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Specifications CT ENGINEERINGG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Polygon at River Terrace(Single-Family Homes)—Tigard, OR DESIGN SUMMARY: (Note—Dual reference for Plan 3 also includes Plan 3713) The proposed project is a single-family home development. 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 comprised of pre-manufactured pitched chord wood trusses. Upper floor framing is comprised of pre-manufactured open-web floor trusses. Main floor framing is comprised of pre-manufactured wood I-joists. The foundations are conventional strip and 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. Seismic lateral design is based on the"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10 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: 2017 ORSC, 2015 IBC and ASCE 7-10. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to the current ORSC/IBC/ASCE code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current ORSC/IBC/ASCE code. 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 2 of 34 • RB.a.3 RB.a.2 SIM. RB.a.3 RB.a.2 (2)2x8 DR (2)2x1 HDR (2)2x1.HDR (2)i10 HD' " TVP.Al ADJACE - m WINDOWS:(i)3�8-ING STUD_r Et ss , STAIN.SSGL TR E-m 7 qv `ik M II w • ; al& v M� c = mI w !PT ' ' x __J H \ a i O x ...\ LL N T gi mi rC T / ' / ._ 1 L _I C =1 C / 1 titittit.mt4t71,m:H:K:3.., ,,K,,K,,E.,it., ,.. ,,,, _ Nit v ./ HER• niiiiAir (2108 HER IF t:,27.752.5 7553 AMMO 01$171:, 1 .A's 11 ' j RB.a.5 Wil MIN.HDR MIN.HDR ar O R OWPE C I II I k F?.a.7 R .a.7 II GABLE END TRUSS SIM. RB.a.6 RB.a.6 • 11A - Roof Framing Plan 1/4"=1,-0„ 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 3 of 34 V (2)TRIM @CTR HDR 1 T^B.a.2 TFB a.22 TFB a 1 _ _,_ i � TRI � , � DR �� .,,.. 4x70 •R 4X� 2)2x8 DR� � I TYP.Al ADJAC I ,�� 1 WINg01 )2 61 NG 11 D i I I I STUD,3TWN.SGI: 11 i TRIMILS,U.N.O. .. ti • b 1 STHD14 Rd P A m STHD14 0 6 ; fr i r '-, i 1 L .J. 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P3 TFB.a.21 TO UPPER ROOF TFB.a.17-NOT USED OA - Top Floor Framing Plan MAIN FLOOR SHEARWALLS 1/4"=1'-0• 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 4 of 34 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 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) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 5 of 34 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 , Prnted:28 MAP,2014,2:29PM File=Q:\14051T-11Engr114051_-1.EC6 Multiple Simple Beam Lic.#t:KW-06002997 Licensee:C.T.ENGINEERING Description : ROOF FRAMING Wood Beam Design : RB.a.1 BEAM Size: 2-2x8,Sawn, Fully Unbraced 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 klft,Trib=7.20 ft Point: Lr=3.20 k @ 4.80 ft Design Summary Max fb/Fb Ratio = 0.562. 1 + D(0.10801 Lr(0.180) fb:Actual: 570.04 psi at 2.950 ft in Span#1 Fb:Allowable: 1,015.16 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.310: 1 fv:Actual: 46.57 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 WE H Downward L+Lr+S 0.035 in Downward Total 0.047 in Left Support 0.27 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.27 3.52 Live Load Defl Ratio 1730 >360 Total Defl Ratio 1277 >180 Wood Beam Design : RB.a.2 BEAM Size: 2-2x10,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PHI 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=22.0 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,1.0 to 2.750 ft,Trib=7.20 ft Point: Lr=3.20 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0.745. 1 D(0.3330)Lr 0.+'�' ",080'+Lr 0.180. fb:Actual: 694.24 psi at 0.999 ft in Span#1 :warm Fb:Allowable: 932.23 psi Load Comb: +D+Lr+H IP • Max fv/FvRatio= 0.807: 1 A A fv:Actual: 121.03 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 WE H Downward L+Lr+S 0.010 in Downward Total 0.011 in Left Support 0.33 2.59 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.19 1.48 Live Load Defl Ratio 3325 >360 Total Defl Ratio 3058 >180 Wood Beam Design : RB.a.3 BEAM Size: 2-2x10,Sawn, Fully Unbraced 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=22.0 ft Design Summary D(0.330)Lr(0.550) Max fb/Fb Ratio = 0.530. 1 fb:Actual: 493.67 psi at 2.000 ft in Span#1 Fb:Allowable: 930.87 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.634: 1 fv:Actual: 95.14 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 R,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 1.10 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.10 Live Load Defl Ratio 3876 >360 Total Defl Ratio 2422 >180 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 6 of 34 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:25 MAR 2014,2:29PM Multiple Simple Beam File=e:114051T-11Eng114051_LEC6 Lic.#:KW-06002997 - '; licensee::C.T_ENGINEERING` Wood Beam Design : RB.a.4 BEAM Size: 2-2x8,Sawn, Fully Unbraced 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,Trib=4.50 ft Design Summary 0 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 ID ID 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 I-1 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 Defl Ratio 21630 >360 Total Defl Ratio 13519 >180 Wood Beam Design : RB.a.5 BEAM Size: 2-2x8,Sawn, Fully Unbraced 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=7.30 ft Design Summary 0 0.1095 Lr(0.1625 Max fb/Fb Ratio = 0.102. 1 fb:Actual: 104.16 psi at 1.250 ft in Span#1 Fb:Allowable: 1,017.68 psi Load Comb: +D+Lr+H I 4. Max fv/FvRatio= 0.087: 1 A A fv:Actual: 13.09 psi at 1.900 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 n,2-2x6 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.001 in Downward Total 0.002 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 23041 >360 Total Dell Ratio 14400 >180 Wood Beam Design : RB.a.6 BEAM Size: 2-2x4,Sawn, Fully Unbraced 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=2.0 ft Design Summary 0(0.0301 Lr(0.050) Max fb/Fb Ratio = 0.139. 