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Specifications (8) 1052 552 sin) I ilAso 012019-003 88 • HEGER/Er' Structural Engineers CT ENGINEERING MAR 12. 2019180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (V) 208.285.0618 (F) CITY OF IGAD 3IJILDING DIVISION #15238 Structural Calculations Polygon at River Terrace PRp,�, Single—Family INi Plan 3A 1d Tigard, OR VVveREGoNA. FS 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 Y9 P Y 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 15238_20 i8.02.0i_RT SF_Pian 3A_Structurai Calcutatiions(201!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 3A_Structural Calculations(2017 ORSC).pdf Page 2 of 34 . - 1 , RB.a.3 R&_a-' SIM. RE.a.3 RE.a.2 (2)2x8 F DR (2)D11 HDR (2)2xtC HDR (2)ac1-H T1P.A'ADJAC Sh7 M71 imk . am WINDOWS:(1)2c6 N TNG 6TUD T. o BTWN.iGL.TR AMER5 m � a m = I Zl a �TQ = a 1 ii 1 = 1 J mUW k'q ,� ' z t___y u t ai `� `�z n / F. Ft u a \ C7 ro d LLN i a< �a i \ x , Irr ' l f W. ,...,::,..,:,,,,,?..7::i:i..7:i.1:.,.....:::::.:.:::,„:::::.:::;:::::::E::::,:,:,,,:,L Taj Hx....;s: © rte V (2)2x-HDR (2)=BH=R ,' �_ RB .S 1 11/ TO ROOF B F SLOPE MIN.HDR MIN.HDR TO ROOF BELOW II I RB.a.7 RB.a.7 GABLE E D TRUSS SIM. a.6 RE.a.5 1OA — Roof Framing Plan 1/4"=1,_p,. 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 3 of 34 r Al® Q 0 (2)TRIM.@ CTR.HDR -:--: - _ TFB.a.22 TFB.a.1 __T _ )2x8 DR 'x 0 H.R 1 3x10 .R 4x10 HDR 4x10 HDR r '2)2x8-IDR i 1 WINDOWS.()2x&IUNG__ '2)TRI N. - c I I STUD 3TWN.SGL THIS END a = }}_ 1 TRIMN ERS,U.N.O. / .. ~ STHD14 N 11" H STHD14 )1 I a m L =J J L .-_-_ 1I I 1 W Z r r- ------1 w-- ---lIllS7HD14 1II E It — n ss.o T=E.a d )� TFB ° LL "FB- .-' r^ __ .I-i, _ FURN.1 r I 1 •-EN__�- i.'1,,S ) ,BELOWI 1 12) I 4 1 'HIII E ',— THD 4 4 S�FID14 J 1 I I ST37 RICO ST3 1-. I r L ti STHD14 L J�41_______��// 1 _ ` `,4 I iN © !i jr, TFB.a.11: III CI 1TFB a 12 2 al E —moi--�i4—ID-1 —,.h. ' 1 *3 4=v4143' . II i 1.17-i\1 \s / 1 ss.o I _ I I = 1 o �k 1 ,yyi� ._ �_ — i �. 0 ;� TFB a-6 M � y = I I TFB.a 141 \ m I 125x1 CONT.J R ] 3 f v STHD14• 8 1 ' ST`1D1a` LEDGER / I \ 5<04 VLf 2 1 O56.1 --_� ���. elC-�d� z i — \�`i �TFBa P8 13 R� 'AV_TFb.a.2: I MANUFACTURED ROOF lii.f I �rr1 Sy HU ,�1 37M. MANUFACTURED ROOF TRUSSES @ 24'O.C. L{ -I� i1 — x 1.nv 3F SLOPE TRUSSES @ 24'O.C. 1.3 TFB a 21 TO UPPER ROOF TFB.a.1?=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 Printed:28 MAR 2014,2:29PM Multiple Simple Beani File=0:\14051T-11Engr114051_-1.EC6 Lic.#: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-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=7.20 ft Point: Lr=3.20 k @ 4.80 ft Design Summary '1- Max fb/Fb Ratio = 0.562. 1 D(0.1080)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 I Lr S w E 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-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=22.0 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 ,•a • 1080 L 0.180 Max fb/Fb Ratio = 0.745. 1 D(0.330 Lr 0.<:. fb:Actual: 694.24 psi at 0.999 ft in Span#1 =_ Fb:Allowable: 932.23 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.807: 1 }`; 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 Dell 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-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=22.0 ft Design Summary D 0.330 Lr 0.550 � ..r...E 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 A h, fv:Actual: 95.14 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) g 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 28 MAR 2014,2:29PM Multiple Simple Beam File=Q:114051T 11Engr114051_-1.EC6 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-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 Lr 0.1125 Max fb/Fb Ratio = 0.091 : 1 fb:Actual: 92.46 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.124: 1 A 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 SWE 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.a.5 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=7.30 ft Design Summary D(0.1095)Lr(0.1825) 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+Hx Max fv/FvRatio= 0.087: 1 z__ fv:Actual: 13.09 psi at 1.900 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 ft,2-2x5 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D 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 Defl 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-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=2.0 ft Design Summary 0(0.030)Lr(0.050) Max fb/Fb Ratio = 0.139; 1 fb:Actual: 176.33 psi at 1.500 ft in Span#1 --- Fb:Allowable: 1,272.92 psi 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 Deft Ratio 3422 >180 15238_2018.02.07_RT SF_Plan 3A_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 28 MAR 2014,2 29PM Multiple Simple Beam File=Q:114051T 11Engr114051_1.EC6 Lic.