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Specifications (20) RECEIVE' k UCk' ) t' c1c; . CT ENGINEERING APR 1 $ 2018 Structural Engineers TIGARD pD 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. CITY OF Afl 208.285.4512 (V) 208.285.0818 (F) BUILDING DIVISION #15238 Structural Calculations Polygon at River Terrace Single—Family �GIN Plan 3B tfA Tigard, OR , / k REG,N 4 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 15[.8_20 i 8.02.0 i_RT SF_Pian iB_Structural Calculations(201 r ORS.).paf Page 1 of i5 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 3B_Structural Calculations(2017 ORSC).pdf Page 2 of 35 RE.b.3 RB.b.1 3i m. RB.b.3 RB.b.2 — GABLE END TRUSS GABLE END TRUSS T I MIN.HDR MIN.HD MIN.HDR MIN.HDR I m • TVP.AT ADJACENT ¢ .• p WINDOWO.(I)GB I$$NO DTUD 4 a i ' ITWN.SGL TRIMMERS ' (Z A 1 - �,4 m• AI F4 —I 11 ITL I I t 4. VIII 7, m o ¢T .. I A`T[C I IACCESS j .Q m 1 2 a■ MANUFACTURED TRUSSES I AT 24'O.C.TVP.U.N.O. T 0 .„., 1a m = N a pa N ii I J /�/ I T' 7I ` ` I ¢ / % 1 • - MIN.HDR MIN.HDR MIN.HDR MIN.HDR — 11 I GABLE END TRUSS r/ I I I I , _ GABLE END TRUSS I b 5 RB.b.7 / ..5I^^m.nurl 1 I MIN.HDR GABLE EMD TRUSS RB.b.6 f 2OB - Roof Framing Plan 1/4"=1,_Q.. 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 3 of 35 I ank a a TFE.b.2 HD 4 Si. TEE b.2 7F'B.b.22 .^'FE.b.3 TFE.b.3 7TE.b.23 �.� I2)TR crwNscCHIS: . L = - z i M )11; 1ND 5THD14 B STHD14 �1 = -- --- -T STHDi4 I 4'*:— 11 j ® ?FB.b.10 3.Sx LVL 1 Ini R L—� Nh. NMMi gf� TFB S A .���i i is�. �� -« FUR j ' i Illi an 1 f •• ---ind �. 1 ._., I. ; Waw INMIN=■ E Ili i _ _ II ,111 � 41;. -- --- %% I r i I:17 ' - ' sTHD/a R z ti LE 1- 5.25 145 HDR I©' V ©"w1"�`„a,.ma,.vc 'E TFE.b.:l 7Jillilli dik 't ) i 2 G'�— '^ E �■ =iiIiF .IIflt !II l• - 1 I S HD74 . LVLFB TEE.S.7TFR.b.7 � �®IG)L%0 G7 I.JI HUG hASG is,S6 - 1 MAUFACTURED ROOF LEDGER IHUSStS@24"O.G. n MAUFACTURED ROOF - TRUSSES 0 24"O.C. L4,1 4x4 w/AC4 PAIR 4x4 w/AC4 PAIR 4 1 POST CAP POST CAP-�,„.1 GABLE END TRUSS NOT USED I _TFB.b.21 OB - Top Floor Framing Plan MAIN FLOORSHEARWALLS 1/4"=1'-0' 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 4 of 35 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 3B_Structural Calculations(2017 ORSC).pdf Page 5 of 35 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 33P Multiple Simple Beam File=�:�14051T-1rEngr114051_-1 EC6 1v�+w# M4)6002997 Licensee:C.T.ENGINEERING 99 Description : ROOF FRAMING Wood Beam Design : RB.b.1 BEAM Size: 2-2x4,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary 0(0.030)Lr(0,050) Max fb/Fb Ratio = 0.385; 1 fb:Actual: 489.80 psi at 2.500 ft in Span#1 ° Fb:Allowable: 1,271.47 psi Load Comb: +D+Lr+H - Max fv/FvRatio= 0.169: 1 fv:Actual: 25.33 psi at 4.717 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) B L Lr S W E H Downward L+Lr+S 0.051 in Downward Total 0.081 in Left Support 0.08 0.13 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.08 0.13 Live Load Defl Ratio 1182 >360 Total Defl Ratio 739>180 Wood Beam Design RB.b.2 BEAM Size: 2-2x4,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary 0{0.030)Lr(0.050) Max fb/Fb Ratio = 0.116. 1 fb:Actual: 148.16 psi at 1.375 ft in Span#1 1 Fb:Allowable: 1,273.10psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.083: 1 fv:Actual: 12.47 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D 1 Lr s w E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.04 0.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.04 0.07 Live Load Defl Ratio 7109 >360 Total Defl Ratio 4443 >180 Wood Beam Design : RB.b.3 BEAM Size: 2-2x4,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pit 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 D{0.030)Lr(0.050) Max fb/Fb Ratio = 0.246 1 X, -6 fb:Actual: 313.47 psi at 2.000 ft in Span#1 Fbo : Com Allowable: 1,272.2psi ( J Load Comb: +D+Lr+H Max fv/FvRatio= 0.152: 1 fv:Actual: 22.86 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.021 in Downward Total 0.033 in Left Support 0.06 0.10 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.06 0.10 Live Load Defl Ratio 2310 >360 Total Defl Ratio 1443 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 6 of 35 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 a M.F ze ass( s Multiple Simple Beam Fite'=Q:114051T 11Engr14051_1.EC6 Lic.#:KW-06002997 • Licenseet S.T.ENGINEERING.; Wood Beam Design : RB.b.