1 i fb:Actual: 176.33 psi at 1.500 ft in Span#1 Fb:Allowable: 1,272.9psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.114: 1 fv:Actual: 17.14 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.007 in Downward Total 0.011 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 5475 >360 Total Defl Ratio 3422 >180 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 7 of 34 I 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 Prnted 28 MAR 2814,2:29PM Multiple Simple Beam File=CI:\14051T^t\Engd14Q5t_-1.EC6 Lica#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : RB.a.7 BEAM Size: 2-2x8,Sawn, Fully Unbraced 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,Trib=23.50 ft Point: Lr=3.20 k @ 0.20 ft Design Summary m Max fb/Fb Ratio = 0.629. 1D 0.3525 Lr 0.5875 fb:Actual: 640.02 psi at 1.270 ft in Span#1 =____ Fb:Allowable: 1,017.19 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.487: 1 A A fv:Actual: 73.06 psi at 2.400 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 5. W E LI Downward L+Lr+S 0.014 in Downward Total 0.019 in Left Support 0.53 3.87 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.53 1.09 Live Load Defl Ratio 2614 >360 Total Defl Ratio 1897 >180 Wood Beam Design : RB.a.8 BEAM Size: 2-2x8,Sawn, Fully Unbraced 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=4.50 ft Design Summary D 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+HMP IIP Max fv/FvRatio= 0.103: 1 A A N:Actual: 15.52 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 ft2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr a 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 Wood Beam Design : RB.a.9 BEAM Size: 2-2x8,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PM 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 Design Summary 0(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: 1,015.1psi Load Comb: +D+Lr+HR 2 Max fv/FvRatio= 0.207: 1 N:Actual: 31.03 psi at 5.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 re,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L If 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 Defl Ratio 4672>360 Total Defl Ratio 2920>180 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 8 of 34 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 Pnnted.28 MAR 2014,229P Multiple Simple Beam File=Q:114051T-1\F_n9A14a51_-1.Ec6 Lic.#a-KW-06002997Licensee:C.T.ENGINEERING Wood Beam Design : RB.a.10 BEAM Size: 2-2x8,Sawn, Fully Unbraced 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=4.50 ft Design Summary OW 05750)Lr(0.1125) Max fb/Fb Ratio = 0.162 1 • lb:Actual: 164.38 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi 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 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 9 of 34 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 2014,231P Multiple Simple Beam File=n:uaos,T-,1Engi,40.5,_,.Ecs Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 1 OF 3 Wood Beam Design : TFB.a.1 BEAM Size: 2-2x8,Sawn, Fully Unbraced 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 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=9.50 ft Design Summary Dt0.1vNj(3801 . Max fb/Fb Ratio = 0.559. 1 ? 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 4.0 ft,2-2z8 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 Dell Ratio 1649 >180 Wood Beam Design : TFB.a.2 BEAM Size: 4x10,Sawn, Fully Unbraced Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Pit 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=0.940 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=9.50 ft Point: L=3.20 k @ 0.750 ft Design Summary D.Max fb/Fb Ratio = 0.991 - 1 •'::.is,__ fb:Actual: 1,067.54 psi at 1.613 ft in Span#1 Fb:Allowable: 1,076.80 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.653: 1 A AA fv:Actual: 117.57 psi at 3.240 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 ft, 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L ,r 3 W 5 H Downward L+Lr+S 0.032 in Downward Total 0.035 in Left Support 0.49 5.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 3.24 Live Load Defl Ratio 1521 >360 Total Deft Ratio 1358 >180 Wood Beam Design : TFB.a.3 BEAM Size: 4x10,Sawn, Fully Unbraced Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Pr!! 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.10, L=0.8840 kik Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=9.50 ft Design Summary .,,. , , ��hrivan4LM: ice. Max fb/Fb Ratio = 0.673: 1 fb:Actual: 724.40 psi at 2.000 ft in Span#1 Fb:Allowable: 1,076.80 psi Load Comb: +D+L+H IIII • Max fv/FvRatio= 0.481 : 1 A A fv:Actual: 86.55 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 ft,4x10 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 2.53 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 2.53 Live Load Defl Ratio 2422 >360 Total Defl Ratio 2032 >180 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 10 of 34 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 MAP,2014,2:3+iPM Multiple Simple Beam File=Q:\14051T^1\Engn14Q51_-f.Ec6 Lie.4::KW 06002997 - Licensee:C.T.ENGINEERING Wood Beam Design : TFB.a.4 BEAM Size: 2-2x4,Sawn, Fully Unbraced 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 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 kift,Trib=0.670 ft Design Summary D(0.010¢5 C0 02680 Max fb/Fb Ratio = 0.165, 1 fb:Actual: 209.46 psi at 1.250 ft in Span#1 Fb:Allowable: 1,273.28 psi • • Load Comb: +D+L+H A. - Max fv/FvRatio= 0.126: 1 fv:Actual: 18.90 psi at 2.217 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 re,2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D 1L.- S w E H Downward L+Lr+S 0.002 in Downward Total 0.009 in Left Support 0.14 0.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.03 Live Load Dell Ratio 17653 >360 Total Dell Ratio 3457 >180 Wood Beam Design : TFB.a.5 BEAM Size: 2-2x4,Sawn, Fully Unbraced • 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=0.1720 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary Drg;n85 9fg38P Max fb/Fb Ratio = 0.951 " 1 ' fb:Actual: 1,210.19 psi at 2.000 ft in Span#1 Fb:Allowable: 1,272.20+D+L+H psi Load Comb: +D+L+H Max fv/FvRatio= 0.506: 1 fv:Actual: 75.89 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.011 2.2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.083 in Downward Total 0.128 in Left Support 0.22 0.