#: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-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=23.50 ft Point: Lr=3.20 k @ 0.20 ft Design Summary Max fb/Fb Ratio = 0.629; 1 0 0.3525 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 fv:Actual: 73.06 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 0 2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L LES W E H 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-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 0 0.06750 Lr 0.1725 Max fb/Fb Ratio = 0.063: 1 ::_ fb:Actual: 64,21 psi at 1.250 ft in Span#1 Fb:Allowable: 1,017.68 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.103: 1 A A 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 WE 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.a.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 115!0 56750!1n0-1125! Max fb/Fb Ratio = 0.253. 1 fb:Actual: 256.84 psi at 2.500 ft in Span#1 Fb:Allowable: 1,015.16 psi ,.- „ r 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 -i 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 t 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 29P Multiple Simple Beam File=Q:\14051T1\Engr114051_-1.EC6 Lic.#:KW-06002997 Licensee: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-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 D(0.06750)Lr(0.1125) ' Max fb/Fb Ratio = 0.162. 1 fb:Actual: 164.38 psi at 2.000 ft in Span#1 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 Li 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 Painted:28 MAR2014,2:31PM Multiple Simple Beam File=Q:\14051T 1\Engr\14051_-1.EC6 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-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 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary D,O, 0.38O Max fb/Fb Ratio = 0.559. 1 r fb:Actual: 568.47 psi at 2.000 ft in Span#1 Fbo : Com Allowable: 1,016.20+ psi Load Comb: +D+L+HD+L+H (X) ;X) Max fv/FvRatio= 0.401 : 1 2- /� fv:Actual: 60.10 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2xB 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.a.2 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=0.940 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: L=3.20 k @ 0.750 ft Design Summary Max fb/Fb Ratio = 0.991 • 1 , �-°i Air ; BPt• 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 X 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 Lr S WE 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 I Right Support 0.49 3.24 Live Load Defl Ratio 1521 >360 Total Defl 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-Pill 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.10, L=0.8840 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary t 4Sfk.',1$ 61348 * ______I Max fb/Fb Ratio = 0.673. 1 i • fb:Actual: 724.40 psi at 2.000 ft in Span#1 Fb:Allowable: 1,076.80 psi Load Comb: +D+L+H 'A' Max fv/FvRatio= 0.481 : 1 L. N:Actual: 86.55 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 h,4,00 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Li 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 MAR 2014.231PM Multiple Simple Beam File=Cl:\14051T-11Engr114051_-1,EC6 Lic.#: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-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 kilt,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary ,otoD002580), 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 - - Max fv/FvRatio= 0.126: 1 fv:Actual: 18.90 psi at 2.217 ft in Span#1 Fv:Allowable: 150.00ps i 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 0.002 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 Defl Ratio 17653 >360 Total Defl Ratio 3457 >180 Wood Beam Design g TFB.a.