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 klft,Trib=20.0 ft Design Summary D(0.30)Lr(0.501 Max fb/Fb Ratio = 0.404 1 fb:Actual: 410.94 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.552: 1 A fv:Actual: 82.76 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.00.2-2x8 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 0.012 in Left Support 0.45 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 0.75 Live Load Defl Ratio 4866 >360 Total Defl Ratio 3041 >180 Wood Beam Design : RB.b.5 BEAM Size: 2-2x4,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 loft,Trib=2.0 ft Design Summary Di0.030)Lr(0.050) • . + Max fb/Fb Ratio = 0.116. 1 fb:Actual: 148.16 psi at 1.375 ft in Span#1 Fb:Allowable: 1,273.10 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.105: 1 fv:Actual: 15.71 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S VV E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.04 0.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.04 0.07 Live Load Defl Ratio 7109 >360 Total Defl Ratio 4443 >180 Wood Beam Design RB.b.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 klft,Trib=2.0 ft Design Summary D{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.o rt,2-aro Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S VV E H Downward L+Lr+S 0.007 in Downward Total 0.011 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 5475 >360 Total Defl Ratio 3422 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 7 of 35 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 2314,233PM Multiple Simple BeamFile=Q:114051T-1 Er x\14051 1.EC6 <_ # kW-08002M �..:.,, Lice; ee ENGINEERING Wood Beam Design: RB.b.7 BEAM Size: 2-2x4,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary 0)0.030)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= 0.092: 1 fv:Actual: 13.83 psi at 2.710 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.011 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 5475 >360 Total Defl Ratio 3422 >180 Wood Beam Design : RB.b.8 BEAM Size: 2-2x8,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=20.0 ft Design Summary D(0.30 Lr(0.50 Max fb/Fb Ratio = 0.280: 1 fb:Actual: 285.37 psi at 1.250 ft in Span#110, ' Fb:Allowable: 1,017.68 psi Load Comb: +D+Lr+H = = Max fv/FvRatio= 0.460: 1 fv:Actual: 68.97 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 0.004 in Downward Total 0.006 in Left Support 0.38 0.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.63 Live Load Defl Ratio 8410 >360 Total Defl Ratio 5256 >180 Wood Beam Design RB.b.9 BEAM Size: 2-2x10,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 klft,Trib=20.0 ft Design Summary D(0.30)Lr(0.50) Max fb/Fb Ratio = 0.754 1 ` fb:Actual: 701.24 psi at 2.500 ft in Span#1 w Fb:Allowable: 929.74 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.721 : 1 /\ fv:Actual: 108.11 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.027 in Downward Total 0.044 in Left Support 0.75 1.25 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.75 1.25 Live Load Defl Ratio 2183 >360 Total Defl Ratio 1364 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 8 of 35 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Prnted 28 MAF 2.014,2:33PM Multiple Simple Beam File=Q:114051T^t\Eng�11405t_-1.EC6 Lic.#;KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : RB.b.10 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=20.0 ft Design Summary 310.30)Lr(0.50) Max fb/Fb Ratio = 0.719: 1 i fb:Actual: 730.56 psi at 2.000 ft in Span#1 Fbo: Com Allowable: 1,016.2psi Load Comb: +D+Lr+H /�\J Max fv/FvRatio= 0.736: 1 fv:Actual: 110.34 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2=8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.023 in Downward Total 0.037 in Left Support 0.60 1.00 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.60 1.00 Live Load Defl Ratio 2053 >360 Total Defl Ratio 1283 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 9 of 35 1 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 rnnt d 28 MAR 2014,233'x"M File Multiple Simple Beam =Qa,ao5,T ,vEngr,ea5, t:ecs uc. 1f-0600z>asr �: ' �' ���� .:�' -;...:: Licensee;C.T.ENGINEERING° Description : TOP FLOOR FRAMING 1 OF 3 Wood Beam Design TFB.b.1 BEAM Size: 2-2x8,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=9.50 ft Design Summary 9b94.:W U8p) Max fb/Fb Ratio = 0.631 : 1 fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 A fv:Actual: 67.83 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) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Dell Ratio 2231 >360 Total Defl Ratio 1461 >180 Wood Beam Design : TFB.b.2 BEAM Size: 2-2x8,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-Pill 