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.40 Live Load Defl Ratio 581 >360 Total Defl Ratio 373 >180 Wood Beam Design : TFB.a.6 BEAM Size: 5.25x14,TimberStrand, Fully Unbraced Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2900 psi Fc-Pit 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 32.21 pcf Fb-Compr 2900 psi Fc-Perp 750 psi Ft 2025 psi Eminbend-xx 1016.535 ksi Applied Loads Unit Load: D=0.080, L=0.8840 k/ft,0.0 ft to 9.750 ft,Trib=1.0 ft Unif Load: D=0.080, L=0.2720 k/ft,0.0 to 9.750 ft,Trib=1.0 ft Point: L=3.20 k @ 4.50 ft Design Summary - Max fb/Fb Ratio = 0.862: 1 fb:Actual: 2,443.56 psi at 4.518 ft in Span#1 Bf8 8�8fFj�.t{6 ${ ' Fb:Allowable: 2,836.03 psi Load Comb: +D+L+H Max fv/FvRatio= 0.701: 1 fv:Actual: 203.32 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi 9.750 ft, 5.25x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.214 in Downward Total 0.235 in Left Support 0.78 7.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.78 7.11 Live Load Defl Ratio 546 >360 Total Defl Ratio 498 >180 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 11 of 34 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 Panted:28 MAR2014,2:31PM File.,0:114051T-11Ertgr114051_-1.EC6 Multiple Simple Beam Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : TFB.a.7 BEAM Size: 2-2x8,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-Pril '1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=3.0 ft Design Summary D(0.0450 L 0.0750 Max fb/Fb Ratio = 0.061 • 1 ::_ fb:Actual: 61.64 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H ID III Max fv/FvRatio= 0.050: 1 A A fv:Actual: 7.45 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 0.001 in Downward Total 0.002 in Left Support 0.07 0.11 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.07 0.11 Live Load Defl Ratio 32446>360 Total Defl Ratio 20278 >180 Wood Beam Design : TFB.a.8 - BEAM Size: 3.5x14,TimberStrand, Fully Unbraced 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=16.0 ft Design Summary Max fb/Fb Ratio = 0.870 1 + D(0.240)L(0.640)+ fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 Fb:Allowable: 2,242.80 psi Load Comb: +D+L+H Max fv/FvRatio= 0.467: 1 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 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 12 of 34 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 2914,8:G24/1 Multiple Simple Beam File=Q:114051T-1\Engd14051_-1.EC6 Lic.#::KW-06002997: <. _ .. .Licensee C.T.ENGINEERING Description : TOP FLOOR FRAMING 2 OF 3 Wood Beam Design : TFB.a.9 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary D(0.240)L(0.640) Max fb/Fb Ratio = 0.349. 1 + • 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 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) D 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 Defl Ratio 1798 >360 Total Defl Ratio 1307>180 Wood Beam Design : TFB.a.10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,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 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 • Wood Beam Design : TFB.a.11 BEAM Size: 5.25x14.0, Parallam, Fully Unbraced Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2900 psi Fc-Pill 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 32.21 pcf Fb-Compr 2900 psi Fc-Perp 750 psi Ft 2025 psi Eminbend-xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.750 i 1 D(0.180)L(0.480( fb Actual: 2,135.82 psi at 9.500 ft in Span#1 • + • Fb:Allowable: 2,847.26 psi Load Comb: +D+L+H g Max fv/FvRatio= 0.398: 1 19.0 ft, 5.25x14.0 fv:Actual: 115.41 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.589 in Downward Total 0.831 in Left Support 1.87 4.56 Upward L+Lr+S. 0.000 in Upward Total 0.000 in Right Support 1.87 4.56 Live Load Defl Ratio 386 >360 Total Defl Ratio 274 >180 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 13 of 34 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 2014,8'82AM Multiple Simple Beam File=0;114051T-11Engr114051_-1,EC6 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : TFB.a.12 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pril 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Desiqn Summary D(0.153)L(0.410) Max fb/Fb Ratio = 0.136: 1 fb:Actual: 312.49 psi at 3.250 ft in Span#1 Fb:Allowable: 2,293.36 psi Load Comb: +D+L+H Max fv/FvRatio= 0.117: 1 fv:Actual: 36.27 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 6.505 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 0.50 1.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.50 1.33 Live Load Defl Ratio 5844 >360 Total Defl Ratio 4250 >180 Wood Beam Design : TFB.a.13 BEAM Size: 5.125x19.5,GLB, Fully Unbraced 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 Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 klft,0.0 ft to 9.50 ft,Trib=5.50 ft Unif Load: D=0.0150, L=0.040 k/ft,9.50 to 16.0 ft,Trib=7.70 ft Unif Load: D=0.0970 k/ft,9.50 to 16.0 ft,Trib=1.0 ft Point: L=3.20 k @ 3.750 ft Point: L=5.40 k @ 9.50 ft Desiqn SummaryRS �8o6oi, Max fb/Fb Ratio = 0.605• 1 D(o'08250 L(0.220) pte.t fb:Actual: 1,421.38 psi at 9.493 ft in Span#1 y + , + t Fb:Allowable: 2,349.29 psi Load Comb: +D+L+H Max fv/FvRatio= 0.397: 1 2 fv:Actual: 105.23 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 16.0 ft, 5.125X10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D I Lr S W E H Downward L+Lr+S 0.253 in Downward Total 0.292 in Left Support 1.01 6.52 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.51 6.17 Live Load Defl Ratio 758 >360 Total Defl Ratio 657 >180 Wood Beam Design : TFB.a.14 BEAM Size: 2-2x8,Sawn, Fully Unbraced 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 Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary 0 0.00750 L(0.260 Max fb/Fb Ratio = 0.214. 1 fb:Actual: 218.04 psi at 1.625 ft in Span#1 Fb:Allowable: 1,016.95 psi Load Comb: +D+L+H • A Max fv/FvRatio= 0.171 : 1 fv:Actual: 25.67 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3250 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left&moll 1 4 U ward L+Lr+S 0.000 in Upward Total 0.000 in Right sd Orj2018., .107_I$T4.?F_Plan 3A_Structural Calculations(2017 OFtom)LRSJd Defl Ratio 7361 >360 Total Defl RPaftge 14 oF,N1 >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:C2Ati Multiple Simple Beam File=Q:114051T-1iEngr114051=1,EC6 Lic.