A Iv:Actual: 84.17 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi 5.0 n, 6x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.029 in Downward Total 0.033 in Left Support 0.62 3.01 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.33 1.87 Live Load Defl Ratio 2059>360 Total Defl Ratio 1812 >180 Wobd B $ Q e gn RB.d 6 �' • yfg- AA4 �-` Calc`,, ° x"2005 NDS,IBC'2009,CBC 2010,A '-10 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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 Unit Load: D=0.0150, Lr=0.0250 klft,Trib=3.60 ft Design Summary D(0.0540 Lr(0.090) Max fb/Fb Ratio = 0.693. 1 y , �_ -, ._.,, ` fb:Actual: 881.63 psi at 2.500 ft in Span#1 Fb:Allowable: 1,271.47 psi Load Comb: +D+Lr+H - - Max fv/FvRatio= 0.343: 1 fv:Actual: 51.43 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 a,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W au Downward L+Lr+S 0.091 in Downward Total 0.146 in Left Support 0.14 0.23 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.23 Live Load Defl Ratio 657 >360 Total Defl Ratio 410 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:8 APR 20x114,,_7.50AM @ -' 2 ` g' ' ENERCl1LC,ING 198324 F `NE Ells", s ;L.':.:'1::' ic.#:KW-06002997 Licensee:C.T.ENGINEERING W• s e Design ,RB.d.7 ''• m� r20 ..., 8v 2010,ASCE 7 by, ' ''' e �.. pe ,''''' ,< h " BEAM Size: 6x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1350 psi Fc-Pill 925 psi Fv 170 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 1350 psi Fc-Perp 625 psi Ft 675 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,0.0 ft to 3.0 ft,Trib=6.250 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,3.0 to 5.0 ft,Trib=22.250 ft Point: Lr=3.30 k @ 3.0 ft Design Summary 00. Max fb/Fb Ratio = 0.590; 1 0(0.09375 Lr(0.1563) D(0.+336.Lr(0.,563, fb:Actual: 794.59 psi at 3.000 ft in Span#1 Fb:Allowable: 1,347.45 psi R' Load Comb: +D+Lr+H Max fv/FvRatio= 0.495: 1 fv:Actual: 84.17 psi at 4.217 ft in Span#1 5.0 ft, 6x10 Fv:Allowable: 170.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.029 in Downward Total 0.033 in Left Support 0.33 1.87 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.62 3.01 Live Load Defl Ratio 2060>360 Total Defl Ratio 1813 >180 World Beam ,Z RB.d 8 o %%o 1,4 :?° k„ ...: ;,"/ Calculations r 200 l 2009 E 204k ASCE 710 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 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, Lr=0.0250 k/ft,Trib=4.50 ft Desiqn Summary x(0.06750 Lr(0.1125 Max fb/Fb Ratio = 0.063; 1 fb:Actual: 64.21 psi at 1.250 ft in Span#1 Fb:Allowable: 1,017.68 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.103: 1 A fv:Actual: 15.52 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 8 2-2x6 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.000 in Downward Total 0.001 in Left Support 0.08 0.14 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.08 0.14 Live Load Defl Ratio 999999>360 Total Defl Ratio 23361 >180 .'RDesi. RBd9 y b,FE '�....t lati eWe2009,,• G 2010,ASCE 7-10 ods per 2005 Nd BEAM Size: 2-2x8,Sawn Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 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, Lr=0.0250 k/ft,Trib=4.50 ft Desiqn Summary D(0.06750 Lr(0.1125) Max fb/Fb Ratio = 0.253. 1 ? , fb:Actual: 256.84 psi at 2.500 ft in Span#1 Fb:Allowable: 1,015.16 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.207: 1 A A fv:Actual:• 31.03 psi at 5.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 n.2-2,8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.013 in Downward Total 0.021 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 Deft Ratio 4672>360 Total Defl Ratio 2920 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Primed:8APR 20'4,759A 01140517 1En 14o51 1#6l iti le`S[re $;an €tERAiG; lC_X983 214Buk�B 25,ver6. 4.t6 ,.. Lic.#:KW-06002997 Licensee C.T.ENGINEERING Wood Beam Design : RB.d.10 Calculations per 2005 NOS,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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, Lr=0.0250 klft,Trib=4.50 ft Design Summary D(0.06750)Lr(0.1125) Max fb/Fb Ratio = 0.162. 1 fb:Actual: 164.38 psi at 2.000 ft in Span#1 y`f Fb:Allowable: 1,016.20 psi (x� Load Comb: +D+Lr+H Max fv/FvRatio= 0.166: 1 fv:Actual: 24.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft.2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.005 in Downward Total 0.008 in Left Support 0.14 0.23 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.23 Live Load Defl Ratio 9125 >360 Total Defl Ratio 5703 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2:39PM MultipI pie B tv ,5,,--;;; "c,INC 1as3W20 , 0**123ntilitit046t -, v ,s4 x*' Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 1 OF 3 NVIDoci Bea resign : TFB.d 1 -,Af- s. 4:7 , ;d'= fIfions ,#10151 D :41302009 CBC 1,ASG' 740 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 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=0.10 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary ['Ali,Lip 380) - Max fb/Fb Ratio = 0.559: 1 \ 00 i fb:Actual: 568.47 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H Max fv/FvRatio= 0.401: 1 fv:Actual: 60.10 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.02 2-2X8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.018 in Downward Total 0.029 in Left Support 0.49 0.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.76 Live Load Defl Ratio 2701 >360 Total Defl Ratio 1649 >180 WOOd eili'nl ign x TFB d 2 E. - ._. .. ',MS-34 ;w Calculations per 2005 NDS iWe 2009,CBC 2010,ASCE 7-10 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrII 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=0.10, L=0.890 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: L=3.80 k @ 0.750 ft Design Summary --, Max fb/Fb Ratio = 0.761 - 1 EV.1g11-8iS0: fb:Actual: 750.58 psi at 1.533 ft in Span#1 Fb:Allowable: 986.71 psikI Load Comb: +D+L+H • Max fv/FvRatio= 0.492: 1 A A fv:Actual: 88.60 psi at 3.067 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 ft,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.018 in Downward Total 0.020 in Left Support 0.49 5.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 3.25 Live Load Defl Ratio 2632 >360 Total Defl Ratio 2359 >180 WOO beam 0 .n TFB.d.3 4' ` '.�..w ..r�� . ; .A ,,. , ,-- ' " - w 11*1„,p 5 NDSr,IBC 2009,CRC 2010,ASCE 7-10 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pr!! 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.10, L=0.890 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary o 01 Max fb/Fb Ratio = 0.675. 1 tNIMIEBNIilliYiifiiiilNIII fb:Actual: 727.29 psi at 2.000 ft in Span#1 � ', Fb:Allowable: 1,076.80 psi ;iete Load Comb: +D+L+H Max fv/FvRatio= 0.483: 1 fv:Actual: 86.90 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 e,4,10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.020 in Downward Total 0.024 in Left Support 0.49 2.