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=0.1720 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary o=':a,.,,91,9 kP, 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 psi Load Comb: +D+L+HAkik - Max fv/FvRatio= 0.506: 1 fv:Actual: 75.89 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.00 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-Prll 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 Unif 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 , �� Y v 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, 5.25)514 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E LI 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 Footed 28 MAR 2014.2:31PM Multiple Simple Beam File=Q:114051T-11Engr114051_-1.EC6 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-Pr!' 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 C 0(00460)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 7 N' Load Comb: +D+L+H "-T-'Max fv/FvRatio= 0.050: 1 / 'v 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-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 + D(0.240jL(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 7 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:8APR 2014,802AM Multiple Simple Beam File=Q:\14051T 1\Engri14051_ 1,EC6 Lic.#:KW-06002997 Licensee:G.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 I Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary 0(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 7-, Max fv/FvRatio= 0.260: 1 N: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 WE 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 k/ft,Trib=9.50 ft Design Summary D 0.1425 L 0.380 Max fb/Fb Ratio = 0.074. 1 fb:Actual: 171.37 psi at 2.500 ft in Span#1 Fb:Allowable: 2,301.93 psi Load Comb: +D+L+H >> Max fv/FvRatio= 0.070: 1 A LS N:Actual: 21.59 psi at 3.850 ft in Span#1 Fv:Allowable: 310.00 psi 5.0 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2L Lr S WE 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-Pr!! 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. 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 Max fv/FvRatio= 0.398: 1 19.0 ft, 5.25x14.0 N: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 LIS 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:8APR 2014,802A Multiple Simple Beam File=Q: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: 'Level 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=10.250 ft Design Summary . + 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 6.50 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.013 in Downward Total 0.018 in Left Support 0.50 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-Pill 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,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=5.40k@9.50ft Design Summary Max fb/Fb Ratio = 0.605. 10.1� '01,1jo°§0e0a , fb:Actual: 1,421.38 psi at 9.493 ft in Span#1 D(0.08250)L(0.220) v Fb:Allowable: 2,349.29 psi Load Comb: +D+L+H Max fv/FvRatio= 0.397: 1 fv:Actual: 105.23 psi at 0.000 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) 172 L 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 D 0.097501 L 0.2601 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 i Max fv/FvRatio= 0.171 : 1 A A fv:Actual: 25.67 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 Sy 2018.0 1.7Z7 4 F Plan Calculations(2017 O Upward L+Lr+S 0.000 in Upward Total e 14 0.000 in Right 3d iY 91 1 _�t4 _ 3A_Structural �1�1e)1.P5 d Defl Ratio 7361 >360 Total Defl Rift® 141 >180 . Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:8APR 2014.802AM Multiple Simple Beam File=Q:114051T 11Engr14051_-1.EC6 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING 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-Pr!! 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 . D(010) --- + L.(0.3720) r fb:Actual: 1,569.78 psi at 2.000 ft in Span#1 t ,L(0. i' ' Fb:Allowable: 2,313.41 psi I Load Comb: +D+L+H Max fv/FvRatio= 0.510: 1 158.033.213Span#1 fv:Actual: psi at ft in Fv:Allowable: 310.00 si 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 0.040 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 Deft 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 Printed 28 MAR 2014,2.32PM Multiple Simple Beam File=Q:114051T 1\Engr114051_-1.EC6 Lie.