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m 67'2,0ig-000S3 /bio su/ 'eoseel s' RECEIVED T MAR 12.2019 Structural Engineers C I ENGINEERING180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (V) 208.285.0818 (F) CITY OF TIGARD BUILDING DIVISION #15238 Structural Calculations Polygon at River Terrace ��o PRo Single—Family sr) 60 Plan 3D1.41d Tigard, OR itk„ REc09A,� WrpSFS T � \ Design Criteria: 2017 ORSC (2015 IBC) 02/07/2018 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, Soil Bearing = 2000 psf Client: Polygon Northwest Company 703 Broadway Street, Suite 510 Vancouver, WA 98660 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 P h: 425.454.7130 Fax: 425.646.0945 1b238_2018 02 0 i_RT SF_Plan iD_Structural Calculations([017 ORSC).paf Page 1 of 34 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 3D_Structural Calculations(2017 ORSC).pdf Page 2 of 34 63 d 3 (3)TRIM SIM. R9.d 3 RB.a k (2)2x8 DR __. (2)2x10 HDR (2)2x1C7,____HDR (2)'10 HD' _ RB.a. 'i TYP.Al ADJAC E _ '.L- 'c WINDOWS:(1)2x ING STUD — p BTWN.SGL.TR ER9 I m ki m' = I -170 H31 m � S 3 1 a _ q z -1 I 1 % P ¢ 11 co I r 1 IN c EllINIEWxxa Ti Mill'IIIIMIN '_ ganiii iiiiiiiEEiiiii _ :E�.`:�.i'=:5 is _ 2 TRIN v _ _c_ _ 2)TRIN— -'_�.....�.._._:.:;::._-yin::._'....... . HDR 1,11 HDR __ _ _ _ 2 O MI AME • TTS_ i' F6xiWDR AIWA X1 HDR RE.3 7 ,1.11114511 - ,,t 63.3.3 A011e mII- I I—,'. ,--Ii. ..-,K,,,----II-^I RB.d.6 623 3 6 2OD - Roof Framing Plan 1/4"=1,_U, 15238 2018.02.07 RT SF Plan 3D Structural Calculations(2017 ORSC).pdf Page 3 of 34 • (2)TRIM.@CTR.HDR ®B.d.2 TFB.d.22 Q ( TFB d 2)2x8 DR 1 H•R 400 H R ` -4x1 HDR, 4x1 HDR I 4x10 DR 1 1 I WINDOWS: ()289 NG o 1STUD 3TWN.SG4. } 4 i TRIMMERS,U.N.O. N STHD14 I i Rd H 1 STH / \ , -,--L1 1 O m ¢ il _ • �1 J ` j ,i �!r------ -- --- ----� STHD14 i it E lo 1 x r �\ I FT S9.0 hr.___ _�____C___.___ TFB.dib,LVL F TFB.d 9 TFB.d.10 _ WP 1 31 - 2� - ,rO. . _ _. p I - - } 7Q 'BELOW,: WH -- -_i V7�JUPEN-FOi G �$ S9.0 1 E _STHDd , .' _ S D 4 �J I I 1 _ c' 1 1i. i I IT3 r - I . ti iI � .\.VII Z\\__ ri © 1 i © TFB d.12IS ©"FBd.11 i N I l9 NEP m 0 LLI ¢ aI 1 I el F 2 I1 1 ¢ 1 I: :TFBd7 -- TEN -- 111 " I EDGE•� LEDG :ii? �I CO HDR 1` 8 __I III HDR Ui1 c_ �dL — ai=na7 M is;1 i��,.rl / :r R.d. 1 'I■M ==C-E�1i STHD':C JI _MIIi��I�L111Mdat-max HDR- AIS iris . 7 _W MANUFACTURED ROOF UI_SS" - 5S.. T C"II MANUFACTURED ROOF 3 m TRUSSES AT 24"O.C. i� ■ir3.5z 4LV FB' �� -----�' TRUSSES AT 24"0.C. P ® TFB.d.18 An Appoin NOT USED: TFB.d.2C ®D - Top Floor Framing Plan MAIN FLOOR SHEARWALLS 1/4"=1'-p• 15238_2018.02.07_RT SF_Plan 3D_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 3D_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 Printed:8APR 2014,759AM Multiple Simple Beam File=Q:114051T-1\Engr114051_-1.EC6 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : ROOF FRAMING Wood Beam Design : RB.d.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 k/ft,Trib=5.50 ft Point: Lr=3.30 k @ 4.80 ft Design Summary Max fb/Fb Ratio = 0.475• 1D\0.08250)Lr(0.1375) fb:Actual: 482.67 psi at 3.100 ft in Span#1 ' ` ` milli Fb:Allowable: 1,015.16 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.253: 1 '; fv:Actual: 37.93 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 n, 2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr SWE H 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 Defl Ratio 1981 >360 Total Defl Ratio 1512 >180 Wood Beam Design : RB.d.2 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,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 ,^m, Max fb/Fb Ratio = 0.761 • i D(0.3315 Lr 005 Lr 0.1675 fb:Actual: 709.31 psi at 0.999 ft in Span#1 , zZ= Fb:Allowable: 932.23 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.826: 1 Z\ fv:Actual: 123.88 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 5, 2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) 2 L Lr S W E H 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 Beam Design : RB.d.3 BEAM Size: 2-2x10,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, 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 L\ fv:Actual: 95.57 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.05,2-2x10 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 15238_2018.02.07_RT SF_Plan 3D_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 8APR 2014,759AM Multiple Simple Beam File=Q:114051T-1\Engr114051_-1.EC6 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : RB.d.4 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=4.50 ft Design Summary D 0.06750 L 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 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) o 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 Defl Ratio 21630 >360 Total Defl Ratio 13519 >180 Wood Beam Design : RB.d.5 BEAM Size: 6x10,Sawn, Fully Unbraced 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 2.0 ft,Trib=22.250 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,2.0 to 5.0 ft,Trib=6.250 ft Point: Lr=3.30 k @ 2.0 ft Design Summary �.. Max fb/Fb Ratio = 0.590• 1 D 0.3336 Lr 0.55s D 0.09375 L 0,1563) fb:Actual: 794.59 psi at 2.000 ft in Span#1 * Fb:Allowable: 1,347.45 psi Load Comb: +D+Lr+H 0 Max fv/FvRatio= 0.495: 1 A fv: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 Wood Beam Design : RB.d.