#z KW-06002997Licensee C.tENGINEERING Wood Beam Design : TFB.a.15 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2325 psi Fc-Pill 2050 psi Fv 310 psi Ebend-xx 1550 ksi Density 32.21 pcf Fb-Compr 2325 psi Fc-Perp 800 psi Ft 1070 psi Eminbend-xx 787.815 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: L=0.1720 k/ft,2.0 ft to 4.0 ft,Trib=1.0 ft Unif Load: D=0.10 k/ft,Trib=1.0 ft Point: L=6.50 k @ 2.0 ft Design Summary Max fb/Fb Ratio = 0.679. 1 0 10 fb:Actual: 1,569.78 psi at 2.000 ft in Span#1 Fb:Allowable: 2,313.41 psi Load Comb: +D+L+H Max fv/FvRatio= 0.510: 1 A A fv:Actual: 158.03 psi at 3.213 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) o L Lr S W E H Downward L+Lr+S 0.040 in Downward Total 0.042 in Left Support 0.21 3.34 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 3.51 Live Load Defl Ratio 1196 >360 Total Defl Ratio 1150 >180 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 15 of 34 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 Pnnd:28 MAR 2014,2:32PM File=0:114051T-11Engr114051_1.EC6 Multiple Simple Beam Liic.#:KW-06002997 Licensee C.T.ENGINEERING Description : TOP FLOOR FRAMING 3 OF 3 Wood Beam Design : TFB.a.16 BEAM Size: 2-2x8,Sawn, Fully Unbraced 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=0.10, L=0.1720 kilt,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary = D 01005 1_10,0a80)` $ Max fb/Fb Ratio = 0.434. 1 fb:Actual: 440.69 psi at 2.500 ft in Span#1 Fb:Allowable: 1,015.16 psi Load Comb: +D+L+H Max fv/FvRatio= 0.270: 1 fv:Actual: 40.47 psi at 4.400 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 re,2-2xe Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S WE H Downward L+Lr+S 0.023 in Downward Total 0.035 in Left Support 0.28 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.50 Live Load Defl Ratio 2644 >360 Total Defl Ratio 1701 >180 Wood Beam Design : TFB.a.18(LEFT) BEAM Size: 3.5x14,TimberStrand, Fully Unbraced 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=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=1.0 ft Design Summary Df0.01501140.0401 Max fb/Fb Ratio = 0.086. 1 t .' `'t' t fb:Actual: 197.32 psi at 4.000 ft in Span#1 Fb:Allowable: 2,283.82 psi Load Comb: +D+L+H Max fv/FvRatio= 0.066: 1 fv:Actual: 20.53 psi at 0.000 ft in Span#1 • Fv:Allowable: 310.00 psi 8.0 n,3.5x14 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 0.018 in Left Support 0.46 0.48 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 0.48 Live Load Defl Ratio 10711 >360 Total Defl Ratio 5469 >180 Wood Beam Design : TFB.a.18 (RIGHT) BEAM Size: 3.5x14,TimberStrand, Fully Unbraced 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=0.080 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.750 ft Unif Load: D=0.0150, L=0.0250 klft,Trib=0.50 ft Design Summary i Dle.3.75Q��rgo1a1r1 t Max ifs/Fb Ratio = 0.099: 1 fb:Actual: 225.80 psi at 3.500 ft in Span#1 Fb:Allowable: 2,290.44 psi Load Comb: +D+L+H Max fv/FvRatio= 0.082: 1 2 2 fv:Actual: 25.34 psi at 5.857 ft in Span#1 Fv:Allowable: 310.00 psi 7.O f(3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2L Lr SWE H Downward L+Lr+S 0.009 in Downward Total 0.015 in Left Support 0.52 0.71 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.52 0.71 Live Load Defl Ratio 9474 >360 Total Defl Ratio 5462 >180 15238_2018.02.07_RT SF_Plan 3A_Stnictural Calculations(2017 ORSC).pdf Page 16 of 34 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 Prnted:28 MAR 2014,2 32P Multiple Simple Beam File=Q:\14051T-,\Engft14o51_-1.EC6 tic.#:KW06002997 Licenses:C.T.ENGINEERING Wood Beam Design : TFB.a.19 • BEAM Size: 3.5x14,TimberStrand, Fully Unbraced 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=0.320 k/lt,0.0 ft to 11.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary Per?1_5 0051 L(o.ozsao) Max fb/Fb Ratio = 0.319 1 op. ,L(O. Cy • + fb:Actual: 721.37 psi at 5.500 ft in Span#1 ' ` V V • Fb:Allowable: 2,261.18 psi Load Comb: +D+L+H n I Max fv/FvRatio= 0.197: 1 fv:Actual: 60.97 psi at 9.845 ft in Span#1 11.0 ft 2.0 ft 3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L is S w E H Downward L+Lr+S 0.092 in Downward Total 0.122 in Left Support 0.60 1.90 Upward L+Lr+S -0.053 in Upward Total -0.070 in Right Support 0.63 1.97 Live Load Defl Ratio 906 >360 Total Defl Ratio 688>180 Wood Beam Design : TFB.a.20 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced 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=0.10, 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. 1V D(0D0.°1°�s)L o.,i 80 fb:Actual: 233.95 psi at 3.117 ft in Span#1 Fb:Allowable: 2,301.93 psi Load Comb: +D+L+H Max fv/FvRatio= 0.088: 1 A • fv:Actual: 27.37 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 5.0 R, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) P L Lr 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 Defl Ratio 8461 >360 Total Defl Ratio 7194 >180 Wood Beam Design : TFB.a.21 BEAM Size : 2-2x8,Sawn, Fully Unbraced 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=0.0250 k/ft,Trib=2.0 ft Design Summary D 0.030)L(0.050 Max fb/Fb Ratio = 0.040: 1 fb:Actual: 41.09 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H III, Ill Max fv/FvRatio= 0.033 1 A A fv:Actual: 4.97 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 Li Downward L+Lr+S 0.000 in Downward Total 0.001 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 999999>360 Total Defl Ratio 30418 >180 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 17 of 34 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 2014,2:32PM Multiple Simple Beam File=a:,,4os,r-nEn9r1,ao5,_-,.Ecs Lic.#y KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : TFB.a.22 BEAM Size: 4x10,Sawn, Fully Unbraced 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=0.940 kilt,0.0 ft to 1.50 ft,Trib=1.0 ft Unif Load: D=0.10, L=0.8840 klft,1.50 to 3.