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=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary �s o�� � Max fb/Fb Ratio = 0.631 1 fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x3 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 Wood Beam Design : TFB.b.3 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=0.080 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary obViR'j0528(?) Max fb/Fb Ratio = 0.631 : 1 fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi „y ' Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 fv:Actual: 67.83 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) D L Lr SwF H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 10 of 35 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 1>,;,,t d.28 MAR 2214,1338M Multiple Simple Beam File=Q:114051T 11Engr14051z-1.EC6 #:KW-06002997 ',.. '„CT-ENGINEERING Wood Beam Design : TFB.b.4 BEAM Size: 2-2x4,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary D(0.01085 Lf02680) 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: 150.00 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 0.002 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 : TFB.b.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 D(&og90.5 ,0 9?10) Max fb/Fb Ratio = 0.951 • 1 ` fb:Actual: 1,210.19 psi at 2.000 ft in Span#1 -> ., '` W Fb:Allowable: 1,272.20 psi Load Comb: +D+L+H Ax Max fv/FvRatio= 0.506: 1 / \ fv:Actual: 75.89 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.083 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.b.6 BEAM Size: 3.5x14,Tim berStrand, Fully Unbraced Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Design Summary quo aso'L(D 601 Max fb/Fb Ratio = 0.220 1 '„ 0j {°b@6 i fb:Actual: 498.87 psi at 4.875 ft in Span#1 = r r Fb:Allowable: 2,271.25 psi Load Comb: +D+L+H Max fv/FvRatio= 0.148: 1 fv:Actual: 45.77 psi at 8.613 ft in Span#1 Fv:Allowable: 310.00 psi 9.750 5, 3.5x14 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 0.066 in Left Support 0.78 1.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.78 1.17 Live Load Defl Ratio 2958 >360 Total Defl Ratio 1775 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 11 of 35 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.28MAR 2_014,_32PM Multiple Simple Beam File fl:114051T-'11Engr114051_1.EC6 - .. .` -it�5tlf121�3"7 �, , �� � � � Licensee:C.T.ENGINEERING Wood Beam Design : TFB.b.7 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 27/0 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=1.0 ft Design Summary 0(0.0150)40.0250) Max fb/Fb Ratio = 0.069: 1 fb:Actual: 88.16 psi at 1.500 ft in Span#1 Lo:Allowable: 1,272.92+D+L+H psi Load Comb: +D+L+H Max fv/FvRatio= 0.046: 1 fv:Actual: 6.91 psi at 2.710 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.02 0.04 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.02 0.04 Live Load Defl Ratio 10951 >360 Total Defl Ratio 6844 >180 Wood Beam Design TFB.b.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 13(0.240 L(0.640) Max fb/Fb Ratio = 0,870 1 fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 Fb:Allowable: 2,242.80 psi Load Comb: +D+L+H Max fv/FvRatio= 0.467: 1 fv:Actual: 144.75 psi at 0.000 ft in Span#1 13.0 ft, 3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.333 in Downward Total 0.458 in Left Support 1.56 4.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.56 4.16 Live Load Defl Ratio 468 >360 Total Defl Ratio 340 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 12 of 35 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 ,r,ited:3 A.':'?2014.8 C34,1 Multiple Simple Beam File=Q:114051T 1vEngry14051_1.Ecs ..: . 06002997 • ,;„1;:r‘ : 1 .. nsee M Description : TOP FLOOR FRAMING 2 OF 3 Wood Beam Design : TFB.b.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-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=16.0 ft Design Summary D(0.240 L(0.640( Max fb/Fb Ratio = 0.349 1 • fb:Actual: 795.35 psi at 4.150 ft in Span#1 Fb:Allowable: 2,281.78 psi Load Comb: +D+L+H Max fv/FvRatio= 0.260: 1 • A fv:Actual: 80.49 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 8.30 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SWE 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.b.