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=3.60 ft Design Summary D(0.0540)Lr(0.090) Max fb/Fb Ratio = 0.693: 1 fb:Actual: 881.63 psi at 2.500 ft in Span#1 ,-- Fb Fb:Allowable: 1,271.47 psi i Load Comb: +D+Lr+H 7- 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 ft, 2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E Hi 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 15238_2018.02.07_RT SF_Plan 3D_Structural Calculations(2017 ORSC).pdf Page 7 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:8APR 2014,7.59AM Multiple Simple Beam File=Q:114051T-11Engr114051_-1.EC6 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : RB.d.7 BEAM Size: 6x10,Sawn, Fully Unbraced Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1350 psi Fc-PrIl 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 ,> Max fb/Fb Ratio = 0.590 D(0.09375)Lr(0• .1563) Da3r338`Lr(0..563) 1 + fb:Actual: 794.59 psi at 3.000 ft in Span#1 • + + y Fb:Allowable: 1,347.45 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.495: 1 fv:Actual: 84.17 psi at 4.217 ft in Span#1 Fv:Allowable: 170.00 psi 5.0 ft, 6x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) 0 k 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 Wood Beam Design : RB.d.8 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, Lr=0.0250 k/ft,Trib=4.50 ft Design Summary D(0.06750)Lr(0.11251 Max fb/Fb Ratio = 0.063• 1 i 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 / fv:Actual: 15.52 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 ft,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.000 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 399999 >360 Total Defl Ratio 23361 >180 Wood Beam Design : RB.d.9 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(0.067501 Lr(0.1125) . Max fb/Fb Ratio = 0.253: 1 i 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 fv:Actual: 31.03 psi at 5.000 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 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 3D_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 Printed:8APR 2014,7:59AM Multiple Simple Beam File=C:\14051T 1\Engr114051_-1.EC6 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : RB.d.10 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=4.50 ft Design Summary 0(0.06750)Lr(0.1125) Max fb/Fb Ratio = 0.162: 1 tb: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, 2-2X6 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) P 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 3D_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 2014.2 39PM Multiple Simple Beam File=Q:114051T 11Engr114051_-1.EC6 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 1 OF 3 Wood Beam Design : TFB.d.1 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=0.10 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary et0., 0.380) $ 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 - LoadComb: +D+L+H "7< 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,2-2e8 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 Beam Design : TFB.d.2 BEAM Size : 4x12,Sawn, Fully Unbraced Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.10, 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 0 01 5 .0.0 fb:Actual: 750.58 psi at 1.533 ft in Span#1 t Fb:Allowable: 986.71 psi Load Comb: +D+L+H Max fv/FvRatio= 0.492: 1 l� Zj fv:Actual: 88.60 psi at 3.067 ft in Span#1 4.0 rt,4x12 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S WE 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 Wood Beam Design : TFB.d.3 BEAM Size: 4x10,Sawn, Fully Unbraced Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pill 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 .. Max fb/Fb Ratio = 0.675. 1 fb:Actual: 727.29 psi at 2.000 ft in Span#1 Fb:Allowable: 1,076.80 psi Load Comb: +D+L+H Max fv/FvRatio= 0.483: 1 A N:Actual: 86.90 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 2.54 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 15238_2018.02.07_RT SF_Plan 3D_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 MAR 2014,2:39PM Multiple Simple Beam File=Q:\14051T 1\Engr114051_ 1.EC6 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : TFB.d.4 BEAM Size: 2-2x4,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=0.10, 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 osO12Os 0320, Max fb/Fb Ratio = 0.389. 