#: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 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary otoioos$,ao.ozQso _ 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 N:Actual: 40.47 psi at 4.400 ft in Span#1 Fv:Allowable: 150.00 psi 5,0 11,2-208 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E 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-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Design Summary D6oao1 O Ld ogo) Max fb/Fb Ratio = 0.086. 1 1 I c j 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 'r- N:Actual: 20.53 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 8.0 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 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-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,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 k/ft,Trib=0.50 ft Design Summary % T) f Max fb/Fb Ratio = 0.099. 1 f' 00Q3Q 0 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 X N:Actual: 25.34 psi at 5.857 ft in Span#1 Fv:Allowable: 310.00 psi 7.0 ft,3.504 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Li S W E 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 Deft Ratio 5462 >180 15238_2018.02.07_RT SF_Plan 3A_Structural 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 Printed 28 MAR 2014,2:32PM Multiple Simple Beam File=0:114051T-1\Engr\14051_-.1.EC6 Lic.#:KW-06002997 Licensee: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-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,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 0 005oo2sso) Max fb/Fb Ratio = 0.319; 1 r 0(0 D(0. ,Lib.32)L( . + r fb:Actual: 721.37 psi at 5.500 ft in Span#1 T Fb:Allowable: 2,261.18 psi Load Comb: +D+L+H 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 Lr 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. 1 °tet etol.5 °s s8 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 fv:Actual: 27.37 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 5.0't 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.a.21 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=2.0 ft Design Summary D 0.030 L 0== 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 = = Max fv/FvRatio= 0.033: 1 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 H 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 399999 >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=Q:\14051T 1\Engr\14051_ 1.EC6 Lic.#: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-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=0.940 k/ft,0.0 ft to 1.50 ft,Trib=1.0 ft Unif Load: D=0.10, L=0.8840 k/ft, 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 0.142 i 80 Max fb/Fb Ratio = 0.452; 1 10.10 0.94."ii21,1 fb:Actual: 487.18 psi at 1.500 ft in Span#1 "Al" Fb:Allowable: 1,077.63 psi Load Comb: +D+L+H Max fv/FvRatio= 0.340: 1 y/ 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 Max fb/Fb Ratio = 0.865; 1 ' ' o{o.tazsr(o.3a0 0) fb:Actual: 878.56 psi at 2.720 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H Max fv/FvRatio= 0.806: 1 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 11 11 Span = 7 ft R1 R2 Span Uniform Load (full span),W= 715 lb/ft Reactions Vmax= 2503 lb Ri = 2503 lb Mmax= 4379 lb-ft R2 = 2503 lb Nominal Beam Size: b = 6 in. d= 8 in. Number of Sections= 1 bact = 5.50 in. dact= 7.50 in. Lumber Species/Type: DF1 REPETITIVE MEMBER? N Post?: YES Design Stresses and Factors: CL= 1.00 Moisture> 19%? N Fv= 170 psi LDF= 1.00 CM(v)= 1.00 Fb= 1,200 psi Cr= 1.00 CM(b)= 1.00 NI = 1,000 psi Cv = 1.00 CM(cII = 1.00 FcL= 625 psi CF(B) = 1.00 CM(cl)= 1.00 S E = 1.6E+06 psi NOTAL=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 uscs 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 i soo0rn B>averton _e I »_ 1 ') i t .6.: 00900/4:761161i6 141 it it a f Farmingiort' v ' {} t}Milwaukie 0 Bt 21ar . • Lake Oswego t' s w P- $ NORTH King riti DUtham AMERICA Tualatin O f rrlapouest @2015 MapQuest data C ~d1 " ts�MapQuest USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S°s = 0.720 g Si = 0.423 g SMS = 0.667 g Sol = 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 10 0.60 050.. 07: 0.84 0..64 . 0.77 0 Sc O 0 66 71 0 44 0.55 , H 0.40 0.44 0.32 ! 