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 2.54 Live Load Defl Ratio 2410>360 Total Defl Ratio 2024 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2:39PM « " rte 1 #i m ,00 `` sr s ,Er CALL 1140,�`,9„ ^LO Lic.#: KW-06002997 Licensee:C.T.ENGINEERING 'WOO , lrgn: TFB d.4 , x` 1Ti81Ctildtl 2005 NDS,iB 9,CBC 2010,jASCE BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.180 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Design Summary oRg, 4bo..0.32O) Max fb/Fb Ratio = 0.389. 1 fb:Actual: 495.92 psi at 1.250 ft in Span#1 �5 Fb:Allowable: 1,273.28 psi Load Comb: +D+L+H - Max fv/FvRatio= 0.298: 1 fv:Actual: 44.74 psi at 2.217 ft in Span#1 Fv:Allowable: 150.00 psi 2.5o R 2-2X4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.013 in Downward Total 0.021 in Left Support 0.14 0.27 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.27 Live Load Defl Ratio 2231 >360 Total Deli Ratio 1460 >180 ood s TFBd5 ; ,,, y; y.. k .' v:• Calculations pec.2U0514DS,lBc CBC 2010,ASCE 7-10 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.180 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Design Summary o .0,7,L o Max fb/Fb Ratio = 0.998. 1 fb:Actual: 1,269.55 psi at 2.000 ft in Span#1 ' "a y . --- Lo:Allowable: 1,272.20+D+L+H psi Load Comb: +D+L+H Max fv/FvRatio= 0.531: 1 fv:Actual: 79.61 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4O 2-Dc4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.088 in Downward Total 0.135 in Left Support 0.22 0.42 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.42 Live Load Defl Ratio 544 >360 Total Defl Ratio 356>180 earn Design TFB.d.6 �� taaicul ' 2010,1+IDS,ia+G 2009 ;tic 2#,10 A E 7-10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.890 k/ft,0.0 ft to 10.50 ft,Trib=1.0 ft Unif Load: D=0.10, L=0.890 k/ft,0.0 to 10.50 ft,Trib=1.0 ft Point: L=3.70 k@2.750ft Design Summary ro Max fb/Fb Ratio = 1.511; 1 - • ' 1.;•11 fb:Actual: 3,422.78 psi at 4.760 ft in Span#1 Fb:Allowable: 2,265.33 psi Load Comb: +D+L+H Max fv/FvRatio= 1.070: 1 • fv:Actual: 331.81 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.50 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.484 in Downward Total 0.528 in Left Support 1.05 12.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.05 10.31 Live Load Defl Ratio 260 <360 Total Defl Ratio 238 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2:39PM A ` os� ,/%01,3 r, i �.., , File= ,, 1 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Bea ig TFBd7 - , : ons r 8*S 18441.C64-1O ASCE 7"10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=3.0 ft Design Summary 0(0.0450 x(0.0750) Max fb/Fb Ratio = 0.169. 1 fb:Actual: 171.22 psi at 2.500 ft in Span#1 - Fb:Allowable: 1,015.16 psi Load Comb: +D+L+H Max fv/FvRatio= 0.105: 1 A A fv:Actual: 15.72 psi at 4.400 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.014 in Left Support 0.11 0.19 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.11 0.19 Live Load Defl Ratio 7008 >360 Total Dell Ratio 4380 >180 d Cies , ; TFB d 8Y ' y , p09,CBC 2010,ASCE T1D BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PM 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=16.0 ft Design Summary Max fb/Fb Ratio = 0.870. 1D(0.240 L(0.640) fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 Ni' `' Fb:Allowable: 2,242.80 psi , Load Comb: +D+L+H • • ...,. Max fv/FvRatio= 0.467: 1 A A fv:Actual: 144.75 psi at 0.000 ft in Span#1 13.0 ft, 3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.333 in Downward Total 0.458 in Left Support 1.56 4.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.56 4.16 Live Load Defl Ratio 468 >360 Total Defl Ratio 340 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:8APR2014,8:05AM �::.: tis " a to _..4� 14 ... t-.< ,w.. :: lea,: �. ,,,,,.,,.,�., Lic.#: KW-06002997 Licensee:C.T.ENGINEERING Descri•tion : TOP FLOOR FRAMING 2 OF 3 Wood Be l'l�,"; TFB.d 9 W r 2005 NDS,IBC 2009,CBC 2010,ASCE'3' " Ca1� � '"aEle,. n. BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary D(0240 L(0.640) Max fb/Fb Ratio = 0.349 1 9 fb:Actual: 795.35 psi at 4.150 ft in Span#1 Fb:Allowable: 2,281.78 psi Load Comb: +D+L+H Max fv/FvRatio= 0.260: 1 A (L�� fv:Actual: 80.49 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 8.30 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.055 in Downward Total 0.076 in Left Support 1.00 2.66 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.00 2.66 Live Load Deft Ratio 1798>360 Total Defl Ratio 1307 >180 ood Be TFB d 10 j„ ' Calcula otts per 2005 All} ,IBC'2009,CBC 2t?10,ASCE 7-10 • BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 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=9.50 ft Design Summary D(0.1425 L(0.380) Max fb/Fb Ratio = 0.074. 1 fb:Actual: 171.37 psi at 2.500 ft in Span#1 Fb:Allowable: 2,301.93 psi t a Load Comb: +D+L+H Max fv/FvRatio= 0.070: 1 A A fv:Actual: 21.59 psi at 3.850 ft in Span#1 Fv:Allowable: 310.00 psi 5.0 ft,3.5,14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.004 in Downward Total 0.006 in Left Support 0.36 0.95 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 0.95 Live Load Defl Ratio 13854 >360 Total Defl Ratio 10076 >180 Wd Beam Design TFB.d.11 • Calciitton r2005 NDS,IBC 0' 40 3;10,-ASCE7"EO BEAM Size: 7x14,Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-PM 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,0.0 ft to 10.60 ft,Trib=11.0 ft Unif Load: D=0.0150, L=0.040 k/ft,10.60 to 19.0 ft,Trib=12.0 ft Point L=2.60k@10.60ft Design Summary Max fb/Fb Ratio = 0.752: 1 D(0.1650 L(0.440) * D(0.180�L(0.480) i + fb:Actual: 2,160.22 psi at 10.577 ft in Span#1 Fb:Allowable: 2,873.95 psi Load Comb: +D+L+H Max fv/FvRatio= 0.369: 1 ' 19.0 ft, 7x14 fv:Actual: 106.97 psi at 17.860 ft in Span#1 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.618 in Downward Total 0.796 in Left Support 1.80 5.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.87 5.89 Live Load Defl Ratio 368>360 Total Defl Ratio 286 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:8 APR 2014,8:05AM 1 a t'7,11:-$i amt �« >, i ` a`; < y 3 •� i � „.• 8E3 .. 0" s I �1NC� -24t4,�u�t�i426,At� 14.126 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING wood Beam Design 1 TFB.d.12 Pr, " '„ ,',. 2005 N ,fBC ,a ..CBC 2010,ASCE.710 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Design Summary D 0.150 L 0.40 Max fb/Fb Ratio = 0.133. 1 fb:Actual: 304.87 psi at 3.250 ft in Span#1 , Fb:Allowable: 2,293.36 psi Load Comb: +D+L+H . IP IP Max fv/FvRatio= 0.114: 1 A A fv:Actual: 35.39 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 6.50 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.013 in Downward Total 0.018 in Left Support 0.49 1.30 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 1.30 Live Load Deft Ratio 5990>360 Total Deft Ratio 4356 >180 5jTFBd13 P ��ems , S=:' ,/i Caa: , 20 SBC101O 3CE a BEAM Size: 5.125x19.5,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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 Beam self weight calculated and added to loads Unif Load: D=0,0150, L=0.0250 k/ft,0.0 ft to 9.0 ft,Trib=3.0 ft Unif Load: D=0.0150, L=0.040 k/ft,9.0 to 16.0 ft,Trib=7.30 ft Point: L=14.Ok@9.0ft Design Summary a.. Max fb/Fb Ratio = 0.997; 1 D(0.1095)L(0.2920) fb:Actual: 2,341.92 psi at 9.013 ft in Span#1 D(0.0450)L(0.0750) t * r Fb:Allowable: 2,349.29 psi Load Comb: +D+L+H Maxfv/FvRatio= 0.559: 1 : "' "``• fv:Actual: 148.22 psi at 14.400 ft in Span#1 A • Fv:Allowable: 265.00 psi 16.0 ft5.125x19.