1 fb:Actual: 495.92 psi at 1.250 ft in Span#1 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 2.50 ft,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 Defl Ratio 1460 >180 Wood Beam Design : TFB.d.5 BEAM Size: 2-2x4,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=0.10, 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 $ D o:1 . �0 -, Max fb/Fb Ratio = 0.998: 1 i____ fb:Actual: 1,269.55 psi at 2.000 ft in Span#1 _ Fb:Allowable: 1,272.20 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 4.0ft 2-2x4 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 Wood Beam Design : TFB.d.6 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=0.890 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 @ 2.750 ft Design Summary «.ro, Max fb/Fb Ratio = 1.511; 1 8j8:183.f 8:8883i fb:Actual: 3,422.78 psi at 4.760 ft in Span#1 t . Fb:Allowable: 2,265.33 psi Load Comb: +D+L+H Max fv/FvRatio= 1.070: 1 X 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 15238_2018.02.07_RT SF_Plan 3D_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 Printed.28 MAR 2014 2:39PM Multiple Simple Beam File=Q:\14051T 11Engr14051_1.EC6 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : TFB.d.7 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, L=0.0250 k/ft,Trib=3.0 ft Design Summary D(0.0450)L(0.0750) C C C 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 N: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 Defl Ratio 4380 >180 Wood Beam Design : TFB.d.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-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 Max fb/Fb Ratio = 0.870 1 t + Q(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 YMax 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 3D_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:8APR 2014,8:05AM Multiple Simple Beam File=Q:\140517-1\Engr\14051_-.1.EC6 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 2 OF 3 Wood Beam Design : TFB.d.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(0640) 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 8,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr W 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.d.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-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=9.50 ft Design Summary D(0.14251.10.380) C 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 L Max fv/FvRatio= 0.070: 1 fv:Actual: 21.59 psi at 3.850 ft in Span#1 Fv:Allowable: 310.00 psi 5.0 n.3.5e14 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.d.11 BEAM Size: 7x14, Parallam, Fully Unbraced Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Pr!! 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=2.60 k @ 10.60 ft Design Summary Max fb/Fb Ratio = 0.752. 1Dro.,seo)L oaao) D(0.180)L(0.480) fb:Actual: 2,160.22 psi at 10.577 ft in Span#1 . , t Fb:Allowable: 2,873.95 psi Load Comb: +D+L+H Max fv/FvRatio= 0.369: 1 fv:Actual: 106.97 psi at 17.860 ft in Span#1 19.0 n, 7x14 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr 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 Deft Ratio 286 >180 15238_2018.02.07_RT SF_Plan 3D_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:8APR 2014,8:05AM Multiple Simple Beam File=Q:114051T 11Engr114051_-1.EC6 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : TFB.d.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-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Design Summary t D((0.15O 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 Max fv/FvRatio= 0.114: 1 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 I_ 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 Defl Ratio 5990 >360 Total Defl Ratio 4356 >180 Wood Beam Design : TFB.d.13 BEAM Size: 5.125x19.5,GLB, Fully Unbraced Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads 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=14.0k@9.0ft Design Summary 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) $ Fb:Allowable: 2,349.29 psi Load Comb: +D+L+H Max fv/FvRatio= 0.559: 1 fv:Actual: 148.22 psi at 14.400 ft in Span#1 Fv:Allowable: 265.00 psi 16.0 ft, 5.125x19.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) g 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 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-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 Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.250 ft Design Summary 0(0.09375)L(0.250) Max fb/Fb Ratio = 0.206. 1 fb:Actual: 209.75 psi at 1.625 ft in Span#1 Fb:Allowable: 1,016.95 psi ; Load Comb: +D+L+H C. Max fv/FvRatio= 0.165: 1 A fv:Actual: 24.70 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.250 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 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 15238_2018.02.07_RT SF_Plan 3D_Structural Calculations(2017 ORSC).pdf Page 14 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:8APR 2014,8:05AM Multiple Simple Beam File=Q:\14051T 1\Engr\14051_ 1.EC6 Lie.