0)7 0 24 0.22 0 10 0.11 0 04 000 000 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.110 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.43 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. I5238_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 i 3. Site Class Eng r.Geo. En r. S.C. D Section 1613.3.5 Section n 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.42 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 5m1= F„*Si SM,= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SDS=2/3*SMS SDI= 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 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 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 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 hs=19.00 (ft) Sol= 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) In= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) S,= 0.43 k=1 ASCE 7-05(Section 12.8.3) T,=6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sas/(R/le) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=S0,/(T`(R/I0)) (for TIT,) 0.383 W ASCE 7-05(EQ 12.84)(MAX.) Cs=(S0,*TO/(T4(RA5)) (for Ta 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, IN,'h," w,•5,' DESIGN SUM LEVEL Height (ft) 5,(ft) (sgft) (ksf) (sgft) (kg) (sgft) (ksf) (kips) (kips) Ew,'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 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 2015 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. Wnd 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 Iw= 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 PS308= 17.6 17.6 psf Figure 28.6-1 Ps30 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 Kit= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*Kn*I : 1 1 Ps=A*Kzt*I*pe3o= (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 D= 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 0.50 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-VV) 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 AF= 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-)A) V(E-VV) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) Roof -- 19.00 19.00 0.00 0.00 0.00 0.00. 0 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 6.47 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-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 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) kips(ASD) 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 24 of 34 N&S Roof - SHEET TITLE: 7.5.1)LATERAL N-S(front to back-up/down) - CT PROJECT# CT#14051 Plan 3713 Twin Creeks,Elevation A Dlaph.Level: Roof Direction N-S Typ.Panel Height= 8.1 9 Seismic V i= 4.40 kips Design Wind N-S V i= 7.01 kips Sum Seismic V i= 4.40 kips Sum Wind N-S V i= 7.01 kips )1)DISTRIBUTION TO SHEAR LINES Trib% V level Above Line Load V abv. V total Line are,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[pit]W[pif] WEST 50% 30%. 2.199 3.50656 - 100% - 100% - 0 2.20 3.51 16.32 135 215 EAST 507. 50% 2.199 3.50656 - 100% - 100% - 0 2.20 3.51 15.41 143 228 1% 0 0 - 100% - 100% - 0 0.00 0.00 0 70 0 0 - 100% - 1005, - 0 0.00 0.00 0 1% 0 0 - 100% . 100% - 0 0.00 0.00 0 _% 0 0 - 100% - 100% . 0 0.00 0.00 0 3% 0 0 100% - 100% - 0 0.00 0.00 0 0% 0 0 - 100% - 100% - 0 0.00 0.00 0 £= 4.40 7.01 E=I 0.00 I 0.00 4.40 7.01 Balance Check: ok ok Balance Check: ok ok ok ok 2)DISTRIBUTION TO SHEARWALLO E.Q. E.Q. E.Q. E.Q. E.G. Wind Wind Wind Line ID Lwall C0 Lwell' Km, v V Amplifiers v Type Type v V (ft) (n) (ft) (Plfl (k) f, 2w/hu' (Plf) (Pit) (k) WEST W.2.A 16.32 1.00 16.32 8.10 135 2.20 1.00 1.00 135 P6TN P6 1 5 3,507 1.00 0.00 8.10 0 0.00 1.00 1.00 0 - - 0 1.00 0.00 8.10 0 0.00 1.00 1.00 0 - - 0 1.00 0.00 8.10 0 0.00 1.00 1.00 0 - - 0 1.00 0.00 6.10 0 0.00 1.00 1.00 0 - - 0 1.00 7.50 8.10 143 1.07 1.00 1.00 143 P6TN P6 2 8 1.707 1.00 7.91 8.10 - 143 1.13 1.00 1.00 143 P6TN P6 1 8 1.8 1.00 0.00 6.10 0 0.00 1.00 1.00 0 - - 0 1.00 0.00 8.10 0 0.0D 1.00 1.00 0 - - 0 1.00 0.00 8,10 0 0.00 1.00 1.00 0 - - 0 1.00 0.00 8.10 0 0.00 1.00 1.00 0 - - 0 1.00 0.00 8.10 0 0.00 1.00 1.00 0 - - 0 p- 1.00 'Special E .DL Uplift Factor' S%o.DDL Uplift Factor wNlBnd57% 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add.' Reduced Net OTM Addi Max. Line ID L131-en_ w dl ID(01) ID(#2) Lash OTM Rv,e, Level Abv. Total 12 U U,e,,, OTM Roro Level Abv. Total U U ,, U,,,,, HD (ft) (kit) Above Above (ft) (kip-ft) (kip-ft) (kip-ft) )kip-t) (kip-ft) (k) (kip) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (k) (kip) (kip) WEST W.2.6 10.3 0.15 - 16.07 17.81 29.35 -11.53 0 -11.53 1.00 0 -0.72 28.40 31.88 -3.48 0 -3.48 0 -0.22 -0.22 NONE 0.0 0.15 - - v 1.00 0 0 0 0.00 NONE 0.0 0.15 0 1.00 0 0 0 0.00 NONE -)0 0.15 0 1.00 0 0 7 0.00 NONE l.0 0.15 - 0 1.00 0 0 .1 0.00 NONE 7.25 8.67 8.57 0.10 0 0.10 1.00 0.01 13.82 9.39 4.44 0 4.44 0 0.61 0.61 NONE 7.66 9.14 9.32 -0.18 0 -0.18 .1.00 : -0.02 14.58 10.21 4.37 0 4.37 0 0.57 0.57 NONE ._- 0.15 - 0 1.00 0 0 0.00 NONE 'i.0 0.15 - . 