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: L=0.40 k @ 1.50 ft Design Summary D(o.142 r0...80).0 88 Max fb/Fb Ratio = 0.452 1 b 0.,==41 • •.T +°� fb:Actual: 487.18 psi at 1.500 ft in Span#1 Fb:Allowable: 1,077.63 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.340: 1 A A fv:Actual: 61.19 psi at 2.230 ft in Span#1 Fv:Allowable: 180.00 psi 3.0 ft,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.007 in Downward Total 0.009 in Left Support 0.36 2.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 2.12 Live Load Defl Ratio 4820 >360 Total Defl Ratio 4152 >180 Wood Beam Design : TFB.a.23 BEAM Size: 2-2x8,Sawn, Fully Unbraced 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=0.8840 k/ft,3.0 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.Ok@3.Oft Design Summary D(0.1425 L 0.380 Max fb/Fb Ratio = 0.865; 1 • :'mm- a} fb:Actual: 878.56 psi at 2.720 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H 4. Max fv/FvRatio= 0.806: 1 A A fv:Actual: 120.83 psi at 3.400 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft, 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.037 in Downward Total 0.044 in Left Support 0.30 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.37 2.28 Live Load Defl Ratio 1307 >360 Total Defl Ratio 1090 >180 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 18 of 34 TYPICAL CRAWL SPACE BEAM CARRYING THE MIDDLE FLOOR JOISTS ONLY W SIMPLE SPAN-UNIFORM LOAD /1 /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 bad = 5.50 in. dart= 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(cII = 1.00 FcL= 625 psi CF(e) = 1.00 CM(ci)= 1.00 E = 1.6E+06 psi &roTAL=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 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 19 of 34 Design Maps Summary Report ag Design Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III LQ {.. 15O00m Bjaverton ..1 Lac( j } 3.i'A` 00 CO ., •a Laite:Oswego - :- P N 0_.,R T '1 , King City Dir ham A = A l +1 E R.i C A Tti latin a U t g201s MapQuest e dill ' @MapQuest USGS-Provided Output Ss = 0.972 g SMs = 1.080 g S°s = 0.720 g Si = 0.423 g SMi = 0.667 g Sox = 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. MCE Response Spectrum Design Response Spectrum s-si 1_109.s0 0 72 ae 0.47.4 0.54 0.17 0. . 44 41 0.40 E 0. 0,11 .. 0,12. C.us sate, e`i7 ; Ces O.zo 0.L5 0.5= 0.2:.« 1.55 1.' 1. 1.50 1_ R 2.1.,0L-5W 0.21 0.4s 5.55 0.55 1."SO 1.e 1.40 1_ 1. '2.. Period,T isec) Prod.T is Although this information is a product of the U.S.Geological Survey,owe 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. 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 20 of 34 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 15238 3 Step# 2015 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 S1= 0.42 Figure 1613.3.1(2) Figure 22-2 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 SMS=Fv*S1 SMI= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs Sos= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SDI= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= 0 Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.Os SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor no= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor Co= 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 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 21 of 34 2015 IBC EQUIV.LAT.FORCE SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation A • Sos= 0.72 h n=1900 (ft) So,. 0.45 x=0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,=0.020 ' ASCE 7-05(Table 12.8-2) Is= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) SI= 0.43 k=1 ASCE 7-05(Section 12.8.3) Tc,-6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sas/(RAs) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=Soy/(T•(Rhe)) (for T<T0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sp,*TJ/(1-4(12/10) (for Ta T,) 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 SI)/(RAE) 0.033 W ASCE 7-05(EQ 12.8-6)(MINI S.a 0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTOR OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Area#1 ' Area#2 Area#3 C,== DIAPHR. Story Elevation Height AREA DL AREA DL AREA DL w; h� w,*kr' DESIGN SUM LEVEL Height (ft) h (ft) (sgft) (ksf) (sgft) (ksf) Witt) (ksf) (kips) (kips) Cw,•hi" Vi DESIGN V V...... N-S E-W Roof - 19.00 19.00 1870 0.022 - - 41.1 781.7 0.61 4.40 4.40 7.01 9.01 Top Floor 9.00 10.00 10.00 1517 0.028 333 0.022 49.8 498.0 0.39 2.80 2.80 6.13 7.33 I 10.00 0.00 0.00 0.0 0.0 0.00 0.00 0.00 1st(base) - 90.9 1279.7 1.00 7.20 13.14 I 16.34 E=V= 10.08 E/1.4= 7.20 • 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 22 of 34 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#14051:Plan 3713 Twin Creeks,Elevation A N-S E-W F-B S-S 2016 IBC ASCE 7-10 Ridge Elevation(ft)= 33.00 33.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 26.00 26.00 ft. --- --- Building Width= 37.0 45.0 ft. V ult. Wind Speed 3Sen Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Get= 93 93 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Hip Hip N-S E-W Ps3oA= 25.7 25.7 psf Pitch= 45.0 30.0 Figure 28.6-1 Ps3o s= 17.6 17.6 psf Figure 28.6-1 Ps3o c= 20.4 20.4 psf Figure 28.6-1 PS30 D= 14.0 14.0 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kzt= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) X*Kzt*I : 1 1 Ps=A"Kzt*I*Paso= (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) Psc= 20.40 20.40 psf (LRFD) (Eq.28.6-1) Ps o= 14.00 14.00 psf (LRFD) (Eq.28.6-1) Ps A end C average= 23.1 23.1 psf (LRFD) Ps S end 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 0.50 0.90 16 psf min. 16 psf min. width factor 2nd---> 1,00 1.00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 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) 33.00 14.0 0 103.6 0 248.6 0 103.6 0 380.5 Roof -- 19.00 19.00 4.5 66.6 0 99.9 0 66.6 0 135.9 0 8.3 11.0 9.05 9.05 11.63 11.63 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 16.97 9.47 21.10 0 10.00 0.00 0.00 1st(base) --- 0.00 AF= 870.2 Ar= 1114 13.9 17.8 V(n-s)= 16.97 V(e-w)= 21.10 