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.399 in Downward Total 0.423 in Left Support 0.64 7.06 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.89 9.66 Live Load Defl Ratio 481 >360 Total Defl Ratio 453>180 Wand Beam Design TFBa 14 r ,,- k ' ,,,,Calculations> 40005AWS,IBC 20 C 20100 AS ,7,710- BEAM I 7 0BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.250 ft Design Summary D(0.09375)L(0.250) Max fb/Fb Ratio = 0.206. 1 : fb:Actual: 209.75 psi at 1.625 ft in Span#1 � i v'�� • ''' Fb:Allowable: 1,016.95 psi �_ Load Comb: +D+L+H Max fv/FvRatio= 0.165: 1 A Tv:Actual: 24.70 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3250 ft,2-2e8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.16 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.16 0.41 Live Load Defl Ratio 7655 >360 Total Defl Ratio 5500>180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:8APR 2014,8:05AM �z�ii y� a_ ,Er �. , s .... j ` „,,-,,,,,§016,,,,-- File 014051 t 14054. tom •l1NI UP e. « 1 t,�„ � ,,,v,. 7- g .. .�'x N ,�.4.,ENERC"°wilNL,�„198 2014,But±&14.f s 4116 Lic.#:KW-06002997 a Licensee:C.T.ENGINEERING ,..;,.«,!, Bearn-C? «n TFB d 15 N.. �...: ,7AA _,, Ca..”,,, � ,S per2iftl5)S,IBC 2009, BG 2014,A '7>o BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 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 Beam self weight calculated and added to loads Unif Load: D=0.10, L=0.180 k/ft,1.0 ft to 4.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Point: L=2.80 k @ 1.0 ft Design Summary up�o.o, 43ao Max fb/Fb Ratio = 0.246: 1 r o fb:Actual: 568.06 psi at 1.000 ft in Span#1 Fb:Allowable: 2,313.41 psi Load Comb: +D+L+H . ',.::',.c..7.7: , Max fv/FvRatio= 0.361 : 1 A fv:Actual: 111.76 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 4.0 ft, 3.5x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.014 in Downward Total 0.016 in Left Support 0.15 2.37 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 1.10 Live Load Defl Ratio 3325>360 Total Defl Ratio 3003 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2:40PM ` , 4 , e M at91e Simple r . y r�'; ENERC.At t 83-ilm4A , �t iterAi4 t.23.: . .,,,. „€,,�y.... . .. . ,, s,ra .�;.gym Lic.#:KW-06002997 " -„ Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 3 OF 3 Wood Beam Design;, TFB d 16 ,,:.-,,il'irpati% 4.. s*a ,C.aicu ons per 2005 NDS,IBC 2009,CBC 2010„,, t O. BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.180 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Point: L=100.0 k @ 5.0 ft Design Summary ... Max fb/Fb Ratio = 0.457 1 D(9.0120)�L6o 830) fb:Actual: 464.21 psi at 2.500 ft in Span#1 5 l Fb:Allowable: 1,015.16 psi --;,,,.:-;!,-4-,40i. Load Comb: +D+L+H Max fv/FvRatio= 0.284: 1 2 A fv:Actual: 42.57 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.024 in Downward Total 0.037 in Left Support 0.28 0.53 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 100.53 Live Load Defl Ratio 2460>360 Total Defl Ratio 1614 >180 g ''r, n0 ,'. d TFB. 17 °` , 4 Calcul ns 04 2605 NDS,IBC 3008,CBC 2010,ASCE 7-10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PM 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=0.10, L=0.250 k/ft,0.0 ft to 2.50 ft,Trib=1.0 ft Unif Load: D=0.10, L=0.890 k/ft,7.50 to 10.750 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Point: L=2.20k@2.50ft Design Summary o(0 0150)♦ 0.tu). L(0 0250) Max fb/Fb Ratio = 0.310- 1 r r (0.8a0)D(0.10)L(0.250) + r r $ fb:Actual: 702.01 psi at 2.508 ft in Span#1 Fb:Allowable: 2,263.27 psi Load Comb: +D+L+H A2144:, ~ Max fv/FvRatio= 0.268: 1 • 4 fv:Actual: 83.14 psi at 0.000 ft in Span#1 10.750 ft, 3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.110 in Downward Total 0.122 in Left Support 0.35 2.81 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 3.17 Live Load Deft Ratio 1172 >360 Total Defl Ratio 1059>180 Wood Beam Design TFB.d 18 11,0# !,,�. MCalculations per 2005 NCiS iBC 2009,CBC 2010;ASCEO BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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=0.10, L=0.1450 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Design Summary 4ifbTerVo(4d Max fb/Fb Ratio = 0.140. 1 fb:Actual: 318.80 psi at 4.500 ft in Span#1 ;, Fb:Allowable: 2,276.84 psi '''' Load Comb: +D+L+H .4:,:-...4:411**- -_:. Max fv/FvRatio= 0.100: 1 A fv:Actual: 30.86 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 9.0 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.036 in Left Support 0.52 0.83 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.52 0.83 Live Load Defl Ratio 4879 >360 Total Defl Ratio 3009 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the'Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed: inted:28 MAR 201 4, 2:4E 0PMTitle Block Line 6 s a s tt 32441c�d + t2 v 1��d, , ENEt ,`,fit,, ie-et 7 c 4, , L :C.T.ENGINEERING GLic.#:KW-06002997 \' Belii Dere TFB d 19 \ dvil, '/' ',M.> Caipi [DS alatic s per 2005 , 2009 -,-,,j, ©10,ASCE 7-1 5x BEAM Size: 5.214.0,Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550..0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unit Load: D=0.10, L=0.120 k/ft,0.0 ft to 11.750 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Point L=1.40 k @ 12.750 ft Design Summary Max fb/Fb Ratio = 0.085; 1 + DirdwiRg)0320) fb:Actual: 196.45 psi at 4.620 ft in Span#1 Fb:Allowable: 2,302.53 psis Load Comb: +D+L+H ,'; --; • Max fv/FvRatio= 0.094: 1 A fv:Actual: 29.10 psi at 11.000 ft in Span#1 Fv:Allowable: 310.00 psi 11.0 ft 1.750 ft, 5.25x14.0 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.010 in Downward Total 0.029 in Left Support 0.61 0.61 Upward L+Lr+S 0.000 in Upward Total 0.010 in Right Support 0.72 2.61 Live Load Defl Ratio 11190 >360 Total Defl Ratio 4288 >180 Wood Beam De NOT USED _.9 . ... ,,.. „ . <._. '' . CCalculations..per.2005 NDS,IBC 2009,CBG @10,v SCE710 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrII 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=0.10, L=0.320 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Point: L=5.70 k @ 4.750 ft Design Summary Max fb/Fb Ratio = 0.102 1 - fb:Actual: 233.95 psi at 3.117 ft in Span#1 o(000bo i . BoZ Fb:Allowable: 2,301.93 psi Load Comb: +D+L+H Max fv/FvRatio= 0.088: 1 A Tv:Actual: 27.37 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 5.