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 :- a Max fv/FvRatio= 0.070: 1 A A fv:Actual: 21.59 psi at 3.850 ft in Span#1 Fv:Allowable: 310.00 psi 5.0 re,3.5x14 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.b.11 BEAM Size: 5.25x14.0, Parallam, Fully Unbraced Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Prll 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 klft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.750 1 D(0180 L(0.480) fb:Actual: 2,135.82 psi at 9.500 ft in Span#1 e , Fb:Allowable: 2,847.26 psi ` Load Comb: +D+L+H .._,. Max fv/FvRatio= 0.398: 1 fv:Actual: 115.41 psi at 0.000 ft in Span#1 19.0 ft, 5.25x14.0 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.589 in Downward Total 0.831 in Left Support 1.87 4.56 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.87 4.56 Live Load Defl Ratio 386 >360 Total Defl Ratio 274 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 13 of 35 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 p=1t :ave R 2814 e e3rna Multiple Simple Beam File=0:114051T-1tEngr\14051_-1.EC6 ,,. Lis.li"K 02997 I C.T.ENGINEERING Wood Beam Design TFB.b.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-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Desiqn Summary D(015381 L(0410) Max fb/Fb Ratio = 0.136; 1 frs' -0 fb:Actual: 312.49 psi at 3.250 ft in Span#1 , Fb:Allowable: 2,293.36 psi z a_, il: , Load Comb: +D+L+H .m:_:. .. 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 VVEH 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.b.13 BEAM Size: 5.125x16.5,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=0.040 k/ft,Trib=5.50 ft Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.370• • t gE . $� fb:Actual: 877.51 psi tat 8.000 ft in Span#1 " , o(�hoz Lt �°�o) Fb:Allowable: 2,370.99 psi : Load Comb: +D+L+H 5: 4' -;"f,.'47;,',:* Max fv/FvRatio= 0.237: 1 zS fv:Actual: 62.84 psi at 0.000 ft in Span#1 16.0 ft, 5.125x16.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) Q L Lr S w E H Downward L+Lr+S 0.129 in Downward Total 0.228 in Left Support 1.85 2.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.85 2.40 Live Load Defl Ratio 1490 >360 Total Defl Ratio 841 >180 Wood Beam Design TFB.b.14 ,. 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 Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.750 ft Design Summary (3(0.086251 L(0.230) ♦ it Max fb/Fb Ratio = 0.190. 1 fb:Actual: 193.17 psi at 1.625 ft in Span#1 Fb:Allowable: 1,016.95 psi Load Comb: +D+L+H Max fv/FvRatio= 0.152: 1 fv:Actual: 22.74 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) Q L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.15 0.37 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.15 0.37 Live Load Defl Ratio 8321 >360 Total Defl Ratio 5973 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 14 of 35 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 6ed:s n=�?e 4 s C3AM Multiple Si• mple Beam Elle=a:114051T-11Engr114051_-1.EC6 Lic.#:KW-06002997 ' y` Licensee'. ."1:ENGINEERING Wood Beam Design : TFB.b.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: D=0.10, L=0.80klt,2.0ftto4.0ft,Trib=1.0ft Unif Load: D=0.010, L=0.0250 k/ft,0.0 to 2.0 ft,Trib=5.0 ft Point: L=2.20k@2.0ft Design Summary Max fb/Fb Ratio = 0.324: D(0.050)L(0.1250) D 0.10 L(0.80) fb:Actual: 749.89 psi at 2.000 ft in Span#1s Fb:Allowable: 2,313.41 psi Load Comb: +D+L+H Max fv/FvRatio= 0.268: 1 A A fv:Actual: 82.94 psi at 3.213 ft in Span#1 Fv:Allowable: 310.00 psi 4.0 n, 3.529.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L S w E LI Downward L+Lr+S 0.020 in Downward Total 0.021 in Left Support 0.14 1.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.19 2.36 Live Load Defl Ratio 2393 >360 Total Defl Ratio 2254 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 15 of 35 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 28M+R_2014,235041 Multiple Simple Beam F�=Q:, oS,T nEn9r,mo5,_1:Ecs Li C.T.ENGINEERING Description : TOP FLOOR FRAMING 3 OF 3 Wood Beam Design : TFB.b.16 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=0.10, L=0.80 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary = D(O1B of j8 0 801 ; Max fb/Fb Ratio = 0.883: 1 fb:Actual: 821.20 psi at 2.500 ft in Span#1 Fb:Allowable: 929.74 psi • Load Comb: +D+L+H (-Th Max fv/FvRatio= 0.585: 1 fv:Actual: 87.78 psi at 4.233 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.045 in Downward Total 0.051 in Left Support 0.28 2.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 2.07 Live Load Defl Ratio 1320 >360 Total Defl Ratio 1165 >180 Wood Beam Design : TFB.b.