kips(LRFD) kips(LRFD) kips kips 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 23 of 34 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 A MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) Roof - 19.00 19.00 0.00 0.00 0.00 0.00 9.05 9.05 11.63 11.63 Top Floor 9.00 10.00 10.00 0.00 0.00 0.00 0.00 7.92 16.97 9.47 21.10 0 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 16.97 V(e-w)= 21.10 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-MiniPart 2/Part 1 ASD Wind(NS)(LRFD) 'Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(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 9.05 9.05 11.63 11.63 7.01 7.01 9.01 9.01 Top Floor 10.00 0.00 0.00 7.92 16.97 9.47 21.10 6.13 13.14 7.33 16.34 0 - 0.00 0.00 V(n-s)= 16.97 V(e-w)= 21.10 V(n-s)= 13.14 V(e-w)= 16.34[ kips(LRFD) kips(LRFD) kips(ASD)j kips(ASD)'' 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 24 of 34 N&S_Roof SHEET TITLE', X7.5.1)LATERAL NS[frontlo back-upldown) - CT PROJECT*: CT*14051 Plan 3713 Twin Creeks,Elevation A . 001Roof...... Dieph.Level: ''; .'.:i Direction: NS Typ,Panel Height- 8.1.,IL Seismic V I- 4.40 kips Design Wind NS V I e 7.01 kips Sum Seismic V I• 4.40 kips Sum Wind NS V I= 7.01 klps 11)DISTRIBUTION TO SHEAR LINES' C. , _. CO :7 0 6r, Trib% V level Above Line Load V abv. V total Line xm Shear,yr Line E W E[k] W[k] 1st Line Trib 2nd Line Trib. E[k] W[k] E[k] W[k] L[ft] E[pill W[pH] WEST; :50%..... 50% 2.199 3.50656 - 100% , 100% - 0 2.20 3.51 16.32 135 215 EAST '.50% 50% 2.199 3,50656 :.100% .100%: - 0 2.20 3.51 15,41 143 228 0% 0 0 x:100% 100%. 0 0,00 0,00 0 , 0% o 8 (00% 100% 0 0,00 0,00 0 0% 0 0 0010 100% 0 0.00 0.00 0 Ed2.41_11_22j_ E_) 0,00 I 0.00 4.40 7.01 Balance Check: ok ok Balance Check: ok ok ok ok 2)DISTRIBUTION TO SHEARWALLE E.O, E.O, E.O. EQ, EQ. Wind Wind Wind Line ID Lwall Ce Lwall' H15e v V Amplifiers v Type Type v V (fl) (ft) (ft) (PIG Ik) f 2w/hl" (PII) (It) (k) WEST W,2.A .16.32 1,00-" 16,32 8,10.: 135 220 1,00 1.00 135 P6TN P6 2 5 3.507 1.00 0.00 8,10'. 0 0.00 1.00 1.00 0 - - 0 0 1.00 0,00 .8,10 0 0.00 1.00 1.00 0 - - 0 1,00 000 8,10 0 0.00 1.00 1.00 0 - - 0 EAST E.2.A 7,5 1.00 7,50 610 143 1.07 1.00 1.00 143 PSTN P6 2 8 1.707 EAST 5.2,0. 7:91. 100 7,91 8.10 143 1.13 1.00 1.00 143 P6TN P6 2 8 1.8 1.00 0.00 B 10. 0 0.00 1.00 1.00 0 - - 0 0 1.00I. 000 _H 10 : 0 0.00 too t00 0 - 0 1,00 0.00 9,10 0 0.00 1.00 1.00 - 0 - - 0 1,00. 0,00 8,10 0 0.00 1.00 1.00 0 - - 0 p- 1.00 'Special E.O.DL Uplift Pavlov 89,9'16 DL Uplift Factor wM4nd.: 60,1% 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add'I Reduced Net DIM Add'I Max. Line ID LOT en w dl ID(01) ID(02) Lees OTM Re,' Level Abv. Totes fl U U,,,,,, OTM RorM Level Abv, Total U U.,,,n U,,,,„ HD (ft) (kll) Above Above (ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-9) (k) (kip) (kip-ft) (kip-ft) (Hp-0) (kip-fl) (kip-ft) (k) (kip) (kip) WEST W,2.A.. 18.3 0,15 16.07 17.81 29.35 -11.53 0 -11,53''1,00 °`'0 -0.72 28.40 31.88 -3.48 -8 -3,48 r 8 -0.22 -0.22 NONE - 0 0.00 NONE 0 1,00 0 0 :.0 0.00 NONE 000 (0 7.8 -:0 0.00 NONE 0.00 NONE EAST E.2 A..: 9.5 0.18 - - 7.25 8.67 8.57 0.10 0 010 1E0 :: 0 0.01 13,82 9,39 4.44 '.:0 4,44 0 0.61 0.61 NONE EAST E:2:D 9.9 016 7,66 9,14 9.32 0.18 0 -0.18 1.00 :::0 -0.02 14.58 10.21 4,37 0 4.37 0 0.57 0.57 NONE 0.0 016, 0 '.1.00 0 0 '0 0.00 NONE 100 :-0 0 0 0.00 NONE 0.0 0.15 0 1,00 0 0 0 0.00 NONE 0.00 NONE 1.00_ 0 0 0 0.00 NONE Holdown Ctr Offset from SW End'' 3.'.In E= 0,00 -11.61 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 25 of 34 N&S_Top Floor SHEET TITLE: 7.5.3)LATERAL N-S(front to back-upfdown) -- CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation A .......P..- Dieph.Level ;TTap Pioor Direction: 'WS Typ.Panel Height=:._ 9.1;0. Seismic V 1. 2.8 kips Design Wind NS V I. e.1 kips Sum Seismic V I- 7.2 kips Some Wind NS V I= 13.1 kips 1)DISTRIBUTION TO SHEAR LINES' Trib% V level Above Line Load V shy. V total Line Uniform Shear,v Line E W E[k] W[k] 1st Line Trlb 2nd Line Trib. E[k] W[k] E[k] W[k] L[ft] E[plf] W[plf] WEST',. 50% 50% 1.401 3.06577'..WEST 100% : .100% 2.20 3.51 160 6.57 35.4 102 186 EAST: 50% 50% 1.401 3.06577 EAST 100% - 100% 2.20 3.51 3.60 6.57 22.48 160 292 0^/0 0 0 ,'..:0,:.- 100% , 100%. 0.00 0.00 0,00 0.00 0 0% 0 0 0 100% - 100%. 0.00 0.00 0.00 0.00 0 0% 0 0 '. .0. _100% , - 100%.. 0,00 0,00 0.00 0.00 0 100% - :700% 0.00 0.00 0.00 0.00 0 0% 0 0 0:,, 100%.e;_: C.:.;.-,_100%'. 0.00 0.00 0.00 0.00 0 o% 0 0 0 100%. -.- 100%, 0.00 0.00 0.00 0.00 0 E= 2.80 6.13 I. 4.40 7.01 7.20 113.14 Balance Check'. ok ok Balance Check: ok ok ok ok 2)DISTRIBUTION TO SHEARWALLE E.O. E.Q. E.O. E.Q. E.Q. Wind Wind Wind Line ID Lwall Cs Lwall' HWeii V V Amplifiers v Type Type v V (0) (0) (0) (PI?) (k) p 2w/hi`' (If) (if) (k) WEST W.1.A ,35.4 1.00 35.40 :9,10 102 3.60 1.00 1.00 1 1 PSTN P6 1 6 6.57 1.00 0.00 -9,10. 0 0.00 1.00 1.00 - - 0.00 1.00 0.00 9:10: 0 0.00 1.00 1.00 - - 0,00 1.00 000 9,10 0 0.00 1,0D 1.00 - - 0.00 EAST. 0_1,A .14:57 .1,00 14.57 9,10 160 2.33 1.00 1.00 1 0 P6 P6 2 2 4.26 EAST E1.B .7,91 1,00 791 :9,10 160 1.27 1.00 1.00 1 0 PR P6 2 2 2.31 .... 1,00 0 00 :0.10 0 0.00 1.00 1.00 - - 0.00 1,00 0.00 X 9,10 0 0.00 1.00 1.00 - - 0.00 1,00 0.00 0,10 0 0.00 1.00 7.00 - - 0.00 ✓1;00, 0.0o 9,10,W 0 0.00 1.00 1.00 - - 0.00 '1,Q6,y'z 0.00 '9,10 0 0.00 1.00 1.00 - - 0.00 - - 0.00 p- 1.00 'Special E.Q.DL Uplift Factor ._..49,"- DL Uplift Factor wNInnd60,054 3)OVERTURNING RESISTANCE I Selemlc Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add'I Reduced Net OTM Add') Man. Use ID Loin, wdl ID(#i) ID(#2) Lagv OTM Rore _Level Abv. Total QU U,,,„ OTM Rona Level Abv. Total U U,„„, U,„,„ HD (ft) (kif) Above Above (ft) (kip-ft) (kip-ft) (kip-R) (kip-ft) (kip-ft) (k) (kip) (kip-R) (kip-ft) (kip-ft) JHp-ft) (kip-ft) (k) (kip) (kip) WEST. W,1.A: 37.4 0,15 W.2.A .. 