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 LLr S W E H Downward L+Lr+S 0.007 in Downward Total 0.008 in Left Support 0.28 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 6.28 Live Load DeflRatio 8461 >360 Total Defl Ratio 7194 >180 Wm Des r TFB 9„-4, --- f ` 1 ,ares t10S"BB,IBC 2°°9,CB 0'A1 CE 74 t1,, BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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 ksDensity 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=0.10, L=0.1450 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 lot,Trib=3.0 ft Design Summary %0 q bcg4 i Max fb/Fb Ratio = 0.368; 1 r fb:Actual: 374.41 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi a Load Comb: +D+L+H Max fv/FvRatio= 0.264: 1 N:Actual: 39.59 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft.2-241 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.019 in Left Support 0.29 0.53 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.53 Live Load Defl Ratio 3874 >360 Total Defl Ratio 2503 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pr4ted 28 MAP.2014,2.40PM Fe='t2:k14051T-1T440$7......:1-c5 ., Muttlple Simple Bern_ `ENERCALC,INC.1983-2014,Bu3d.6.14.1.23,Ver_6.14.4.23 Lic.#:KW-06002997 Licensee:G.T.ENGINEERING Wood Beam Design': TFB.d.22 Calculations per 2005 NDS,IBC 2009,CRC 2010,ASCE 7-10 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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=0.10, L=0.890 k/ft,0.0 ft to 3.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary D $4ohS93g6) Max fb/Fb Ratio = 0.380: 1 -,.,.--;„,---7, _ fb:Actual: 409.10 psi at 1.500 ft in Span#1 Fb:Allowable: 1,077.63 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.284: 1 A A fv:Actual: 51.16 psi at 2.230 ft in Span#1 Fv:Allowable: 180.00 psi 3.o e,4x10 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 0.36 1.91 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 1.91 Live Load Defl Ratio 5714 >360 Total Defl Ratio 4798 >180 Wood Beam Design TFB.d 23 Calculations per 2005 NDS,IBC 2009,CSC 2010,ASCE 7-10 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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=0.10, L=0.250 k/ft,2.70 to 4.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: L=1.70 k @ 2.70 ft Design Summary .„,., Max fb/Fb Ratio = 0.582: 1 -.._._.._i (9.1425)L4O48 ertto•2) fb:Actual: 626.70 psi at 2.693 ft in Span#1 Fb:Allowable: 1,076.80 psi Load Comb: +D+L+H Max fv/FvRatio= 0.492: 1 A 2 fv:Actual: 88.52 psi at 3.240 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 rt 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.016 in Downward Total 0.018 in Left Support 0.31 1.37 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 2.18 Live Load Defl Ratio 3023 >360 Total Defl Ratio 2598 >180 CT Engineering Polygon Homes TYPICAL CRAWL SPACE BEAM CARRYING THE MIDDLE FLOOR JOISTS ONLY W SIMPLE SPAN -UNIFORM LOAD / 1 Span= 7 ft R1 R2 Span Uniform Load (full span),W= 715 lb/ft Reactions Vmax= 2503 lb Ri = 2503 lb Mmax= 4379 lb-ft R2= 2503 lb Nominal Beam Size: b = 6 in. d= 8 in. Number of Sections= 1 bact = 5.50 in. dact= 7.50 in. Lumber Species/Type:----------- DF1 REPETITIVE MEMBER? N Post?: YES Design Stresses and Factors: CL= 1.00 Moisture> 19%? N Fv= 170 psi LDF= 1.00 CM(v)= 1.00 Fb= 1,200 psi Cr= 1.00 CM(b)= 1.00 FcII = 1,000 psi Cv = 1.00 CM(clp = 1.00 FcL= 625 psi CF(B) = 1.00 CM(cp= 1.00 E = 1.6E+06 psi STOTAL=U 360 CM(E)= 1.00 0 INCH Emin= .00E+00 psi Incise Ci= 1.00 4)HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 74.8 170 A(in2) 18.14 41.3 Fb(psi) 1019 1200 Sx(in3) 43.79 51.56 0.0 in3 Delta (in.) 0.12 0.23 I (in4) 103.46 193.4 0.0 in4 REQ'D END BEARING = 0.73 inches NOTCH DEPTH = 0 inches fV,NOTCH(Tension Face)= < Fv'= 170 psi USE: (1)6 x 8 DF1 N.E.T. Job#14051 3/28/2014 CT0 Ni ENGINEERING Suite e 3 2erson St. INC. Seattle,WA ��_ ,'�' �,( 98109 Project: t V�'tK3 � 9\�J . S1...s4 69,C:110 Date:--7L-4/&--3 Z (206)285-4512 3 C 4-14 D3, (2O Client: �--- -� Page Number: (20G)285-OGIB g / VN 1 • .1Y\11/4 ..` I Z' . • i�r• a .. �, • fl� i� • 2 . .• • i.; 2 ;; "2"/2-:1"." 1. ' • . • 61?-t'SS 1 .!t"--- Ft---=3 54 I.c .-:g2:5.----•32e3thx- ;1 I, j I r I t I . I I I ,, i • • • • i S�d' i. LS. L 1 f : i • J 1 '/ i 1 1. © '}1� I f 1 'i i t I l • I , '' j . I i _(2 • • I . 1 11jI i ;s 1 x • , K i 1 ' 1 1 : i9 • ITS I1 11 1 • 1 • : . ,. • • . : ! : 1 ' i- , ; • ' • t . .a 1 ' 1 I V L.. i Jf . 4 - "j r j� 1...i 1 1 ! 1 I ' f i. ..I • 1 L.._I •. .. j I . 1 I ; , , i 1 1 I 1 I .i. I • 1 1 ' ', 1 1 I I. 1 , 1 t i 1 f I 1. 1-1! . I ; 1 11 I 11 I I . .1 _:... 1. :._... ... .._ �. 1 I _ I1 ;. i 1 1 1 I 1 I 1 J : 1 I _ I' It . , I I • i 1 i 11 1 I 1 i 1 1 I i • i , ' : II '. 1 _ i I : i I : 1 I, 1 I ..I ! I 1 1 I1 1 J 1 I 1 i 1 1 I I 1 1 1 , 1 - I .. Structural Engineers 180 Nickerson St. CT ENGNEERING acne 302 Seattle,WA 98109 � (206) 285-9512Project: Date: 'yea-04f t C>)4- 14'6.0) Page Number: (206) 285-0618 1E5 t-' lJP Ulm I h.1'TC 1©i l -t AL- ---- TRQG-11-4 c N @iC ole (z) ( ) 0-) (5) Tor: . £i. ' 771 ' -75' f3'1 t 3, 1 92' ►Jr►D.��.:K, 9.DF31 871 F..75 I( '7�^f 3,D"'` 6,D\r\ 74,'`c GtNgt,GE ,.951 9,56. 9.75' 7 2.S ' 3.7" 5:e ‘, /\v\hs.iu.s t !—R e �,7I �•-c,,a, uL) a `{MG4 �, Cl� tic � `�-�� (Ca 0 T e 11,r(---ER,orc • Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 Ti; /'�' i` �1 y� '/'''[�° Seattle,WA Project:T 7 f l4 Cof\ G`,�'. 1 f1�„ 6O/\L Date: e2- A (206)9285-4512 1 Client: \) 7 '4 OS 1 Page Number: (206)285-061S -KCGT1-1. WlN lel.» SXS1GN (5 -0.) (5) sTi�s , a DF3 7,71 7.75' 3131 t\h‘i .FGR., 9. ' E37I F75 X31 Gwcz 2.9?, 9,56. 9.75' 3131 , ... f -�� 10.E I-tt -I?5t Ll; 4- v z cat/, L_�i��1_ 10-�.ice, (1\ - 7- 1.0 ) � 4- _4- A\ , j 120►y,rh ULT ) C.P ,1, !TcH < Ni-\k h ?� GA E. dv\#‘17: IN_C. 4 39�� 0.71 .6).94 .I -zot.\ -ym)w)e7+ c -c u :. . InteG FL4t3 klC 62 l'A L L , 46.25 , c-)e-D , p_7 ,ejv 41D,r), -t- '-'-)f/.5 i(A-7 1--)C--("6 A4A/('-' 2K4 2Gl ale �y� - o Structural Engineers Design Maps Summary Report Page 1 of 1 11/ 1.-S Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III a.• ., ..,�,.., ,-sem !a erto -- M �� I £ - tea, if l� g fir,, as / ^ E, i ' -,,,- '''f'- 1-,---,:s„ ;4,,,, - 0--:),-1,- ..:,' ..',,,,,,,,„f.,, ), , - -- -,,,,t--1,1„.;., ,,,, --1= 0".,54.1-: „4--,;'..! y ' a t$ 3a ,' , �� .,..� f< -i t -;-. ,,, yam. �r�,s _ of i, #` ,,' ' ...«w. ,-,, , 'y' ., ke'Os' Qo .5., „�.,, fri stho 9 " King G€ty, -h2 4'4 9 . !-,:..a ,,,.... r. / � ' fif '�� ife tFP . , , , st USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SEs = 0.720 g S,. = 0.423 g SM: = 0.667 g SE: = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCEK Response Spectrum Design Response Spectrum 0, 110 0.20 022 0 22 0,22 0.63 0.77 0.22 li 0 44 14 042 tit 0.s, ,' 0, t' a." - 0,32 O; a. 0. 2 0.22 0.22 0.11 0.00 0,00 Q.3 0.00 020 0.40 0.60 0.20 1.00 1.24 1,40 1,20 1.20 /00 0.00 0.20 0.444 GAO 0.20 1.0t) 1.20 1.40 1. 1. 