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : TFB.d.15 BEAM Size : 3.5x9.5,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 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 Max fb/Fb Ratio = 0.246 1 D 0.01 _ _0_. fb:Actual: 568.06 psi at 1.000 ft in Span#1 _" : Fb:Allowable: 2,313.41 psi Load Comb: +D+L+H Max fv/FvRatio= 0.361 : 1 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) D 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 15238_2018.02.07_RT SF_Plan 3D_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 Punted 28 MAR 2014,2.40PM Multiple Simple Beam File=Q:114051T 11Engr114051_-1,EC6 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 3 OF 3 Wood Beam Design : TFB.d.16 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=0.10, 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�t81��4.L(�O.o83201 • fb:Actual: 464.21 psi at 2.500 ft in Span#1 Fb:Allowable: 1,015.16 psi Load Comb: +D+L+H :1, r Max fv/FvRatio= 0.284: 1 Z`\ 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 Wood Beam Design : TFB.d.17 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=0.250 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=2.20 k @ 2.50 ft Design Summary D(0.0150)L(0.0250) Max fb/Fb Ratio = 0.310• 1 * D(0..10)+(02+0) • • • *D10.it1,`t08 0 ( t fb:Actual: 702.01 psi at 2.508 ft in Span#1 Fb:Allowable: 2,263.27 psi `' Load Comb: +D+L+H Max fv/FvRatio= 0.268: 1 2 , fv:Actual: 83.14 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.750 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E LI 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 Defl Ratio 1172 >360 Total Defl Ratio 1059 >180 Wood Beam Design : TFB.d.18 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=0.1450 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Design Summary = $ ��ft5d),L(44°sbg) 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 Max fv/FvRatio= 0.100: 1 x fv:Actual: 30.86 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 9.0 fl.3.5x14 Load Comb: +D+L+H Max Deflections Max Re45 2r .0g.07 Rt$F Pldn 3D_§tructu�l Calc(iations{1017 O d L+Lr+S 0.022 in Downward 16 0.0 6 in Left Support- 0.52 -0.8 - p a +Lr+S 0.000 in Upward Tota 0 0 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. Title Block Line 6 Printed 28 MAR 2014,2 40PM Multiple Simple Beam File=4:114051T-1\Engr114051_-1.EC6 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : TFB.d.19 BEAM Size: 5.25x14.0, Parallam, 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=0.10, 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 p 0 0 2p,y Max fb/Fb Ratio = 0.085. 1 _ ;, D(0�10)L(0'.1L8)0320) + + + fb:Actual: 196.45 psi at 4.620 ft in Span#1 • Fb:Allowable: 2,302.53 psi Load Comb: +D+L+H Max fv/FvRatio= 0.094: 1 Z fv:Actual: 29.10 psi at 11.000 ft in Span#1 Fv:Allowable: 310.00 psi 11.0 n 1.750 ft, 5.25x14.0 Load Comb: +D+L+H Max Deflections Max Reactions (k) D 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 Design : NOT USED 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- 1D 0 o., 1..80 fb:Actual: 233.95 psi at 3.117 ft in Span#1 =::zossis 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 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 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.d.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=0.10, L=0.1450 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft Design Summar S `jiao°14 0a) t Max fb/Fb Ratio = 0.368 1 fb:Actual: 374.41 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi ,_ ,,, Load Comb: +D+L+H Max fv/FvRatio= 0.264: 1 fv:Actual: 39.59 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) P 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 15238_2018.02.07_RT SF_Plan 3D_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 2014.2:40PM Multiple Simple Beam File=Q:114051T-1\Engr114051_1.EC6 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : TFB.d.22 BEAM Size: 4x10,Sawn, Fully Unbraced 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,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_01• 5 ., p, Max fb/Fb Ratio = 0.380• 1 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 3.0 ft,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.006 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 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=0.250 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 .D(0.1425 L O. uazers`) fb:Actual: 626.70 psi at 2.693 ft in Span#1 mr Fb:Allowable: 1,076.80 psi Load Comb: +D+L+H ) Max fv/FvRatio= 0.492: 1 A A fv:Actual: 88.52 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 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 15238_2018.02.07_RT SF_Plan 3D_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 bact = 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 Civic*= 1.00 FcL= 625 psi CF(B) = 1.00 CM(ci)= 1.00 E = 1.6E+06 psi aTOTAL=U 360 CM(E)= 1.00 0 INCH Emin = .00E+00 psi Incise Ci= 1.00 j 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,rvorcH (Tension Face) = < Fv' = 170 psi USE: (1)6 x 8 DF1 15238_2018.02.07_RT SF_Plan 3D_Structural Calculations(2017 ORSC).pdf Page 19 of 34 Design Maps Summary Report 1J GS 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 2mi500Om Q I SOD13 ;atverton 141 (f Milwaukie 1 210 Bari Lake Oswego tr Scholes O NORTH olitng City Dprham 1A' AMERICA Tu latin 0 ma uesst 02015 MapQuest 4 data .A @ MapQuest USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SMI = 0.667 g S°1 = 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. MCER Response Spectrum Design Response Spectrum 0.08 1.1 0 .