35.15 32.76 122.30 -89.54 -11,53 -10107 100 :0 -2.88 59.81 132.88 -7307 -3,48 -7655 0 -2.18 -2.18 NONE 00 ,0.10 0.00 1.00 '.0 0.00 5 0.00 NONE 00 0.11ir - 0.00 1,00 0 0.00 -0 0.00 NONE 000 1,00:' '0 000 0 0.00 NONE EAST E1.A:' 16.6 0,15 - : 14.32 21.23 24.01 -2.77 0,00 -2.77 1,00 0 -0.19 38.76 26.08 1263 0.00 1268 '0 0.89 0.88 ST11014 EAST E,1,B 9,9 0,45 E,2,B - 7.66 11.53 8.59 2.94 -0,18 2.76 1,00 - 0 0.36 21.04 9.33 11.71 4,37 1E08 0 2.10 2.15 STHD14 D.0 0.15, 0,90 1,00 ' S0 0,00 -0: 0.00 NONE 00 5.15 , 0,00 1,00 0 0,00 0 0.00 NONE 0:05 1,00 -.i, 0 000 5 0.00 NONE 0.00 1,00 Q 000 0 0.00 NONE NON-STACKING SW ELEMENTS I : - 0.00 1.00 0 0,00 :0 0.00 NONE OTM BLV) 00 0,15 6,2.5 0.10 1,00 Q 4,44 0 0.00 NONE Holdown Cfr.Offset Horn SW End. 3:'in E. -11.61 -101.08 15238_2018.02,07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 26 of 34 E&W_Roof - SHEET TITLE. 7.8:1)LATERAL E-W(side to Bide'.left/right) - CT PROJECT#: CT#14051.Plan 3713 Twin Creeks,Elevation A .Roo....... Dieph.Level: 'Rao[ . Direction: iE-W'. Typ.Panel Height= 11.1 ft. Seismic V I- 4.4D kips Design Wind E-W V I. B.01 kips Sum Seismic V 1= 4.40 kips Sum Wind E-W V I. 9.01 kips 11)DISTRIBUTION TO SHEAR LINES' .:1 :'4 7, (;r" 7 ' (. ,. � 7'1 <i: Cr., r,tti .11. Trib% V levelAbove Line Load V'abv. V total Line Uniform Shear,v Line E W E[k] W[k] 1st Line Trib 2nd Line Trib. E[k] W[k] E[k] W[k] L[ft] E[plf] W[plf] NORTH,,..,60%I.,_ 50%, 2.199 4.50607 - ..;.100% - 100%..,, 0 2.20 4.51 3039 72 148 SOUTH 50%.::. 50% 2.199 4.50607 - 100% 100% - 0 2.20 4.51 22.82 96 197 0% 0 0 - x.100% s 100%..; - ,1: 0 0.00 0.00 0 096 0 0 �..100% 100%; 0 0.00 0.00 0 0/ 0 0 : :100% 100% : 0 0.00 000 0 C= 4.40 1 9.01 Ed 0.00 0.00 4.40 9.01 Balance Check ok ok Balance Check. ok ok ok ok 2)DISTRIBUTION TO SHEARWALLS E.Q. E.Q. E.Q. EQ. E.O. Wind Wind Wind Line ID Lwell Co Lwall' H,wu v V Amplifiers v Type Type v V (ft) (ft) (ft) (Pit) (k) p 2 Am(1( 1 0) (p11) (k) NORTh N,2,9 30.39 1,003 30.39 8.10, 72 2.20 1.00 1.00J 4.51 1.50 0.00 8.10, 0 0.00 1.00 1.00 - 0, 0,00 SOUP- 6:2.9 11.33 1.00 11.33 8.10 96 1.09 1.00 1.00 11RCF,TRAly9FFR 3W CAI T 1 2.24 SOUTI- ..5.2,6 11.49, 1.00 11.49 .5.10 96 1.11 1.00 1.00 OBOE-TRANSFER SW CA C I 2.27 1,05 0.00 8.10 0 0.00 1.00 1.00 - - 0.00 .1,00 0.00 8,10:.. 0 0.00 1.00 ' 1.00 - - 0.00 1,00. 0.00 8.10 0 0.00 1.00 1.00 - - 0.00 1,00. 0.00 &10 0 0.00 1.00 1.00 - 0.00 1.00 0.00 - 8 10,y o 0.00 1.00 1,00 - - 0.00 1.00. 0,00 8,19 0 0.00 1.00 1.00 - - 0.00 105 o.ob 8,10 o 0.00 too 00 - - 0.00 1,00. 0.00 8,10 0 0.00 1.00 1.00 - - 0.00 p- 1.00 'Special E .DL Up0R Factor 49;971.4, DL Uplift Fedor w/Wnd: 60.0% 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add! Reduced Net OTM Add'I Max. Line ID LPL ell. wdi 10(#1) ID(#2) Leah OTM Rolm Level Abv. Toles f2 U U,,,,,, OTM Rove Level Abv. Told U U. U. HD (ft) (kit) Above Above (ft) (kip-ft) (kip-ft) (kip-ft) (Hp-fl) (kip-ft) (k) (kip) (kip-ft) (kip-ft) (kip-ft) (Hp-ft) (kip-ft) (k) (kip) (kip) NORTH 119,2,9 32.4 0,15 - 30.14 17.81 91.73 -7192 5 -73.92 1.00 ":0 -2.45 36.50 99.67 -63.17 0 -63.17 '0 -2.10 -2.10 NONE 0 1.09 '. 0 f-0 7:0 0.00 NONE SOUTH 5.2.A._ 13.3 0.15 11.08 8.89 15.54 6 69 z 0 -6.69 1 00 ,;0 -0.60 18.12 16.88 124 0 1.29 0 0.11 0.11 NONE Ili .SOUTH ..:5.2.6 13.5 0,15 - 11.24 8.97 15.91 0.94 ;: '0 -6.94 1.00 1 0 -0.62 18.38 17.29 1.09 0 1.09 0 0.10 0.10 NONE 1.00 0 :0 0 0.00 NONE 0.00 NONE 0.0 0IS 0 1,00 0 '-0 -0 0.00 NONE 0.0 0.16 0 1,00 0 :0 -0 0.00 NONE 0 1,00 " 0 _ -'0 0 0.00 NONE 100 5 0 0 0.00 NONE 0 1.00 0 -0 0 0.00 NONE 00 0.15 - -, 0 '1 00 0 0 T.0 0.00 NONE Holdown Ctr.Offset horn SW End 3in E. 000 -87.55 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 27 of 34 E&W_Top Floor • - SHEET TITLE: 1.6.2)LATERAL S-W[tide to 9(de•lefUright) CT PROJECT#: CT#14051.Plan 3713 Twin Creeks,Elevation A ... .Fo. Dlaph.Level: '�,Top Floor Direction: ;EMI . NOTE: LOAD VALUES SHOWN ARE FOR Typ.Panel Height'.:'. 8.1 ft. Seismic V l• 2,8 kips Design Wind E-1NVI- 7,3 kips COMBINED (DOUBLE PORTAL)WALL SEGMENTS Sum Seismic V I- 7.2 kips Sum Wind E•W V I* 16.3 kips 1)DISTRIBUTION TO SHEAR LINES Trib% V level Above Line Load V abv. V total Line Uniform Shear,v Line E W E[k] W[k] 1st Line Trib 2nd Line Trib. E[k] W[k E[k W[k] L ft E .1 W[•1 NORTH., 2555 25% 0.701 1.83312.NORTH 100%.:,:,, - .'100%..j 2.20 4.51 2.90 6.34 24.15 120 .2 CENTER 50%.,- 50% 1.401 3.66629 SOUTH 60%:;;, _'100%.;I 1,32 2.70 2.72 6.37 23.06 118 276 SOUTH....25%.: 25% 0.701 1.83312 SOUTH 40% , - 100% 0.88 1.80 1.58 3.64 4 3 909 0% 0 0 0 100% - 100% : 0,00 0.00 0.00 0.00 0 _. 0% 0 0 .0. 100% 100%' 0.00 0.00 0.00 0.00 0 0% 0 0 '0. 100%`. 100%. 0.00 0.00 0.00 0.00 0 0% 0 0 .:0... ..100% 100%, 0.00 0.00 0.00 0.00 V 0% 0 0 0- 100% 100% 0.00 0.00 0.00 0.00 0 C= 2.80 7.33 1=1 4.40 9.01 1 7.20 116 i Balance Check: ok ok Balance Check ok N.O.I ok ok 2)DISTRIBUTION TO SHEARWALLS E.O. E.O. E.O. E.G. .Q. Wind Wind Wind Line ID Lwall Co Lwell' HNAu v V Amplifiers v Type Type v V (0) (ft) (R) (pit) (k) P 2w/h"' (Of) (Pit) (k) -GFa.. '? ,:,: C,, f.i, (9 L r" rpt? fs, 10 ,,,1 F ..,. NORTF, N.1,A,.24.15 1,00 2415 9:10 120 2.90 1.00 '.00 s;; _; ;i, P . t '... 6.34 1.00 0.00 9,10 0 0.00 1.00 1.00 0 - 0 000 1.00 000 9,10 0 BOO 1.. 1.00 0 - 0 0.00 CENTER C.1.A ::114 1.00' 1340' 910 118 1.58 '.00 1.00 118 P6TN 276 3.70 CENTER 0.1.8 9,66 1.00 966 9;10; 118 1.4 1.00 1.00 118 P6TN 276 2.67 t... 11.11 i .... _a.;n. .o 1•.. 0 _110, .0 11.00 9.0 0 0,-0 1.0 .00 0 . 0... SOUP- 6,1,A 4 1,00 4.00 9:10 395 1.58 1.00 1.14 - -• _ 2.66 1.00 000 9,10 0 0.00 100 1.00 0:. 0.00 .0 4.00 at 9: 11 0 0.0 1.011 1.00 . 0. 1.11. r - 1.00,;, 0 o0 9,10 0 0.00 1.00 1.00 0 - - 0 0.00 p- 1.00 'Special E .DL Upon Factor '49.9; DL Uplift Factor w/Wind: 61,044 3)OVERTURNING RESISTANCE I Selsmlc Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add' Reduced Net OTM Add') Mao. Line ID Loren w dl ID(#1) ID(#2) Loam OTM Ronre Level Abv. Total R U U,,,,,, OTM Room Level Abv. Total U U,,,,,, U. HD (ft) (Hi) Above Above (ft) (kip-ft) (kip-ft) (kip-ft) (10p-ft) (kip-ft) (k) (kip) (kip-ft) (kip-R) (kip-ft) ,)kip-ft) (kip-R) (k) (kip) (kip) NORTH N,1.A 262 0.15. .N.2.A„ 23.90 26.39 59.79 -33.40,•73,52 -10732 1.00 0 -4.49 57.69 64.96 -728-63,17 -7044 '0 -2.95 -2.96 NONE 00 0.18 ,0,Q5 1.00 '. :0 0,50 0 0.00 NONE 00 0.16,„ 0.00 1,00, , 0 , D.00 '0 0.00 NONE CENTER C.1.A 154 0,36, : 13,15 14.39 33.17 -18,78 0.00 -1878 1.E0 -.0 -1.43 33.68 37.47 -3.79 000 -379 ..0 -0.29 -0.29 NONE CENTER 0,1.13 117 0.17 9.41 1037 12.40 -2.03 0:00 -2.03 1,00 0 -0.22 24.28 13.53 10.75 :090 1075 0 1.14 1.14 ST11014 00 0,15.. -.090 1.00 '0 .0,00 0 0.00 NONE 0,00 1.00 0 0,00 0 0.00 NONE PORTAL FRAME.APA TESTING... 