2.00 Period,T(see) Period,T(0424) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 CT ENGINEERING 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14051: Plan 3713 Twin Creeks, Elevation D Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.46 N Longitude= -122.89 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usqs.qov/research/hazmaps/ http://geohazards.usqs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs= Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1= Fv"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*SM1 SD1= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - -- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Horizontal Structural Irregularitie - 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 N.E.T. 3/28/2014 CT ENGINEERING 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 7.2)2009 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-05 CT PROJECT#: CT#14051 Plan 3713 Twin Creeks,Elevation D So,= 0.72 5,=19.00 (ft) So,= 0.45 0=035 ASCE 7-05(Table 12.8-2) R= 6.5 C,=0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) S,= 0.43 k=1 --ASCE 7-05(Section 12.8.3) T.=6 [F ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos./(ROE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=Sm/(T'(RAE)) (for T5 TO 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(So,'TD/(T"(RA0J) (for T>Ti) 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/I0 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W LOO/Ills REF# Cl 04 Ca 04 Cl CS CF +0090 Cl" 012 CI'..,, CIE C15 014 017 VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Area#1 Area#2 Area#3 DIAPHR. Story Elevation Height AREA DL AREA DL AREA DL w; w,'h,' w,'h,' DESIGN SUM LEVEL Height (ft) h,(P) (sett) (ksf) (sgft) (ksf) (sgft) (ksf) (kips) (kips) Ew,'5,' Vi DESIGN V V.,,.. NS E-W Roof - 19.00 19.00 1870 0622 41.1 781.7 061 4.40 460 6.51 8.03 Top:Floor ` 9.00 :1600 1000 :.1517 0628 333 0622 49.8 498.0 0.39 2.80 2.80 613 7.33 1 10.00 r-:0.00 0.00 : 0.0 0.0 0.00 0.00 0.00 1st(base) I - 90.9 1279.7 1.00 7.20 12.65 J 15.36 I E=V= 10.08 E/1.4= 7.20 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design F,,_ DIAPHR. F, E F, w, E w, Fp,= EF,.w„, 0.4'Sos'IE`w, 0.2'S,s IE'w, LEVEL (kips) (kips) (kips) (kips) (kips) 2:w, F,,Max. Fr,Min. Roof 4.40 4.40 41.1 41.1 5.93 4.40 11.86 5.93 Top Floor 2.80 2.80 49.8 49.8 7.18 2.80 14.35 7.18 0 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 1st(base) 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 N.E.T. 3/28/2014 CT ENGINEERING N&S_Top Floor SHEET TITLE'. kA.: : a 4 i,xf�m , :.a : s ' ncd-i"' CT PROJECT#: CT#14051 Plan 3713 Twin Creeks.Elevation D Dieph.Level isit. Direction: Typ.Panel Height=It Seismic V I. 2.8 kips Design Wind NS V i• 8.1 kips Sum Seismic V I- 7.2 kips Sum Wind NS V I• 12.8 klps 1 DISTRIBUTION TO SHEAR LINES Lina TriE% W MON let Line T b e LAbovine Load ,(abv.2nd Line Trib. ��UnElf-I ShW r.l ° 1.401 3.06577 �' ,,: ®i 3.60 6.32�� m.ii,ijz.41,11MffiliktilK 0.00 0.00 0.00 0.00 0IN1101111 mzmm o.o0 0.60 0.00 0.00 ' Mm 0.00 0.00 0.00 0.00 ' �m 0.000 a.00 0.00 0.00 ME=MN �m 0.00 0.00 0.00 0.0000 , �� ir9°. 0.00 0.00 0.00 00.00 ' z=FEMME z=EIEMIXIMIEEMIECEI Balance Check: ok ok Balance Check ok ok ok ok 2 DISTRIBUTION TO SHEARWALLS E.Q. E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Line ID Lwall Co Lwall' IiN„LL v V Amplifiers 0' Type Type v V (ft) (ft) (ft) (Pit) (k) P 2wfill' (Pin ��TT��1�1,,�,_ (PIN (k) aI P as ° �� _� vay;i,?;.j.;:,`;;+j 0.00 ,5...,,,,M 0.00 ��O dO 0.00 a :. 0.00 p 00.00 ��p�OO 0.00 0.00 p 0.00 ��ppp ' 0.00 0.00 * p 0.00 .e...ppp0 0.00 0.00p 0.00 MEAMMIMpppO 0.00 0.00 .8 1.0 AIM 0.00 INEM111110111p 0 0.06 0.00 p 0.00 ��p ■0 0.00 0.00 + 0 0.00 ��Q 0 0.00 ISSUMERIM ., B14, MUSEINEDIMSWErae 6.00 a 0 0.00 ��0 0 0.00 p-1.00 ''Table 4.3.4 AF&PA SDPWS,Footnote 1 `Special E.Q.DL Uplift Factor. DL Uplift Factor w/WInd: 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resiatetl Bsduced Net OTM Add'I 6seuced Nat OTM Add') Moa. Line ID Logs wdl ID(611 ID(62) Luu,, OTM Re.r.. Level Abv. Total ft U U., OTM RmM Level Abv. Total U U, U,um HD (ft) (klf) AboveAbove (ft) (kip-ft) (kip-0) (kip-0) (kip-h) (kNpft) (k) (kip) (kip-0k(kip-0) (kip-01 )kp-5) (kip-e) (k) (kip) (kip) aine 37.4 % t (4 1'rT y 35.15 32.76 122.30 -89.54 94.76 ip -2.70 57.54 132.88 -75.34 4 a 73 88 1 -2.10 -2.10 NONE ss ,� 0.0 'I '. �" 1 Lryv'' lk ?' 0 00 NONE � +a°, °r x One ' %I '< d'11,4';'? we �i1 0.00 NONE I 00 .E`` t - ' � 00 �': d 0.00 HONE; E, '(` 16 6 °A �5� 14.32 21.23 24.01 -2.77 -2.77 Es [tr,1 0 -0.19 37.29 26.08 11.21 a¢ 11.21 ,i0 0.78 0.78 $THD74 „e='2A• '.; 9.9 7.86 11.53 8.59 2.94 0 50 •1,;4% ,•„�C?ttH® -0.08 20.25 9.33 10.92 9 26'r 1�',"-FL: 1.21 1.21 STHD14:. 'TOMt ,-9'`'x R 0.0EINKOOK E I� ' 'e � ; 1 t1�� ti 0.80 NONE;',' 0.05Mlak �F '1" R��c1[': '4 0.000 NONE 41 0 0 '' E Dq Lfr c 0.00 NONE 3 ? QP. . s ' a E:� 09 a�' D04, 0'; n 4 �u RR „�,�� 00.00 NONE NON-STACKING SW ELEMENTS•1,K y/4` ;, a ''• .AI,,' j'`k - 0.00 Not 00 .� ,' a . „t ,.y Ai ,,,:'7,',, 0.00 Neoi Holdown Ott-.Offset from SW End in 0= -29.11 -98,13 N.E.T. 3/282014 EBW Roof CT ENGINEERING "$ SHEET TITLE: . V �( # t: -iid'a..:. rd �g,,..,,,,,p,:y�, '- CT PROJECT#: 0T#14051.Pla 3713 Twin Creeks,Elevation 0 Ej Diaph.Level: Direction: Typ.Panel Height ft. Seismic V I. 4.40 kips Dealgn Wind E-W V i 8.03 kips Sam Seismic V I- 4.40 kips Sum Wind E-W V I- 8.03 kips (1)DISTRIBUTION TO SHEAR LINES' .., C3 C» C5 co C7 co C3 C10 ,ad ^ft 17 C1r' maiiimCIE C19 Line Trtb% W 1st Line TAbo Line Lind Trib. �a 2.199 4.01513 ��0® �m 0.00 0.00 . �m 0.00 0.00 0 INOMMIMIIIIMI �m o.o0 0.00 0 � �m 0.0000 0.0000 0�� m 0.00 0.00 . m 0.00 0.00 O�� E_EO� s E= 0.00 0.00 ECM Balance Check: ok ok Balance Check. ok ok ok ok 2 DISTRIBUTION TO SHEARWALLS E.O. E.O. E.O. ET.E.G. E.G. Wind Wind Wind Line ID Lwall Co Lwall' I-Loi, V Ampliflere Type Type v V (II) (R) (ft) (PI() (k) p 2�wht" (DIf) (plf) (k) wee.. ® e, A:cx. >.a - I� 0.00 p 00.00 �=oe®eso 0.00 „ li 0.00 > p 5.00 ��p _ 0 0.00 0.00 p 0.00 ��p p0 0.00 0.00 p 0.00 ��p p0 0.00 0.00 = p 0.00 ��p �0 0.00 0.00 p 0.00 ��ppp0 0.00 0.00 p o.00 ��ppp0 0.00 0.00 p 0.00 ��pnp0 0.00 siw 0.00 p 0.00 ��p � . 0.00 1'-1.00 °'Table 4.3.4 AF&PA SDPWS,Footnote 1 'Special E.Q.DL Uplift Factor DL Uplift Factor ncWnd: 3)OVERTURNING RESISTANCE I Seismic Uplift Wind UpliftResisted Resisted B.aao,a Net OTM Add'I B.4uce4 Net DIM Add') Max, Line ID Lois. w dl ID(#1) ID(92) Loom OTM 8001 Level Abv. Total O U U_ OTM Ra,a Level Abv. Total U U,m U,,,m HO (ft) (kl() Above Above (ft) (kIp-R) (kip-ft) (kip-ft) (kip-fl) (kip-It) (k) (kip) (Mp-ft) (kipfi) (kip-ft) (kip-ft) (kip-ft) (k) (kipj (kip) Rf/ Wt �e6,<am 32 4 Q( ''r 30.14 17.81 91.73 -73.92 -73 92 n -2,46 32,52 90.67_ .67 14 b7 14� -2.23 -2.23 NONE � `'. �� e �' a" NON ' 13 0 10.75 8.91 14.78 -5.87 -5 87 0 -0.55 16.26 16.Ofi 0 21 0.21 a a 0.02 0.02 NONL ^a .; c - 13 0 t �' �- 10.75 8.91 14.78 -5.87 a -5 87,1;00 7l it;�(), s. -0.55 16.26 16.06 0.21 i 0 21 ...� 6 0.02 0.02 NONE r. i. rtIrti41'1 '127 0 0 ''Bap ' til/ tt 0 ts, p 0 00 NONE 0 0 1 ,I ', ., s 0 000 NONE 0 0 ,�r v' ,^. NON 0.00 Y ,I', :, Itif4171 ,. 