0 1.00 7 .. 0.00 NONE 7 O 0.15 - - 0 1,00 0 0.00 NONE ::.0 0.15 - - 0 1.00 0 0 0.00 NONE 0 0.15 - - 0 1.00 0 0 0 0.00 NONE Holdown Ctr.Offset from SW End: .,in I. 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: 7.5.2)LATERAL NS(front to back-up/down) CT PROJECT#: GTO 14051 Plan 3713 Tvnn Creeks,Elevation A Doph.Level: Top Floor Direction: NS Typ.Panel Height= 9.1 ft. Seismic V I= 2.8 kips Design Wind NS V i= 8.1 kips Sum Seismic V I= 7.2 kips Sum Wind NS V i= 13.1 kips 1)DISTRIBUTION TO SHEAR LINES Trib% V level Above Line Load V abv. V total Line Uniform Shear,v LineE W E[k] W[k] 1st Line Trib 2nd Line Trib. E[k] W[k] E[k] W[k] L Lit] E[pinW[plf) WEST 50% 50% 1.401 3.06577 WEST 100% - 100% 2.20 3.51 3.60 6.57 35.4 102 186 W 50% 1.401 3.06577 EAST 100% - 100% 2.20 3.51 3.60 6.57 22.48 160 292 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 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 E-=, )1 .1.3.... 5% 4.40 7.01 7.20 1 13.14 Balance Check: ok ok Balance Check: ok ok ok ok 2)DISTRIBUTION TO SHEARWALLS E.Q. E.Q. E.Q. E.Q. E.Q. Wind Wina Wind Line ID Lwall Co Lwall' Hoo v V Amplifiers v Type Type v V (ft) (9) (ft) (Pft) (k) P 2wArfli (Plf) (If) (k) WEST W.1A 354 0 35.40 '::9.10 102 3.60 1.00 1.00 102 P6TN P6 1 6 6.57 1) 0.00 9.10 0 ' 0.00 1.00 1.00 0 - - 0.00 0.00 9.10 0 0.00 1.00 1.00 0 - - 0.00 1 0,00 9.10 0 0.00 1.00 1.00 0 - - 0.00 0 14.57 9.10 160 2.33 1.00 ' 1.00 160 P6 P6 2 2 4.26 O 7.91 9,10 160 1.27 1.00 1.00 160 P6 P6 2 2 2.31 0 0.00 9.10 0 0.00 1.00 1.00 0 - - 0.00 II 0.00 9.10 0 0.00 1.00 1.00 0 - - 0.00 0 0.00 9.10 0 0.00 1.00 1.00 0 - - 0.00 O 0.00 9.10 0 0.00 1.00 1.00 0 - - 0.00 0.00 9.10 0 0.00 1.00 1.00 0 - - 0.00 O 0.00 9,10 0 ' 0.00 1.00 1.00 0 - - 0.00 p- 1.00 • 'Special E.O.DL Uplift Factor:17-79% DL Uplift Fedor wn4fed: 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add'I Reduced Net OTM Add! Max. Line ID Ls e wdl ID(#1) ID(#2) Lone OTM Row Level Abv. Total 0 U U,,,m OTM Row Level Abs. Total U 0,,,,,, Us,,,„ HD (ft) (kV) Above Above (ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (k) (kip) (op-ft) (kip-ft) (kip-ft) (kip-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 -101.07 1D 0 -2.88 59.81 132.88 -73.07 -3.48 -76.55 ., -2.18 -2.18 NONE 0.0 %.0,15 - - - 0.00 0 0.00 0 0.00 ,NONE 0.0 `:0.15 - 0.00 1.00 0 0.00 Cr 0.00 NONE 0,0 '0.15 - - 0,00 1.00 0 0,00 0 0.00 NONE _.I.V. E.1.A 16.6 015 - - 14.32 21.23 24.01 _ -2.77 0.00 -2.77 1.00 0 -0.19 38.76 26.08 12,68 0,00 12.68 0 0.89 0.89 STHD14 60/S` E1,5 .1... 0.15 1 )0 - 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 16.08 0 2.10 2.10 STHD14 00 0.15 0.00 1,00 0 0.00 0 0.00 NONE 3.0 0.15 - - 0.00 1.00 0 0.00 0 0.00 NONE 0.0 0.15 - - 1100 100 0 0.00 0 0.00 NONE 0.0 0.15 - - 0.00 1.00 0 0.00` 0 0.00 NONE NON-STACKING SW El FMENTS. 0.00 1.00 0 0.00 0 0.00 NONE - 0 8L% 0.0 .:;0.15 c.2.A - 0.10 1.00 0 4.44 0 0.00 NONE Holdown Ur.Offset from SW End: In E= -11.61 001.08 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 26 of 34 , • E&W Roof - SHEET TITLE: 7.6.1)LATERAL E-W(aide to side-leftMght) - CT PROJECT# CT#14051'.Plan 3713 Tenn Creeks,Elevation A Diaph.Level: Reef Direction: E-W Typ.Panel Height= 8.1 ft. Seismic V i= 4.40 kips Design Wind E-W V i= 9.01 kips Sum Seismic V i= 4.40 kips Sum Wind E-W V i= 9.01 kips I1)DISTRIBUTION TO SHEAR LINES' Trib% V level Above Line Load V abv. V total Line Uniform Shear,9 Line E W E[8] W[k] 1st Line Trib 2nd Line Trib. E[k] W[k] E[k] W[k] L[ft] E[plf] W[plf] NORTH 50% 0001 2.199 4.50607 - 100% 100% - 0 2,20 4.51 30.39 72 148 SOUTH 50% 50% 2.199 4.50607 - 100% 100% - 0 2.20 4.51 22.82 96 197 0'S, 0 0 - 100% - 100% 0 0.00 0.00 0 0% 0 0 1005 100% 0 0-00 0.00 0 0%, 0 0 - 100% 100% 0 0.00 0.00 0 0 0 - 100% 100% 0 0.00 0.00 0 0 0 - 100% - 100% 0 0,00 0.00 0 0 0 100% • 100% - a o.00 0.00 0 � 1= 4.40 9.01 £=f 0,00 I 0.00 4.40 9.01 Balance Chece ok ok Balance Chece ok ok ok ok 2)DISTRIBUTION TO SHEARWALLf E.Q. E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Line ID Lwall Co Lwall' Hwqu 1 V