0 0 0,15 f 000 1.00 `: Ip 0:00 ' 0 0.00 NONE ,NON-STACKING SW ELEMENTS i - 400 1.00 0 0.00 0 0.00 NONE -SAD 1.00 0 1.24 0 0.00 NONE . -Vt i,00 0 1.05. 5 0.00 NONE Holdown CE.Offset Irons SW End 3 in £= -87.55 -116.88 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 28 of 34 7.7) Force-transfer Shearwalls JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation A WALL ID: N.2.A V eq 2199.0 lb V1 eq = 1722.3 lb V3 eq = 476.7 lb V w= 4506.1 lb V1 w= 3529.3 lb V3 w= 976.8 lb ► ► v hdr eq= 72.4 plf ► A H head = A v hdr w= 148.3 plf 1.10 ft v Fdrag9 eq= 567 F2 eq= 157 A Fdrag1 w= 61 F2 321 WALL TYPE H pier= vi eq= 107.8 plf v3 eq= 107.8 plf P6TN E.Q. 5.5 vi w= 221.0 plf v3 w= 221,0 p/f P6 WIND feet H total = 8.1 ♦ Fdrag3'eq= F4 e.- 157 feet A Fdrag3 w= 1161 F4 w= 321 2w/h = 1 H sill = v sill eq= 72,4 p/f 1.5 v sill w= 148.3 plf feet REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 16.0 L2= 10.0 L3= 4.4 Htotal/L = 0.27 ► 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] 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 29 of 34 7.7) Force-transfer Shearwalls JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation A WALL ID: S.2.A V eq 1091.8 lb V1 eq = 543.7 lb V3 eq = 548.1 lb V w= 2237.2 lb V1 w= 1114.0 lb V3 w= 1123.2 lb ► ► v hdr eq= 96.4 plf H head = A v hdr w= 197.5 plf 1.10 ft y Fdragl eq= 310 F2 eq= 312 • Fdrag1 w= . .4 F2 - 639 WALL TYPE H pier= v1 eq= 223.7 plf; v3 eq= 223.7 plf P6 E.Q. 5.5 v1 w 458.5 plf v3 w= 458.5 plf P4 WIND feet H total = 8.1 Fdrag3 eq= 0 F4 e.- 312 feet A Fdrag3 w= 634 F4 w 639 2w/h = 1 H sill = v sill eq= 96.4 plf 1.5 v sill w= 197.5 plf feet REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 2.4 ' L2= 6.5 L3= 2.5 Htotal/L= 0.71 4 0 0 4 ► Hpier/L1= 2.26 Hpier/L3= 2.24 L total = 11.33 feet Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2: Overall Shearwall] 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 30 of 34 7.7) Force-transfer Shearwalls JOB#: CT# 14051: Plan 3713 Twin Creeks,Elevation A WALL ID: S.2.B V eq 1107.2 lb V1 eq = 893.8 lb V3 eq = 213.4 lb V w= 2268.8 lb V1 w= 1831.5 lb V3 w= 437.3 lb ► ► v hdr eq- 96.4 plf --0- A ►A H head = A v hdr w= 197.5 plf 1.10 ft v Fdrag9 eq= 272 F2 eq= 65 Fdragl w= -8 F2 - 133 WALL TYPE H pier= v1 eq= 138.6 plf v3 eq= 138.6 plf P6TN E.Q. 5.0 vi w= 284.0 plf v3 w= 284.0 plf P6 WIND feet H total = 8.1 Fdrag3 eq= F4 e b- 65 feet Fdrag3 w= 558 F4 w= 133 2w/h= 1 H sill = v sill eq= 96.4 plf 2.0 v sill w= 197.5 plf feet REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: Li= 6,5 L2= 3.5 L3= 1.5 Htotal/L= 0.70 , 4 4 ► Hpier/L1= 0.78 Hpier/L3= 3.25 L total = 11.49 feet Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2: Overall Shearwall] 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 31 of 34 7.7) Force-transfer Shearwalls JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation A WALL ID: N.1.A V eq 2899.6 Ib V1 eq = 780.2 /b V3 eq = 2119.4 /b V w= 6339.2 Ib V1 w= 1705.6 /b V3 w= 4633.6 Ib ► ► v hdr eq= 120.1 plf ► H head = A vhdr w= 262.5 plf 1.10 ft v Fdrag1 eq= 420 F2 eq= 1141 Fdrag9 w= • 8 F2 - 2494 WALL TYPE H pier= v1 eq= 260.1 plf' v3 eq= 260.1 plf P4 E.Q. 5.0 vi w= 568.5 plf v3 w= 568.5 plf P3 WIND feet H total = 9.1 Fdrag3 eq= F4 e.- 1141 feet Fdrag3 w= 918 F4 w= 2494 2w/h = 1 H sill = vsilleq= 120.1 p/f 3.0 v sill w,=. 262.5 p/f feet REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 13.0 L3= 8.2 Htotal/L= 0.38 ♦ 4 ►4 ► 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] 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 32 of 34 Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Sheart°'tt(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 10 1,125 (1575 WIND) 0.51 3.42 1'-10 1/2•" 8 1520 EQ(2128 WIND) 1-10 1/2" 10a c14Q31 EQ(1444 WIND) Foundation for Wind or Seismic Loadings (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 .i per wind design min 1000 Ibf for single or double portal I on both sides of opening t 1 4 4 • • • opposite side of sheathing Pony • 1 wall height a • 1 S 'f' Fasten top plate to header Min_3"x 11-1/4"net header a 8 1 with two rows of 16d 0 steel header not allowed 1 ` 1 sinker nails at 3"o.c.typ _f• • TI It 12 Fasten sheathing to header with 8d common or f, ' Min.3/8"wood structural galvanized box nails at 3'grid pattern as shown I. 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 • ! max „ thick wood structural panel sheathing with .- within middle 24"of portal !_S__ height � 8d common or galvanized.box nails at 3°o.c. height.One row of 3"o.c. �� in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. ti F'" Min length of panel per table 1 +, �Fi'n Typical portal frame F sw,----_ e\ - 1.4 4 construction "4 ,--'-- 5-IMin(2)3500 lb strap-type hold-downs ' 54 3 (embedded into concrete and nailed into framing) L Min double 2x4 post(king- �; ti and jack stud).Number of r ,„, Min reinforcing of foundation,one#4 bar _,T, i 4. jack studs per IRC tables 1 top and bottom of footing.Lap bars 15°min. E_ R502.5(1)&(2). Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into 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) 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 33 of 34 180 Nickerson St. CT ENGINEERING Suite 3 02 Seattle,WA A Project: 1361 e , AZ 0• PiVf Date: 98109 (206)285-4512 � Q� W -Vicz� 23 3:Z J5 C 7i�t 2� Client: r . f r Page Number: FAX:(206)285-0618 171 -5157) — 60 CV k { 0. l'Ay)----kst)(A-q/L) At: 0 ® e r .R2? 0 g`:`. X 16`` ►Z" k `Z�+ 315N 6 Ks----ww-.K r2- on I. 0 r Pm)7, . y , (2,2 _ gt= . 6)(0,7 w) V 0,1, (6o 4.1- • -2_ V,2lat) 6e - �2 _ 136 ,6.x- ). 5( X CCS X17 i^'/(2 ' 0[= 0,;86 1 Zxkz t3/4-4-7;?-13-. 112. 6t4-4- ;\,\ • 1 N , U'D N6., o' er l e> r NG" 1. ?oe ry ' v .��- .n 15238_2018.02.07_RT SF Plan 3A Structural Calculations(2017 ORSC).pdf Page 34 of 34 Structural Engineers