__....... 0.30 05$ 072 0 0 0.04 0 77 0:56 0 06r p 04s il!a 055 0.10 ' 0.44 0.32 032 024 0.22 016 0.11 0.00 000 000 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.00 1.00 2.00 0.00 0.20 0.40 0.80 0.80 1.00 1.20 1.40 1.00 1.80 2.00 Period.T(sec) Period, T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty, expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 15238_2018.02.07_RT SF_Plan 3D_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= 11 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 SNA,= Fv*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS Sips= 0.72 EQ 16-39 EQ 11.4-3 SD,=2/3*SM1 SD1= 0.44 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.Os SDC, = 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 f20- 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force -- Table 12.6-1 15238_2018.02.07_RT SF_Plan 3D_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 D Sos= 0.72 hi,=19.00 (ft) SDI= 0.45 x=0.75 ASCE 7-05(Table 12.8-2) R= 6.5 Cr=0.020 ASCE 7-05(Table 12.8-2) Is= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) S,= 0.43 k=1 ASCE 7-05(Section 12.8.3) TL=6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(R/le) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=So,/(T`(R/Ie)) (for 7<T,,) 0.383 W ASCE 7-05(E012.8-3)(MAX.) Cs=(So,`TLV(TNR/IL)) (for T>Tr) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R(Ie) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Area#1 Area#2 Area#3 C„= DIAPHR. Story Elevation Height AREA DL AREA DL AREA DL w, w,'h," on,`h," DESIGN SUM LEVEL Height (ft) h,(ft) (sgft) (ksf) (sgft) (ksf) (sgft) (ksf) (kips) (kips) `_'w,'h," 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 6.51 8.03 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 12.65 I 15.36 E=V= 10.08 E/1.4= 7.20 15238_2018.02.07_RT SF_Plan 3D_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 D N-S E-W F-B S-S 2015 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. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gust= 93 93 mph (EQ 16-33) Exposure= B B lw= 1.0 1.0 N/A N/A Roof Type= Hip Hip N-S E-W PS30A= 25.7 25.7 psf Pitch= 45.0 30.0 Figure 28.6-1 PS30 B= 17.6 17.6 psf Figure 28.6-1 Ps3oc= 20.4 20.4 psf Figure 28.6-1 PS30D= 14.0 14.0 psf Figure 28.6-1 = 1.00 1.00 Figure 28.6-1 Kn= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*lc,*I : 1 1 Ps=,\*Kn*I*Ps3o= (Eq.28.6-1) PSA= 25.70 25.70 psf (LRFD) (Eq.28.6-1) PsB = 17.60 17.60 psf (LRFD) (Eq.28.6-1) Psc = 20.40 20.40 psf (LRFD) (Eq.28.6-1) Pso= 14.00 14.00 psf (LRFD) (Eq.28.6-1) Ps A and C average= 23.1 23.1 psf (LRFD) Ps B 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 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) 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 kips(LRFD) kips(LRFD) kips kips 15238_2018.02.07_RT SF_Plan 3D_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 D 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-Vu) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Roof -- 19.00 19.00 0.00 0.00 0.00 0.00 8.41 8.41 10 37 10.37 Top Floor 9.00 10.00 10.00 0.00 0.00 0.00 0.00 7 92 16.33 9.47 19.83 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(n-s)= 12.65!V(e-w)= 15.36 kips(LRFD) kips(LRFD) kips(ASDI kips(ASD) 15238_2018.02.07_RT SF_Plan 3D_Structural Calculations(2017 ORSC).pdf Page 24 of 34 N8S_Roof - SHEET TITLE. 7.5.1)LATERAL N-S(front to back-upldown) - CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation D Diaph.Level: Roof Direction N-S Typ.Panel Height= 8.1 ft. Seismic V i= 4.40 kips Design Wind N-S V i= 6.51 kips Sum Seismic Vi= 4.40 kips Sum Wind N-S V i= 6.51 kips )1)DISTRIBUTION TO SHEAR LINES) Trib% V level Above Line Load V abv. V total Line ,rm Shear,v Line E W E[k] W[k] 1st Line Trib 2nd Line Trib. E[k] W[k] E[6] W[k] L[ft] E[plf]W[plf] WEST 700 2.199 3.2571 100% - 100% - 0 2.20 3.26 14.23 155 229 FAS' 220 2.199 3.2571 - 100% - 100% 0 2.20 3.26 24.38 90 134 0 0 - '100% - 100% - 0 0.00 0.00 0 21,, 0 0 - 100% - 100% - 0 0.00 0.00 0 0 - 100% 100% - 0 0.00 0.00 0 ,_ 0 0 - 100% 100% - 0 0.00 0.00 0 Ed. 0 0 - 100% 100% - 0 0.00 0.00 0 0i 0 0 - 100% - 100% - 0 0.00 0.00 0 5= 4,40 6.51 £_l1 0.00 I 0,00 4.40 6.51 Balance Check: ok ok Balance Check: ok ok ok ok 2)DISTRIBUTION TO SHEARWALLS E.Q. E . E.Q. E.Q. E.Q. Wind Wind Wind Line ID Lwall Cc Lwall' H.00 v V Amplifiers v Type Type v V (ft) (5) (ft) (Plf) (k) N 2w/hrs, (plf) (P11) (k) WEST W,2.A 14.23 1.00 14,23 8.10 155 2.20 1,00 1.00 155 P6 P6 229 3.257 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 0 100 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 0 EAST E,2.A 16.47 1.00 16.47 8.10 90 1.49 1.00 1.00 90 P6TN P6TN 134 2,2 FAST E.2.B 7,91 1.00 7.91 8.10 90 0.71 1.00 1.00 90 P6TN P6TN 134 1,057 100 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 0 1.00 0.00 8.10 0 0.00 1.00 1,00 0 - _ 0 0 100 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 0 p- 1.00 'Special E .DL Uplift Factor 1797 OL Uplift Factor w/Wnd: 80.0% 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add! Reduced Net OTM Add'I Max. Line ID Lccw w dl ID(#1) ID(#2) Lew, OTM Roan Level Abv. Total 51 U 14„., OTM Rolm Level Abv. Total U U,c_ Us„m HD (ft) (klf) 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) WEST W.2.A 15.: 0.15 - 13.98 17.81 23.03 -5.22 0 -5.22 1.00 ` -0.37 26.38 25.02 1.36 0 1.36 0 0.10 0.10 NONE ._ 0.15 - 0 ..00 0 0 0.00 NONE 3 0.15 _ ,. 