0.00 NONE, . 00.00 * a�, 0.00 NONE 0.0 57 J 1� ;, c� 0, 0.00 NONE g7 00Zan 7",r; A H M 0.00 NONE 'l';,c.. , 0.0 'i.iiisiMIKKINt.3IIiI ';-',1'1C,��?' „Y,%D,EOx', 0.00 NONE HoldownaCtr.Offset from SW End in E= 0.00 -85.66 N.E.T. 3/28/2014 RB.d.3 (S)TRIM@ IM. RB.d.3 RB d.2 HDR (2)2x8 DR (2)2x1 HDR (2)2x1 HDR (2).10 HD' ,, . RB.dl a III, -... ;LA AM. . p . 'II1 Ilk WINS• S.W:.GING- All ' BTWN.• T- R` 1111L MI IIM /II! Iu SII ;EININL i , 11, 1 �1—=-- al; 1�■�l mil 4 MI iit Idyl � . ��1 F II ars Mill i 61 II ___ �.__ ___1_ 1M111- low Ir ® \I ! Will; Iir4iIP4lIk itI1I1= . I o�-',11 ■mm o wird GT d.3 .Xis HDR ,''. RB.d.7 PR WAB.d.S 1 PB.d.6 RB.d.6 ®D 4- Roof Framing Plan 0 (11:::-) RZIP P3 0 (2)TRIM.tpCTR.HDR ,rFB.d.2 1cB.d.22 TFB.d.3 TF'B.d.3 ?'FB.d.23 i TER.d.1 rj2xg DR ...H.R 4x10 R 7Ix10 HDR/ 4x1 HDR 4x10 ADR 5:()24I NG / D STUD:TWN.SGL.:. A V • II_ TRIM ERS,U.N.O. • [ / /: L . '-STHD14 N m ~Z w . 3°v wa f rSTHD14 � � -Li o ¢ I I �- v x 7 .. ', Z 3▪�________r __�! ______ ____T- iii ------ --- I '-STHD14 E1 ..r ,ii 16 Fy i SB.p TFB.d.B Y ' TEE.d.9 TFB.d.20 � LVL _ :r\\t\w\oc\© 4NL'L li.7 tx'64�v"I' .,4 ",; 2 L I-13 2F= --- -------• 1E -"- PUBIC' i r� EN FO 1 58.0 1 a '� 157 ST4R G, i ��JJd E STHD S 4D14 J ' 40' ..ST37' RIC,•TA� • JI ,,/".":"' ' _ ``�` _ __f STHD14 a,i � Q��`TF_a_.I�PSLH�R.r ,',L''.____,.... _ '=* -3'PT' w�a��..,��"��. �N J8 S9.0 Er.. 0 al x Z_ ti NI ' H E V 1 i _(21J'Y�HnR, -4 F 0.L '� i...i TER d ' r -7 TEE d.6 0LEDGE A 1 ; [�' `,L'EDGE .-1 TFB.d.13 GL85.25 $COMT.H-3 '` HDR `.ice _ 'TFB.d.21 - ii.. STHpI `- ! • S'HDid bap 1212% HDR TEE).d.7 L MANUFACTURED ROOF 3.Sx 4 L F L MANUFACTURED ROOF © 18 TRUSSES AT24"O.C. _ _- - -" TRUSSES AT 24"0.C. S6.1 _rB.d.18 18 icio56.1 NOT USED: . TFB.d.20 OD - Top Floor Framing Plan MAIN FLOOR SHEARWALLS 1/4'=1-0• i 3T-0• 18'-0' 19'-0" e 5-0' 31R•'CONC.SLAB m SLOPED DOWN /'• - - -H-1-31 ED 3 4:12 O • T.O.S. 'SLOPE 1/4121 I T.O.S. �,• [ j # cg • 1 [ f. r 1 is 1 'a •••HDU4 rl-0':3'j • STHDt4 ::::::::•::.:•::::......::::::::.... I ' 2d",24'x{6 FIG- -. 1, 7(2' ,n 46PQIW/f2) .. WAYTYP U-N.O r AC4CAP 8 PBS46 912"TJI 11 1F' I I' - to TYP. ..:. " +/{3)#4.EAWAY. r .. .:.. ABOVE I.` to \JIBEARING WALL- J 2,4 PONY WALL i ABOVE ,: P6 .. 13'-5U4" 2x6 PONY y A]!2'7 -t B'.=.T ,r S':1D `:1 t4-6174'x• + Wim... ..L. {.: _" .. ..I: ----- 4 = 0 ♦ - HDU2 1 is '''C--STHD14 STHD14.--/-, R P4 HDU2 P6 P4 ® T.O.S. -,et4 PONY _ r 1 . 19'-61/2' —' :':::::#4:: 0 WAY I SEARING WALL • '0 31/2'CONC.SLAB 1 F _ J. 00 SLAB SLOPES 31/2' I - — - ------� N FROM BACK TO APRON 9, VERIFY GARAGE SLAB HEIGHT e 2,6 PONY ® WITH GRADING PLAN , WALL 0 -0. k i Is b 1 -0'-3'I - -,'-6 1/2'1 S81 r. PONY W L ,.J� ,iL{;:" TOS 31/2"CONG SLAB 1 _ - J__1 SLOPED DOWN --� .- 1-/W ♦ ♦ A •';;.. • I ') 1/4:,2 ) a • ,�F STHD14 - m Q STHD14 `1r -eJ --__ 10 0 -J P3 101/$' 16'-3' 101L' 6'-61/2" 11'-11/2' OD - Foundation Plan Foundation Plan 1/4"=1'-0" 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 Joists @ 12" 2.5 psf Insulation 1.0 psf (1) 112"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF CT ENGINEERING TBL SHEET TITLE: 7.4)2009 IBC SHEARWALL VALUES PER 2306.4.1 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks, Elevation D 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 0 1 0 0 1 P6TN 150 2 150 150 2 150 P6 520 151 242 730 151 339 P4 760 243 353 1065 340 495 P3 980 354 456 1370 496 637 P2 1280 457 595 1790 638 832 2P4 1520 596 707 2130 833 990 2P3 1960 708 911 2740 991 1274 2P2 2560 912 1190 3580 1275 1665 N.G. 10000 1191 4650 10000 1666 4650 N.E.T. 3/28/2014 CT ENGINEERING N&S_Roof SHEET TITLE: 1S0 aT .. % >,.h,-..,. akY,ufS:: CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation 0 Diaph.Level: Direction: Typ.Panel Height-at Selsink V 1. 4.40 kips Design Wind NS V I- 6.51 Idpe Sum Seismk V I- 4.40 kips sum Wind NS V I. 6.51 kips 11)DISTRIBUTION TO SHEAR LINES C4 CO CS c7 CS C9 Gil 010 i3 C14 C15 016 Trib% V level Above Lin L d E kV abv. V total Line xm Shear,v Line E W E[k] W[k] let LI 7 ib 2nd Lin Trib E k W[k] E[k] W[k] L[R] E[pif]W(pit] ', :'4V440 � t : 50% 2.199 3.2571 C /'a/ 1%4v,+ 0 2.20 3.26 14.23 155 229 50% 2,199 3.2571 ) � ,tl (� 0 2.20 3.26 24.38 90 134 0% 0 0 0 )9'; CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks Elevation D WALL ID: S.2.B V eq 1099.5 lb V1 eq = 549.8 lb V3 eq = 549.8 lb V w= 2007.6 lb V1 w= 1003.8 lb V3 w= 1003.8 lb p. o. v hdr eq= 100.0 plf ► H head = P e3 �/ �/ Fwo, 1 i0ft • 0 *# IrS �44001 6 F2 0() kx4 . WALL TYPE H pier= . e j. ( k *r "%j f plf P6 E.Q. �;d � plf P6 WIND feet 'H y + fit r g H total= `f , "X .. y E � ✓ �� ? ¢¢ A k� ,feet {�b raiE G�t ' ii OIT • • E.'. .},',,,,.'''4,0.,',"' g r € s ' e,,€ 'A .7-% , � mHsill = ` ' w € S 0 E 4 , ,E F ,' ar r,a2.0 t� r" x.E# 4kR �feet o . rL IIJiL k_ "'yrN ,'„,-*,--.,-44.5e. t cciPf:iiinREFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 5.0 L3= 3.0 Htotal/L= 0.74 4 OP4 P.4 0. IP Hpier/L1= 1.67 44 Hpier/L3= 1.67 L total = 11 feet Seismic Capacity Multiplier, 2w/h = 1 [TbI.4.3.4 Aspect Ratio; Sec.4.3.4.2: Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Twin Creeks,Elevation D WALL ID: S.2.A V eq 1099.5 lb V1 eq = 549.8 lb V3 eq= 549.8 lb V w= 2007.6 lb V1 w= 1003.8 lb V3 w= 1003.8 lb N. ► v hdr eq= 100.0 plf ► A H head = I . ritrx7 '':1464/p/4141 1.10 ft V . fe . A i e . ';' ti Ftl '. , •6 F2 WALL TYPE H pier= . tr l ,, ',..!".,,,,,,,,4r 4, . plf P6 E.Q. s„ 5.5 r <� *'; plf P6 WIND feet � �4 � x •Htotal= 1,444 'd>1 ' ' ': , '' , � ' P. feet • ,�; r ya g sj 3 n6 �., -,,-,a'E jrr ` ' sr »S�° E Hsill = i' E r E I � 0 k at ,•',`,,'.10:0€� r » EIE f E,� 1.5 . y r'� y , IE a� r { IPI �u.,`�.,3 ii feet .0 • itY.ildf t� k �u"u�EiR,i 4 3.\ b Y ; EtRflR'h R�Ei`,�,�'N ,, ,''',L,''',;4611,1'�E� I �� F , "tt.,: ""ya ;:16 A REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 ''' L2= 5.0 L3= 3.0 Htotal/L= 0.74 4 , 4 ►1 ► Hpier/L1= 1.83 1. 1 Hpier/L3= 1.83 L total= 11 feet Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation D WALL ID: N.2!A V eq 2199.0 lb V1 eq = 1722.3 lb V3 eq = 476.7 lb V w= ,,4015.1 lb V1 w= 3144.8 lb V3 w= 870.4 lb ► ► v hdr eq= 72.4 plf H head = A 'r ...',u,'-6.1/%.-::.- ;,k^ ,( w' 1.10 ft V f s ,, d` ° i' 507, . $' ; 57 ', •- , .