Amplifiers 0' Type Type v V (ft) (ft) (ft) (Plf) (k) I, 2 mw (Plf) (pill (k) NORTE N,2.0 30,39 1.00 1 00 0.3 8.10 0 2.20 1.00 1.00 FOR CSF-TRAfSFER�W CALLOI 4.51 4.01 SOUTH 9.2.A 11.33 1,00 11.33 8,10 96 1.09 1.00 1.00 FORQF-TRAN4FFR 9W AlfC f 2.24 SOUTH S,2.9 11.49 100 11.49 8.10 96 1.11 1,00 1.00 FORCE-TRANSFER SW CA C I 2.27 100 0,00 8.10 0 0.00 1.00 1,00 0 - - 0.00 • 1.00 0.00 8,10 0 0.00 1.00 1.00 0 - - 0.00 1.00 0.00 8.10 0 0.00 1.00 1,00 0 - - 0.00 1.00 0.00 8.10 0 0.00 1.00 1,00 0 - - 0.00 1,00 0.00 8.10 0 0.00 1.00 1.00 0 - - 0.00 1.00 0.00 8.10 0 0.00 1,00 1.00 0 - - 0.00 1,00 0.00 8.10 0 0.00 1.00 1.00 0 - - 0.00 1.00 0.00 8.10 0 0.00 1.00 1.00 0 - - 0.00 p- 1.00 'Special E.Q.DL Uplift Factor 49.9% DL Uplift Factor wMWind. 60,0% 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add! Reduced Net OTM Add' Max. Line ID Lor„r wdl ID(di) ID(#2) Lone OTM Rorm Level Abv. Total Cf U U„„, OTM R010 Level Abv. Total U U0,, Us„m HD (ft) (elf) 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 N.2.A 0.15 - - 30.14 17.81 91.73 -73,92 0 -73.92 :,.n. 0 -2.45 36.50 99.67 -63.17 0 -63.17 0 -2.10 -2.10 NONE .. 0 0 .. 0 0.00 NONE ' SOUTH S.2,A 0.15 - 11.08 8.84 15.54 -6.69 0 -6.69 1,. 0 -0.60 18.12 16.86 1.24 0 1.24 0 0.11 0.11 NONE • SOUTH 9.213 _ 0.15 - - 11.24 8.97 15.91 -6.94 0 -6.94 1.,00 .. -0.62 18,38 17.29 1.09 0 1.09 J 0.10 0.10 NONE 0.15 - - 0 1.00 . 0 0.00 NONE 0.15 - . 0 1-00 0 0.00 NONE - 0.15 - - 0 1.00 . 0 _ 0 0.00 NONE .5, 0.15 - - 0 1.00 0 u 0.00 NONE 0.15 - 0 1,00 0 0 (' 0.00 NONE 0.15 - - 0 :1.00 0 5 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 Holvown Ctr.Offset from SW End: ,in £= 0.00 -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: 7.6.2)LATERAL E-W(aide to side-left/right) 11=k'=,agar - CT PROJECT#: CT#14051 Plan 3713 Twin Creeks,Elevation A Diaph.Level Top Floor Direction: E-W NOTE: LOAD VALUES SHOWN ARE FOR Typ.Panel Height= 9.1 ft. Seismic V i= 2.8 kips Design Wind E-W Vi= 7.3 kips COMBINED (DOUBLE PORTAL)WALL SEGMENTS Sum Seismic V i= 7.2 kips Sum Wind E•W V i= 18.3 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] tat Line Trib 2nd Line Trib. E[k] W k E[k] W[k] L ft] E[pit] W •1 *8 25% 25% 0.701 1.83312 NORTH 100% - 100% 2.20 4.51 2.90 6.34 24.15 120 r•.2 50% 1.401 3.66624 SOUTH 60% - 100% 1.32 2.70 2.72 6.37 23.06 118 276 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 • 0% 0 0 0 100% 100% 0.00 0.00 0.00 0.00 0 0= 2.80 7.33 E3' 4.40 9.01 7.20 116 • Balance Check: ok ok Balance Check: ok 6.0.1 ok ok 2)DISTRIBUTION TO SHEARWALLS EQ. E.Q. E.Q. E.Q. .Q. Wind Wind Wind Line ID Lwell Co Lwall' "HALLv V Amplifiers v Type Type v V (ft) (6) (ft) (P8) (k) p 2w/h"' (PMI (Pit) (k) (2 C3 (4 :1 ;.6 D7 rib G" I'. C`4 712 7'.. 1114 NORM 51.1.A 24.15 100:: 24.15 9.10 120 2.90 1.00 .00 FORCE-TRANSFER SW CALC 6.34 1.00 0.00 9.10 0 0.00 1.00 1.00 0 - - 0 0.00 1,00 0.00 9.10 0 0.00 1•• 1.00 0 - - 0 0.00 CENTEF C.1.A 13.4 .1.00 13.40 9,10 118 1.58 ,00 1.00 118 P6TN P6 276 3.70 CENTEF C.1.B 9.66 ..1.00 9.66 9.10 118 1.,� 1.00 1.00 118 PSTN P6 276 2.67 _ _ 1..! ,.• •:1.. .._ .0�_1.. , 0 ,0, .a 4.0000 s. . 0 0 0 %o� .14 0 - [ c 2.�. it SOUTF ^100 4.00 9.10 395 058 1.00 1.14 -•- a 2.11 100 0.00 9.10 0 0.00 1.00 1.000 0,00 I .0: .00 9.1 0 0. . 1.0. 00 0 �1 1 0... 1.00 0.00 9.10 0 0.00 1.00 1.00 0 I - - 0 0.00 p-1.00 'Special E0.DL Uplift Factor: 49.9% DL Uplift Factor tellAnnd r87.7 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add'I Reduced Net OTM Add'I Max. Line ID Lor n well ID(91) ID(82) Lona OTM Rola Level Abv. Total II U U.or„ OTM Ron. Level Abv. Total U U,,,,e Uee,e HD (ft) (kin Above Above (ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (k) (kip) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-It) (k) (kip) (kip) NORTH 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 57.69 64.96 -7.28-63.17 -70.44 0 -2.95 -2.95 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 lir.4 0.36 - - 13.15 14.39 33.17 -18.78 0.00 -18.78 1 O 0 -1.43 33.68 37.47 -3.79 0.00 -3.79 0 -0.29 -0.29 NONE CENTER C,1.13 11.. 0.17 . 