1.00 0 0 0.00 NONE S.,I 0.15 _ 100 0 0 0.00 NONE r t 015 1.00 II S 0.00 NONE EAST E.2.A tii. 0,18 - 16.22 12.03 32.38 -20.35 -20.35 1.00 -1.25 17.82 35.48 -17.66 0 -17.66 0 -1.09 -1.09 NONE EAST E.2.0 i 7 0,18 - - 766 5.78 9.32 -3.54 0 -3.54 100 0 -0.46 8.56 10.21 -1.65 0 -1.65 0 -0.22 -0.22 NONE 010 - - 0 100 0 0 5 0.00 NONE 015 - - 0 1,05 0 0 0 0.00 NONE 2.2 0.15 - - 0 1.00 '0 0 0 0.00 NONE 0.15 - - - 1.00 0 0 0, 0.00 NONE 0.15 - - U 1.00 0 0 0 0.00 NONE Heldman Cb.Offset from SW End: _in £= 0.00 -29.11 15238_2018.02.07_RT SF_Plan 3D_Structural Calculations(2017 ORSC).pdf Page 25 of 34 N&S_Top Floor - SHEET TITLE 7.5.2)LATERAL NS(front to back-upldoWn) - CT PROJECT# CT#14051:Plan 3713 Twin Creeks,Elevation D Diaph.Level: Top Floor Direction. NS Typ.Panel Height= 9.1 ft. Seismic V i= 2.8 kips Design Wind NS V i= 6.1 kips Sum Seismic V i= 7.2 kips Sum Wind NS V i= 12.6 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] lst Line Trib 2nd Line Trib. E[k] W[k] E[k] W[k] L[ft] E[pit] W[plf] WEST 50% 50% 1.401 3.06577 WEST 100% - 100% 2.20 326 3.60 6.32 35.4 102 179 0661 00% 60% 1.401 3.06577 EAST 100% - 100% 2.20 3.26 3.60 6.32 22.48 160 281 % 0 0 o t00% - )o0% o.o0 0.00 0.00 0,00 0 6% 0 0 0 100% 100% 0.00 0.00 0.00 0.00 0 1/6. 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 0 033 0 0 0 100% 100% 0.00 0.00 0.00 0.00 0 2.80 6.13 0= 4.40 6.51 7.20 112.65 Balance Check: ok ok Balance Check ok ok ok ok 2)DISTRIBUTION TO SHEARWALLS E.Q. EQ. EQ. EQ. EQ. Wind Wino Wino Line ID Lwell Co Lwali Ho,,o, v V Amplifiers 1 Type Type v V (ft) (ft) (ft) (Pll) (k) / 2w/ti'' (Of) (If) (k) WEST W,1.A 35.4 1.00 35,40 9,10 102 3.60 1.00 100 102 P6TN P6 1 9 6.32 1.00 0,00 9,10 0 0.00 1.00 1.00 0 - - 0.00 1.00 0.00 9.10 0 0,00 1.00 1.00 0 - - 0.00 1.00 0.00 9,10 0 0.00 1.00 1.00 0 - - 0.00 E.1.A 14,57 1.00 14.57 9.10 160 2.33 1.00 1.00 160 P6 P6 2 1 4.10 6,1.83 7,91 1.00 7.91 9.10 160 1.27 1.00 1.00 160 - P6 P6 2 1 2.22 1.00 0.00 9.10 0 0.00 1,00 1.00 0 - - 0.00 1.00 0.00 9.10 0 0.00 1.00 1.00 0 ' - - 0.00 100 0.00 9.10 0 0.00 1.00 1.00 0 - - 0.00 1,00 0.00 9.10 0 0.00 1.00 1.00 0 - - 01 00 100 0.00 9.10 0 0.00 1.00 1.00 0 - - 0.00 1.00 0.00 9.10 0 0.00 1.00 1.00 0 - - 0.00 p- 1.00 'Special E.Q.DL Uplift Factor 49.9 o DL Uplift Factor wM1nd' 80,0% 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add! Reduced Net OTM Add! Max. Line ID Lor co wdl 10(#1) ID(92) 'ARM OTM Rolm Level Abv. Total SI U Uwe, OTM Rooe Level Airy. Total U Llo,,,, Ue„,„ HD (ft) (klf) 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) WEST. W,1.A 30.4 0.15 56,2.,4 - 35.15 32.76 122.30 -89.54 -5.72 -94,76 1.00 0 -2.70 57,54 132.88 -75,34 1.35 -73.99 0 -2.10 -2.10 NONE 9_0 0,15 - - 0,00 1,00 0 0.00 0 0.00 NONE 3.3 0,15 - - 000 1.00 0 0.00 0 0.00 NONE 0 6 0,15 . 0,00 1.00 0 0.00 0 0.00 NONE EAST E.1.A 16.5 0.15 - - 14.32 21.23 24.01 -277 0,00 -2.77 1.00 0 -0.19 37.29 26.08 11.21 0.00 11.21 0 0.78 0.78 STHD14 EAST E.1.9 4.5 0.15 E.2.8 - 7.66 11.53 8.59 204 -3,54 -0.60 1.00 0 .0.08 20.25 9.33 10.92 -1.65 9,26 0 1.21 1.21 STHD14 - 0,00 1,00 0 000 e 0.00 NONE . 0,15 - 0.00 1.00 0 0.00 0 0.00 NONE U.0 0.15 - 0,00 1.00 0 0.00 0 0.00 NONE 60 0.15 0.00 1,00 0 0,00 0 0.00 NONE NON-STACKING SW ELEMENTS _ 000 1.00 0 0.00 0 0.00 NONE DIM BLW 0.0 0.15 E.2.A - -20,35 1.00 0 -17.66 0 0.00 NONE Holdown Clr.Offset from SW End: 3 in £= -29.11 -98.13 15238_2018.02.07_RT SF_Plan 3D_Structural Calculations(2017 ORSC).pdf Page 26 of 34 • ESW_Roof SHEET TITLE'. 'J.8.1)LATERAL E-W(side to side-left/right) CT PROJECTS: CT#14051 Plan 3713 Twin Creeks,Elevation D Diaph.Level: Roof Direction' EON Typ.Panel Height= 8.1 ft. Seismic V i= 4.40 kips Design Wind E-W V i= 8.03 kips Sum Seismic V i= 4.40 kips Sum Wind E-W V i= 8.03 kips 11)DISTRIBUTION TO SHEAR LINES' .., 72 C3 CO C5 CS CT C8 C9 C1` _ :.i)F ti'5 CIS 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[pill W[elf] NORTH 50% 50% 2.199 4.01513 - 100% - 100% - 0 2.20 4.02 30.39 72 132 5070111 50% 50% 2.199 4.01513 - 100% - 100% - 0 2.20 4.02 22 100 183 0% 0 0 - 100% - 100% - 0 0.00 0.00 0 0% 0 0 - 100% - 100% . 