>44, ' g':. WALL TYPE H pier= r t'4:f.''',-:r E iii : ® plf P6TN E.Q. �� i�3t4t 4 pif P6 WIND feet � : : �� «�i�� x:.;ifi,is:;:i:;::,•I H total = RS ,Y R 8.1 , d ga0q �y feet s4 , Fdrag3 w F 3, , woe*ki, E E n;,itli ,,,„� 3 a1 Hsill = ' • tl '4 , feet ror ,,P 10`' - redgt r riv"�t,,S , � RR l '.. '.. E3 3S3t @R t SRR C '. � -,,,,;',444:,k,,,,:,4: .. REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 16.0 L2= 10.0 L3= 4.4 Htotal/L= 0.27 ► 4 ► ► Hpier/L1= 0.34 Hpier/L3= 1.24 L total = 30.39 feet • Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING E&W_Top Floor CHEPERTOTJIEC:# CT#14051:'aPlanT1wn C Ea nD Diaph.Level: r DiTyp.P NOTE: LOAD VALUES SHOWN ARE FOR Typ.Panel Height ft. Seismic V I• 2.8 kips Design Wind E-W V I• 7.3 kips Sum Seismic V i. 7.2 kips Sam Wind E-W VI• 15.4 ktpe COMBINED (DOUBLE PORTAL)WALL SEGMENTS 1 ...111111.71,117119,171. Line TrIE% W let Line 7 be L2ntl Line Trib. 7TWELTENEIZEICIAMOMISMINEE€t''I''+10 pm e 4 o.00 a.00 o.00 o.00�� pm 0.00 0.00 0.00 0.00 IIPIEM pm a•,:.ai1.M.MI717 0.00 0.00 0.00 o.,dIIEIIIIIIIIIIIIIIIIM '®' 'm' 0.00 0.00 0.00 �� 0.00 0.00 0.00 0.00 1=1313® E•MITMIII.M1111121E0 Balance Check ok ok Belence Check: ok ok ok ak 2 DISTRIBUTION TO SHEARWALLS E.O. E.O. E.Q. .0. E.Q. Wind Wnd Med Line ID Lwall Co Lwalf limo. v V Amplifier. V Type Type v V (5) (III (ft) (pit) (k) P :,.ui (ply (PB) (k) P C9 (40 CI 013 C14 NIALIBMaattitelikiritaa° WM ASEMEGIIM211111/21111111111EM •e A . P •: 4. ., 5.85 mem ,o --' 0.00 p 0.00 „mum 1.00 0 �p 0 0.00 0.00 p�T�p♦ 1.00 0 pp 0 0.00 ..v.....` _ . . O ;' '.) EILErlLM MEM___ 263 3.53 '1 ..r.err, ILIMIKAMMILIGIEELI11111161311111100 MEE 263 2.54 I \EIf • r \»�.Mainal 00 a S� 0..l man, a ® o 0 'Mal IIKKE11®" ® 1?;'em 2.42 e 0 00 rump. o.00 ®" 1.00 0 0 0.00 �� a ixam 'mom" 00 0 0.r., I - ..,. _ ''�aI - Il�ar�a6Tiiriknal o2'i'11iIIGir -',,0- ea 0.00 Imp.u. 0.00 EKEE 1.00 0 0 0.00 p-1.00 �1Table 4.3.4 AF&PA SDPWS,Footnote 1 'Special E.G.OL Uplift Factor 1 DL Uplift Factor whNnd. 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Re.iatetl Re.iated Reduced Net OTM Add'I Reduced Net OTM Add'I Max. Line ID LoL,0 w dl ID(#1) ID(#2) L0,,, OTM Ron; Level Abv. Total R U U,,,,, OTM Row Level Abv. Total U U,,,,,, U•,,, HD . (ft) (kit) Above Above (ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (k) (kip) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (k) (kip) (kip) B+t k;^." -, 26.2 ,')?• R423.90 26.39 59.79 -33.40 -107.32%40 L 44 -4.49 53.22 64.96 11 74 1£,}4' -78.89"' 4.30 4.30 NONE ;1311441, , 0.0 rr :: d l O 4 k 0.00 NONE "4 . 00 AO..,,,, Digd4 v 'S£, r e 0.00 NONE ,( 15.4 13.15 14.39 33.17 -18.78 iji -18.78 -1.43 32,13 37.47 -5.35 -5.35 -0.41 -0.41 NONE {17,E 11.7 ' 9.41 10.37 12.40 -2.03 (j0' -2.03 r,'; -0.22 23.16 13.53 9.63 a a 9.63 ,.,a r 1.02 1.02 $THD14 y " a r... 0.0 a 4 i L .�...,, 9,..:-.,....: c -.tea.. i,..��aZY.. :t �.�l-a.ai, D k NONL°gi' SOUTH 6'.17,6'24., 6.0 `� I eea xa •• 'e '1 o.o r 000 p 0.00 NONE *.4 lOt NON-STACKING SW ELF mFNTE 4 1j ..;b.:. . °,,e 00n 00.00 NONE.. 4 .:='£00 .4 N •� a - � � 0.00 NONE x 0.0 za, " . €:4h.... _ 0.00 NONE Holdown Ctr.Offset from SW End.___ in C. -85.66 -116.89 N.E.C. 3/282014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation D WALL ID: N.1.A V eq 2899.6''lb V1 eq = 780.2 lb V3 eq = 2119.4 lb V w= ;;'5848.2 lb V1 w= 1573.5 lb V3 w= 4274.7 lb► ► v hdr eq= 120.1 plf ► A H head = �. t°w" . 24 '� ; �,i% 1:10 ft V a.SA 2e` �. '�' i - }7'`1' WALL TYPE )' ' . ;M , H pier= a. �4t4.. ' SrE 114' �'�°` plf P4 E.Q. 5.0X; 1.:;'4:17,i1::: • � � ;' , ,, ..1 plf P3 WIND r feet sE k y H total = Fr ' ' feet �. , R r, , 4 as `drag x X44 �. Vv �S 141plob i x 3 E i (,k,q t . r x,ee l °x f x ,;fie, It.' '. z PF ` H sill = i0 .�ui 4. {114 +�vsi11'..r. 1x' ��'r°�"r!.. 3.0 ' ' [a4, sWi' .t vt`1 1ili 'r •r ',' feet a , £a„0 F �F �� g REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 13.0 L3= 8.2 ► Htotal/L= 0.38 A Hpier/L1= 1.67 Hpier/L3= 0.61 L total = 24.15 feet Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio; Sec.4.3.4.2: Overall Shearwall] N.E.T. 3/28/2014 r4i A PA Technic MSS 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(hem 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. I ©2014 A PA—The Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ=790#< EQ (ALLOW) = 1031# WIND = 1330#<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.) ) Sheart•M(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'-101/2" 10 (a>,1931 EQ(1444 WIND) foundation 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 for single or double portal j per wind design min 1000 lbf F on both sides of opening t 1 ' i opposite side of sheathing Pony wall height • i 1 < Fasten top plate to header with two rows of 16d r£ a® i sinker nails at 3"o.c.typ Sill 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 ,• " totalHeader to jack-stud strap per wind design. - .' wall Min 1000 lbf on both sides of opening opposite " height ,r side of sheathing. If needed,panel splice edges shall occur over and be 10. ~':. -'• MM.double 2x4 framing covered with min 3/8" nailed to common blocking max thick wood structural panel sheathing with - -; . - within middle 24"of portal height " 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. t .. in all framing(studs,blocking,and sills)typ. , nailing is required in each panel edge. • " Min length of panel per table 1 Typical portal frame ' • ' construction Min(2)3500 lb 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 jack studs per IRC tables top and bottom of footing.Lap bars 15"min. R502.5(1)&(2). s 1 > : , 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 Min(1)5/8"diameter anchor bolt installedper IRC R403.1.6- concrete and nailed into framing) with 2"x 2"x 3/16"plate washer 2 o 2014 APA-The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frctme, 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.llesign 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.U-i 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 snake any warranty,expressed or implied,or assume any legal liability or responsibility for the use, application �� of,and/or reference to opinions,findings,conclusions, or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Engineered Wood Association 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#14051:Plan 3713 Twin Creeks,Elevation D 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.) Wind(NS)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-Vu) Roof - 19.00 19.00 0.00 0.00 .0.00 0.00 8.41 8.41 10.37 1037 Top Floor 9.00 10.00 10.00 0.00 0.00 0.00 0.00 7.92 1633 9.47 1933 0 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 16.33 V(e-w)= 19.83 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 9.00 10.00 10.00 8.41 8.41 10.37 10.37 6.51 6.51 8.03 8.03 Top Floor 10.00 0.00 0.00 7.92 16.33 9.47 19.83 6.13 12.65 7.33 15.36 0 - 0.00 0.00 V(n-s)= 16.33 V(e-w)= 19.83 V(ns)= 12.65 V(e-w)= 15.36 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 ASCE 7-10 WIND Part2.A_GOV SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation D N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 31.30 31.30 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 25.15 25.15 ft. -- -- Building Width= `' `' 37.0 45.0 ft. V u/t. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 Sec.Gust=€ t 9 ,..., vaa .,mph (EQ 16-33) Exposure B B 1w=I;" 1.0 1.0 N/A N/A Roof Type= Hip Hip N-S E-W PS30 A= 25,7.''.