9,41 10.37 12.40 -2.03 0.00 -2.03 0 .0.22 24.28 13.53 10.75 0.00 10.75 0 1.14 1.14 STHD14 0.0 0,15 - - 0.00 1.00 0 0.00 O 0.00 NONE 0.0 0,15 0.00 '..00 0 0.00 0 0.00 NONE SOUTH 5.1.A 6.0 0.15 PORTAL FRAME.APA TESTING... I 0.0 .0.15 - - 0.00 1,00 0 0.00 0 0.00 NONE -NON-STACKING SW ELEMENTS i - - 0.00 1.00 0 0.00 0 0.00 NONE 015 S.2.A r.61 1.00 0 0 1.24 ` 0.00 NONE 0.16 5.2.6 -'0.94 1,00 1.09 0.00 NONE Holdown Ctr.Offset from SW End' in I= -87.55 -116.89 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 ► • H head = A v hdr w= 148.3 plf 1.10 ft V Fdragl eq= 567 F2 eq= 157 • Fdragl w= 61 F2 - 321 WALL TYPE H pier= vl eq= 107.8 plf v3 eq= 107.8 plf P6TN E.Q. 5.5 vi w= 221.0 p/f v3 w= 221.0 plf P6 WIND feet H total= 8.1 ♦ Fdrag3 eq= F4 e.- 157 feet • Fdrag3 w= 1161 F4 w= 321 2w/h = 1 H sill = v sill eq= 72.4 Of 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 4 4 01.4 ► 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 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 /b V1 w= 1114.0 /b V3 w= 1123.2 /b ► ► 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 Of P4 WIND feet H total = 8.1 • Fdrag3 eq= • F4 e.- 312 feet • 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 ► 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 ► A H head = A v hdr w= 197.5 plf 1.10 ft V Fdragl 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 v1 w= 284.0 plf v3 w= 284.0 plf P6 WIND feet H total = 8.1 Fdrag3 eq= F4 e.- 65 • feet A 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: L1= 6.5 L2= 3.5 L3= 1.5 Htotal/L= 0.70 4 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 lb V1 eq = 780.2 lb V3 eq = 2119.4 lb V w= 6339.2 lb V1 w= 1705.6 lb V3 w= 4633.6 lb ► ► v hdr eq= 120.1 plf ► • H head= A v hdr w= 262.5 plf 1.10 ft V Fdragl eq= 420 F2 eq= 1141 A Fdrag1 w= • 8 F2 - 2494 WALL TYPE H pier= v1 eq= 260.1 plf v3 eq= 260.1 plf P4 E.Q. 5.0 v1 w= 568.5 plf v3 w= 568.5 plf P3 WIND feet H total = 9.1 Fdrag3 eq= I F4 e.- 1141 feet A Fdrag3 w= 918 F4 w= 2494 2w/h = 1 H sill = v sill eq= 120.1 plf 3.0 v sill w= 262.5 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 4 4 104 ► 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 a J 4•.5 A 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( (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'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 1Q31 EQ(1444 WIND) Foundation for Wind or Seismic Loadings"''c (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 I. 2'to 18'rough width of opening { per wind design min 1000 lbf for single or double portal on both sides of opening I • y f = opposite side of sheathing Pony • a wall height . i, • . . Min.3"x 11-1/4"net header d: : Fasten top plate to header '• ` • steel header not allowed /witha two rows of . ' °I ; . ; ,I sinker nails at 3"o.c.typ 1 S Fasten sheathing to header with 8d common or F 0 galvanized box nails at 3"grid pattern as shown y Min.3/8"wood structural 12' ,r £ 0 /panel sheathing max d/ total Header to jack-stud strap per wind design. Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10' •'�Min.double 2x4 framing covered with min 3/8" • /- nailed to common blocking max thick wood structural panel sheathing with t :'' 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)iyp. nailing is required in each • panel edge. P' Min length ofpanelper table 1 r' "' A° 9 ” Typical portal frame construction 1 e, Min(2)3500 lb strap-type hold-downs '° `, (embedded into concrete and nailed into framing) °, Min double 2x4 post(king °I and jack stud).Number of -:-.e"_ee__,e Min reinforcing of foundation,one#4 bar ooh__ k jack studs per IRC tables „4„,"-1 -i top and bottom of footing.Lap bars 15"min. i i ' i i\ __.--L-4._ .\_ Min footingsize under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall e permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installedper IRC R403.1.6— concrete and nailed into framing) with 2"x 2"x 3/16"plate washer 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 33 of 34 1 180 Nickerson St, CT ENGINEERING Suite 302 Project: -fro-Roc, @ .3A&mac. � -�- Pl Seattle,W� 98109 �'_�/ /yam p Date: (206)285-4512 Client: �1 ^' i (, � ✓ �5_ _�igg, 1��7.2 Page Pa e Number: FAX: (206)285-0618 V:10 _ (vQU1 a `b 7-As-VA-60 - I � e, ® Q -4,21 / (g A\.. 5(1 V , . g`' X )Z' N � �lv ?i�v P' N►Au�k�, C 'm( M- K-6)117)6 4/16 r dl _ (ZY0,2 _ o� � g= (0(02 6o) 0,3 (5 , SOZ3 Liz n (0,1) (100) _ , �� h ())(,2)l& e .- kql) s (= to`i , XCom , )/(2) 4- o[, 0,;66 , 1ZX1(Z to/4-4- Au, eptilyt-s Pair IM„)-_ I vv \4,v) 15238_2018.02.07_RT SF_Plan 3A_Structural Calculations(2017 ORSC).pdf Page 34 of 34 Structural Engineers