0 0.00 0.00 0 0% 0 0 100% - 100% - 0 0.00 0.00 0 0% 0 0 - 100% - 100% - 0 0.00 0.00 0 0% 0 0 - 100% - 100% - 0 0.00 0.00 0 0% 0 0 - 100% - 100% - 0 0.00 0.00 0 1= 4.40 1 8.03 151 0.00 I 0.00 4.40 8.03 Balance Check: ok ok Balance Check'. ok ok ok ok 2)DISTRIBUTION TO SHEARWALLS E.Q. E.O. E.Q. E.Q. E.Q. Wind Wind Wind Line ID Lwall Co Lwalf Hcco L v V Amplifiers v Type Type v V (9) (ft) (ft) (ph) (k) N 2w/h11 (pli) (pill (k) NORTF N.2.0 30,39 1.00 30.39 8.10 72 2.20 1.00 1.00 FORC1 F-TRANSFER W CAI C I 4.02 1.00 0.00 8.10 0 0.00 1.00 1.00 0 I - - I 0 0.00 SOUTF S.2.A 1.00 11.00 8.10 100 1.10 1.00 1.00 ORIF-TRANSFER 5W CAI C I 2.01 SOUTF S.2.6 11 100 11.00 8.10 100 1.10 1.00 1.00 ORCE-TRANSFERSW CA C I 2.01 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 8.10 0 0.00 1.00 1.00 - - 0.00 1.00 0.00 510 0 0.00 - 1.00 1.00 - - 0.00 5.00 0.00 8.10 0 0.00 1.00 1.00 - - 0.00 100 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 1110 0.00 8.10 ' 0 0.00 1.00 1.00 - - 0.00 p- 1.00 1I `Special E.Q.DL Uplift Factor 1741-74> DL Uplift Factor av144nd:I-77 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add! Reduced Net OTM Add'I Max. Line ID Lone wdl 10(01) ID(02) Lie OTM Ron. Level Abv. Total 51 U lJ . OTM Rona Level Abv. Total U U.,,,„ Us„m 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) NORTH NLA 0.15 - - 30.14 17.81 91.73 -73.92 0 -73.92 1 00 0 -2.45 32.52 99.67 -67.14 0 -67.14 0 -2.23 -2.23 NONE 0.15 - - 0 1.00 0 0 0 0.00 NONE SOUTH 9,2 A 0.15 - - 10.75 8.91 14.78 -5.87 0 -5.87 1.00 0 -0.55 16.26 16.06 0.21 0 0.21 0 0.02 0.02 NONE SOUTH S.2 Et 3.15. - - 10.75 8.91 14.78 -5.87 2 -5.87 1.00 0 -0.55 16.26 16.06 0.21 0 0.21 C 0.02 0.02 NONE 0.15 - 0 1.00 0 0 0 0.00 NONE 0.15 .. 0 1.00 0 0 0 0.00 NONE 0.15 - 0 100 0 0 0 0.00 NONE 0.15 - 0 100 '0 2. 0 0.00 NONE 0.15 - - 0 100 0 0 0.00 NONE 0.15 - 0 1.00 0 0 0.00 NONE _ 0.15 - - 0 1.00 0 0 0 0.00 NONE 0.15 - - 0 1.00 0 0 0 0.00 NONE Holdown Ctr.Offset front SW End' ..in £= 0.00 -85.66 15238_2018.02.07_RT SF_Plan 3D_Structural Calculations(2017 ORSC).pdf Page 27 of 34 E6W Top Floor - SHEET TITLE. 7.63)LATERAL E-W(side to side-lett/rigM) -,.„4.., :..r311a - CT PROJECT#. CDS 14051'.Plan 3713 Tvvn Creeks,Elevation D Diaph.Level ` •r Direction: 8« NOTE: LOAD VALUES SHOWN ARE FOR Typ,Panel Height 4r. w ft. Seismic V i= 2.8 kips Design Wind E-W V I= 7.3 kips Sum Seismic V i= 7.2 kips Sum Wind E-W VI= 15.4 kips COMBINED (DOUBLE PORTAL)WALL SEGMENTS 1)DISTRIBUTION TO SHEAR LINES Trib% V level Above Line Load V abv. V total Line Uniform S,•ar,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 •, W[pl NORTH 25% 25% 0.701 1.83312 NORTH 100% ,.5. 2.20 4.02 2.90 5.85 24.15 0 242 CENTER 50% 50% 1.401 3.66624 SOUTH 60% -. 3.1, 1.32 2.41 2.72 6.08 23.06 118 263 SOUTH 25% 25% 0.701 1.83312 SOUTH 40% 0.88 1.61 1.58 3.44_ 4 395 860 0% 0 D 0 .100% - i00':T 0.00 0.00 0.00 0.00 • 0% 0 0 0 100% - d 0.00 0.00 0.00 0.00 0 0% 0 0 0 100% - 0.00 0.00 0.00 0.0. ' 0 0% 0 0 0 100% 5.,,. 0.00 0.00 0.00 •.0 0 0% 0 0 0 100% - - 0.00 0.00 0.00 0.00 0 2 L= ,80 7.33 2=1 4.40 8.03 .0 i 15.36 Balance Check: ok ok Balance Check' ok ok ok ok 2)DISTRIBUTION TO SHEARWALLS E.Q. E.Q. EQ. .Q. E.Q. Wind Wind Wind Line ID Lwall Ce Lovell' Mvu. V V Amplifiers v Type Type v V (ft) (ft) (ft) (PM 01/ p ,mlI0 (PM (1,11) (k) '14 N.1.A 24.15 1.00 24.15 9.10 120 2.90 .50 1.00 FORCE-TRANSFER SW CALL 5.85 100 0.00 9.10 0 0.00 1.00 1.00 0 - - 0 0.00 1.00 0.00 9.10 0 0..• 1.00 1.00 0 - 0 0.00 CE NT LF C.1,A 13.4 1.00 13.40 9.10 118 .58 1.00 1.00 118 P6TN 'P6 263 3.53 CENTER C.1.8 .9.66 1,00. 9.66 9.10 118 1.14 1.00 1.00 118 P6TN P6 263 2.54 1:05 .. ... . ... .. 1.••• • 0 .00 .0 1.00 9. 5 0 0.e. 1.05 00 0 - . 0.51 SOUTI- S.1.A 4 1.00. 4.00 9.10 395 1.58 1.00 1.14 -ac dr. ;,, 1. 2.4 1.00 0.00 9.10 0 0.00 1.00 1.00 ifs - - 0 0.00 1.0 1.00 9. 5 0 0.5. 1.00 00 - i 0.5 0 -.50 1.00 0.00 9.10 0 0.00 1.00 1.00 0 - - 0 0.00 p-1.00 *Special E.Q.DL Uplift Factor: 49.9% DL Uplift Factor wAMnd' 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add! Reduced Net OTM Add'I Max. Line ID L01ex w dl ID(61) ID(62) Lnau OTM R01u Level Abv. Total S3 U Uw,e OTM Rona Level Abv. Total U U.. U.,. HD (ft) (lift) Above Above (ft) (kip-ft) (kip-ft) (kip-ft) (Hp-ft) (kip-ft) (k) (kip) (kip-ft) (lop-ft) (kip-ft) (kip-ft) (kp-ft) (k) (kip) (kip) i N.1,A 26.2 0.15 N.2.A - 23,90 26.39 59.79 -33.40 -73.92-107.32 1.00 0 .4.49 53.22 64.96 -11.74-67.14 -78.89 0 -3.30 4.30 NONE 0.0 0.15 - - 0.00 1.00 0 0.00 0 0.00 NONE 0.0 0.15 - - 0,00 1.00 0 0.00 0 0.00 NONE CENTER C.1.A 50.,.- 0.36 - 13.15 14.39 33.17 -18.78 0.00 -18.78 1.00 0 -1.43 32.13 37.47 -5.35 0.00 -5.35 0 -0.41 -0.41 NONE CENTER C.1.8 0.17 - 9.41 10.37 12.40 -2,03 0.00 -2.03 1.00 0 .0.22 23.16 13.53 9.63 0.00 9.63 0 1.02 1.02 STHD14 0.15 - 0.00 1,00 0 0.00 0 0.00 NONE 0.15 - 0.00 1.00 0 0,00 0 0.00 NONE .;nUTH 5.1.6 s._ 0.15 - PORTAL FRAME.APA TESTING... I 0.0 0.15 0.00 1.00 0 0.00 0.00 NONE NON-STACKING SW ELEMENTS i - 0.00 1.00 0 0.00 0.00 NONE .5 S.G.A - -5.87 1.00 0 0.21 0.00 NONE ).15 57_S -5.87 1.00 '0 0.21 0.00 NONE Holdown CO-Offset from SW End: 3 in L= -85.66 -116.89 15238_2018.02.07_RT SF_Plan 3D_Structural Calculations(2017 ORSC).pdf Page 28 of 34 7.7) Force-transfer Shearwalls JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation D WALL ID: N.2.A V eq 2199.0 lb V1 eq = 1722.3 /b V3 eq = 476.7 1b V w= 4015.1 lb V1 w= 3144.8 /b V3 w= 870.4 lb ► ► v hdr eq= 72.4 plf ► A H head = A v hdr w= 132.1 plf 1.10 ft V Fdragl eq= 567 F2 eq= 157 • Fdrag1 w= 135 F2 - 286 WALL TYPE H pier= vi eq= 107.8 p/f v3 eq= 107.8 plf P6TN E.Q. 5.5 v1 w= 196.9 plf v3 w= 196.9 plf P6 WIND feet H total = 8.1 Fdrag3 eq= . F4 e.