__25,7 psf Pitch= 45.0 30.0 Figure 28.6-1 P530 e= 17.6 17.6 psf Figure 28.6-1 Ps30c= 20.4 20.4 psf Figure 28.6-1 Ps3a D= 14.0 14.0 psf Figure 28.6-1 > = 1.00 1.00 Figure 28.6-1 Kit= 1.00 1.00 Section 26.8 windward/lee 1.00 1.00(Single Family Home) Kn"I 1 1 Ps=A"Kzt*I`poo= (Eq.28.6-1) PSA= 25.70 25.70 psf (LRFD) (Eq.28.6-1) Pse = 17.60 17.60 psf (LRFD) (Eq.28.6-1) Ps c = 20.40 20.40 psf (LRFD) (Eq.28.6-1) Ps o= 14.00 14.00 psf (LRFD) (Eq.28.6-1) PS A and average= 23.1 23.1 psf (LRFD) Ps a and D average= 15.8 15.8 psf (LRFD) a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 0.50 0.80 0.70 0.70 16 psf min. 16 psf min. width factor 2nd-> 1.00 1.00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AD Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) 31.30 12.3 0 91.02 0 218.4 0 127.4 0 260 Roof - 19.00 19.00 4.5 66.6 0 99.9 0 66.6 0 135.9 0 7.6 9.4 8.41 8.41 10.37 10.37 Top Floor 9.00 10.00 10.00 9.5 140.6 0 210.9 0 140.6 0 286.9 0 5.6 6.8 7.92 16.33 9.47 19.83 0 10.00 0.00 0.00 1st(base) - 0.00 AF= 827.5 AF= 1017 13.2 16.3 V(n-s)= 16.33 V(e-w)= 19.83 klps(LRFD) kips(LRFD) kips kips Page 3 180 Nickerson St. CT ENGINEERING Suite 302 t I�j.d. ^ P n D Seattle,WA Project: 3C �' Az'"' b Date: /��, X (200 6)285-4512 2`3 r '3 3 2 U55 c 23P (n z� (206 Client; r 1 . . Page Number: (206)285-0618 - a= Orr----AsVA- l ® Q A\..,5(1 X t b`` )2.1( k 2� � # P ftfZ5--4),C-K FDP--11 ru a3 �( Pma v B�r1,�U/i �. en -Clue ? 11i� i�'.� (' ( G,1 M86A)0716 j 1 _ (5 g)/3)(1Z) CSC 0 ))(,2)&at) Ce ;342,-) 01,ii4 q3, (Q.,s K{� Atp))11,_ ) xlc IA)/(2) 0L= ©,;6°u utU, 72) 1Z,oz /-3/ 4" 5t1 66Au, e _QVIWiS �� Pl L �l= c-)oe My= 1w ,(144 \ Structural Engineers j WOOD FRAME CONSTRUCTION MANUAL 63 1 • A Table 2.2A Uplift Connection Loads from Wind lig,1 • , (For Roof-to-Wall,Wall-to-Wall,and Wali-to-Foundation) • . 700 yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 2 3-second gust(mph) Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(pif)47'3'4'5'6'7 Design Dead Load , 12. 118 128 140 164 190 219 249 281 315 369 MI 24 195 213 232 •272 315 362 412 465 521 612 0 O psf3 36 272 298 324 380 441 506 576 650 729 856 2 m 48 350 383 417 489 567 651 741 836 938 1100 rn . 60 428 468 509 598 693 796 906 1022 1146 1345 v . 12 70 80 92 116 142 171 201 233 267 321 CI 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 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 '��ti;!' 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 , 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 ' 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet in width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings • located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate i adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) 1216 19.2 24 48 Multiplier 1.00 I 1.33 I 1,60 I 2.00 4.00 `i ' 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design 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 plf) ifor each full wall above. iiV•-:. 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the f L'0 header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. `' ' For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length , includes the overhang length and the jack span. : t^ 8 Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. ..,;:111F:0 AMERICAN WOOD COUNCIL CT ENGINEERING Suite 302 rson St. `1�,�n!►/�/ l��/ INC. // t� Seattle,WA Project: �! , I`�/\L- 5(►VCII i Llf� R65. Date: 98109 t (206)285-4512 FAX: Client: Page Number: (206)285-0618 VI) U )'- 745 7`?) 4,,i N % okj cPP Wni) .A Os7 MA-Nvl 141TABL 22 wiltz Ho A/11017f- mp. ( 5 P t, CoNtikho 79otss 97) 36 7-- , tA i l! 0, , (A.,4 ` o,C. D, n � — )6v _ 4311 urs: _ 6? cp n A3 U= ( 4)(7) (),G) 0,0 w 2 A9ov- (q- y 1-0/z)(0, -5 (0,(0 .� b ,i►Pc C --TYP 6viorciplo e 64. PLY. e -,tvt,9(L., ioc_ 2_, (e nM) e311- DVIA)t\j Structural Engineers TRUSS TO WALL CONNECTION ';I'1 VAI(II'; # OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 111'111 1 I 1 PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131"X 2.5" ,liiti ,1' 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `:?1 ilii 1 SDWC15600 - - '1‘'' I _... 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 111!(1 Mu 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 10/0 ..'n - - ' 2 (2)SOWC15600 11(1 7.1(1 3 (3)SDWC15600 - - 1d , S1! ROOF FRAMING PER PLAN iin 8d ATS" O.C. 2X VENTED BLK'G. TOENAIL ' ' AT 6 O.C. { _ H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS -/--- PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION "PF WO UI OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI Ii III�- 11 ..._._ 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" ;WI iI 41 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 555 f 110 1 SDWC15600 - - AP,', I IV) s 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 1070 700 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. loin -WI 2 (2)SDWC15600 - - !17[1 2 S 3 (3)SDWC15600 - - 1.1!)., .1,.._f.......;i:, -- ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR H2.5A AND 111%64144,SDWC STYLE 8d AT 6" O.C. CONNECTIONS 2X VENTED BLK'G. ramal44%it''''.• 44%. ? -$- - III H2.5A & SDWC15600 STYI F ; COMMON/GIRDER TRUSS -. • PER PLAN TRUSS TO WALL CONNECTION TO EACH 111 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4 "= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ 180 Nickerson St. CT ENGINEERING Suite 302 � 1 NC. ry�''` Seattle,WA Projects 1--. ( In) 1 • i�� t Ja!\ • 1 Date: 96109 /^ (206)285-9512 • FAX: Client: Page Number: (206)285-0618 • • C�Z+ vi: • • . . I • -""�p•6••..7t€ -- 6 8: . (WC) i : }� 1 • � 'ID X68' TALL: I - I i • . I . . .11 . . • • • ! • ` • ; : • '(z) , •}, , 6•�71ttLL 11.4` 6Nt >ld, I` I , •, , , , 1 I { i , .I I I — - • 1i � 1_ ;. ._,. 1. ft;r � ' :, 1 1 I fit ! -C •) I I o •v j 33 , I I I , , • 1 , .. 1 1 it). • it I 1 �{� C W. I I I r3 ii I I 1. .. ; _._... ._. i • • • ...i 1 _ iI 1 ! 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I I I ' Structural Engineers PL14-121 4-14-14 J3 MAIN 9:53am ' .- R O S E B U R G 1 of 1 CS Beam4.605 kmBeamEngine 4.6026 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: Beam1 / / / 13 8 4 12 11 8 9 0 26 7 12 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" 474# -- 2 13' 8.250" Wall DFL Plate(625psi) 3.500" 3.500" 1364# -- 3 26' 7.750" Wall DFL Plate(625psi) 3.500" 1.750" 448# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 376#(235p1f) 99#(62p1f) 2 1049#(656p1f) 315#(197p1f) 3 358#(224plf) 90#(56p1f) Design spans 13' 5.625" 12' 8.875" 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 1348.'# 2820.'# 47% 5.61' Odd Spans D+L Negative Moment 1790.'# 2820.'# 63% 13.69' Total Load D+L Shear 692.# 1220.# 56% 13.68' Total Load D+L End Reaction 474.# 1151.# 41% 0' Odd Spans D+L Int.Reaction 1364.# 1775.# 76% 13.69' Total Load D+L TL Deflection 0.2062" 0.6734" L/783 6.28' Odd Spans D+L LL Deflection 0.1730" 0.3367" L/934 6.28' Odd 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 KAM I L.HENDERSON EWP MANAGER StsongrTte 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 design LAKE OSWEGO,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. 503-479-3317