- 157 feet • Fdrag3 w= 1035 F4 w= 286 2w/h = 1 H sill= v sill eq= 72.4 plf 1.5 v sill w= 132.1 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 ► 4 ►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] 15238_2018.02.07_RT SF_Plan 3D_Structural Calculations(2017 ORSC).pdf Page 29 of 34 7.7) Force-transfer Shearwalls 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 ► ► v hdr eq= 100.0 plf —� A H head= A v hdr w= 182.5 plf 1.10 ft V Fdragl eq= 250 F2 eq= 250 A Fdragl w= •6 F2 .- 456 WALL TYPE H pier= v1 eq= 183.3 plf v3 eq= 183.3 plf P6 E.Q. 5.5 vi w= 334.6 plf v3 w= 334.6 plf P6 WIND feet H total = 8.1 • Fdrag3 eq= .0 F4 e.- 250 feet A Fdrag3 w= 456 F4 w= 456 2w/h = 1 H sill= v sill eq= 100.0 plf 1.5 v sill w= 182.5 plf feet V REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 5.0 L3= 3.0 Htotal/L= 0.74 ► Hpier/L1= 1.83 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] 15238_2018.02.07_RT SF_Plan 3D_Structural Calculations(2017 ORSC).pdf Page 30 of 34 7.7) Force-transfer Shearwalls JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation D WALL ID: S.2.B V eq 1099.5 /b V1 eq= 549.8 lb V3 eq= 549.8 lb V w= 2007.6 lb V1 w= 1003.8 lb V3 w= 1003.8 /b ► ► v hdr eq= 100.0 plf • H head= A v hdr w= 182.5 plf 1.10 ft V Fdragl eq= 250 F2 eq= 250 A Fdragl w= - ,6 F2 456 WALL TYPE H pier= vi eq= 183.3 plf v3 eq= 183.3 plf P6 E.Q. 5.0 v1 w= 334.6 plf v3 w= 334.6 plf P6 WIND feet H total= 8.1 ♦ Fdrag3 eq= .s F4 e.- 250 feet • Fdrag3 w= 456 F4 w= 456 2w/h = 1 Hsill= vsill eq= 100.0p/f 2.0 v sill w= 182.5 plf feet ♦ ♦ REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 5.0 L3= 3.0 Htotal/L= 0.744 10 4 0.4 ► Hpier/L1= 1.67 Hpier/L3= 1.67 L total= 11 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 3D_Structural Calculations(2017 ORSC).pdf Page 31 of 34 7.7) Force-transfer Shearwalls • 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 = A v hdr w= 242.2'plf 1.10 ft V Fdrag1 eq= 420 F2 eq= 1141 • Fdragl w= ; 7 F2 - 2301 WALL TYPE H pier= vi eq= 260.1 plf v3 eq= 260.1 plf P4 E.Q. 5.0 v1 w= 524.5 plf v3 w= 524.5 plf P3 WIND feet H total = 9.1 , Fdrag3 eq= S F4 e.- 1141 feet • Fdrag3 w= 847 F4 w= 2301 2w/h = 1 H sill= v sill eq= 120.1 plf 3.0 v sill w= 242.2 plf 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 ♦ 0 4 ►4 0 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 3D_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) Shear(o)(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 10 1,125 (1575 WIND) 0.51 3.42 1'-101/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10tab 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 - per wind design min 1000 lbf on both sides of opening t _ _ • t i.,, opposite side of sheathing Pony ' 1 wall height • r : 1.Min.3"x 1 1-1/4"net header c.,? Z • Fasten top w ofte to1header �" � with two rows 16d steel header not allowed F. sinker nails at 3"o.c.typ y (Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' •• ){ galvanized box nails at 3"grid pattern as shown /panel sheathing max •• total •• ;•Header to strap wall ,• • jack-stud per wind design. ; height „ • Min 1000 lbf on both sides of opening opposite side of sheathing. ;� If needed,panel splice edges I•1— 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 •j:_i'} l it within middle 24"of portal 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, I. nailing is required in each panel edge. Min length of panel per table 1 4 . "• , Typical portal frame eI •y ,. construction Min(2)3500 lb strap-type hold-downs •I (embedded into concrete and nailed into framing) ;;I ;w '°°1 Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar ; jack studs per IRC tables 1 top and bottom of footing.Lap bars 15"min. i R502.5(1)&(2). Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.7.6— into framing) with 2"x 2"x 3/16"plate washer 15238_2018.02.07_RT SF_Plan 3D_Structural Calculations(2017 ORSC).pdf Page 33 of 34 I 180 Nickerson St. • CT EN G I N E E R IING Suite302 Seattle,WA Project: - -170-1-11.)c, e fmildkA _ DV ra.- Date: -4 98109 (206 285-4512 Client: 7.4-, Ci5'�v1 (,3,.2- ( G)55 C 2:31956 6,‘5.1Page Number: (206)285-0618 1 I Ve, alp) a_ P. S.fe._-lo : P vir-AsVel-60® o —' I A\ „tl / g\.' X t6`` )2" k t2i( f3c311-t 6 PrRs---ww-K- Fvf2- 0;olit) ?=.67 ;44 of-Q- 7-7:* Pm.)7)\6. 85a)111) �"enk71u -1-- rr11f - f AM& ( P NSA 1>t 4/16 ot _ (z) 0,7_ _ -‘. _ p.3 6 t 4, a)(,2�(6(7) = 0 312 (5 (� (k. gM3)L n-- (069,1) (60)( 4 - * M„ ())(,2)11a1) e .- ` ) 66 ,04- c. siAi, _ 7; (s )it,) kpk= Go`1 ) �( = 0 X Ccs n, 1,0((2) ...4- 0t.,--- ©, ;& tutu, i 24 112 '" 4-74) kir_ 112. q4-2- ,,, 1M (1t CoN6., If d\ �� c1�1 �,5 t� epc cc, ,� 0_ 0106-5 -33 . ,1442-1:- C1= °, oe M - V,' 15238_2018.02.07_RT SF_Plan 3D_Structural Calculations(2017 ORSC).pdf Page 34 of 34 Structural Engineers