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=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.70 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary o 155 0 0 50 ) Max fb/Fb Ratio = 0.336: 1 ' � �d d fb:Actual: 759.60 psi at 5.500 ft in Span#1 Fb:Allowable: 2,261.18 psi Load Comb: +D+L+H Max fv/FvRatio= 0.206: 1 2 fv:Actual: 63.91 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 11.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.078 in Downward Total 0.128 in Left Support 1.02 1.61 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.02 1.61 Live Load Defl Ratio 1687 >360 Total Defl Ratio 1033 >180 Wood Beam Design : TFB.b.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-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=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft • Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary 0 4.041 Max fb/Fb Ratio = 0.057 1 I fb:Actual: 130.97 psi at 2.750 ft in Span#1 r,, Fb:Allowable: 2,299.17 psi Load Comb: +D+L+H Max fv/FvRatio= 0.052: 1 fv:Actual: 16.11 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 5.50 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.006 in Left Sy an +Lr+S 0.000 in Upward ToI 0 in Right 5 018. �7_ F_Plan 3B_Structural Calculations(2017 O t�L:'.d Defl Ratio 21381 >360 Total Defl f�aue�e 16 9�1g6 >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 PrEnted 28 M6)'_.'514,235PM Multiple Simple Beam File=Q314051T 11Engr14051_1.EC6 Lic.#:KW-06002997 Licensee C.T.ENGINEERING Wood Beam Design : TFB.b.19 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.340 k/ft,0.0 ft to 2.0 ft,Trib=1.0 ft , Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.60 ft Point: L=2.70 k @ 2.0 ft Design Summary Max fb/Fb Ratio = 0.275 D(0 0240)L(0.0640) , 1 .0101 L(o s4oi , , , . fb:Actual: 621.95 psi at 2.017 ft in Span#1 * + Fb:Allowable: 2,261.18 psi Load Comb: +D+L+H Max fv/FvRatio= 0.286: 1 fv:Actual: 88.56 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 11.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E -1 Downward L+Lr+S 0.080 in Downward Total 0.088 in Left Support 0.31 3.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.15 0.90 Live Load Defl Ratio 1651 >360 Total Defl Ratio 1493 >180 Wood Beam Design : TFB.b.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-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=0.340 k/ft,0.0 ft to 11.50 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.0250 k/ft,7.50 to 11.50 ft,Trib=1.0 ft Point: L=1.0 k @ 11.50 ft Design Summary Max fb/Fb Ratio = 0.360: 10(0.10)Lr0 340) ♦ 0(0.0150)+L(0 02 i0) fb:Actual: 822.85 psi at 7.500 ft in Span#1 + Fb:Allowable: 2,287.12 psi ' Load Comb: +D+L+H ' ,,, 5 , Max fv/FvRatio= 0.233: 1 • • fv:Actual: 72.34 psi at 7.500 ft in Span#1 �.so ft 4.0 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 0.109 in Downward Total 0.117 in Left Support 0.25 0.35 Upward L+Lr+S -0.017 in Upward Total -0.017 in Right Support 0.96 4.66 Live Load Defl Ratio 880 >360 Total Defl Ratio 820 >180 Wood Beam Design: NOT USED BEAM Size: 2-2x8,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=2.0 ft Design Summary + D(0 03%L(0 050) Max fb/Fb Ratio = 0.040: 1 i fb:Actual: 41.09 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi r 2 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 999999 >360 Total Defl Ratio 30418 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 17 of 35 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 Pried:28 MAR 2014,2 35P,4 Multiple Simple Beam File=Q:114051T^11Engr114051 1.EC6 ic..# KW-0600299 I1 _ �� " Licensee '.:ENGINEERING Wood Beam Design : TFB.b.22 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=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary . 1 . ,. Max fb/Fb Ratio = 0.355 1 ate: fb:Actual: 360.86 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi �s - Load Comb: +D+L+H Max fv/FvRatio= 0.291 : 1 A A fv:Actual: 43.60 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 WE H Downward L+Lr+S 0.007 in Downward Total 0.010 in Left Support 0.36 0.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 0.69 Live Load Defl Ratio 5290 >360 Total Defl Ratio 3464 >180 Wood Beam Design : TFB.b.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=0.080 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Dpe^,15032$?' Max fb/Fb Ratio = 0.631; 1 fb:Actual: 641.52 psi at 2.000 ft in Span#1 cm Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 Wood Beam Design: TFB.b.24 BEAM Size: 4x10,Sawn, Fully Unbraced Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1,000.0 psi Fc-Pr!! 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 32.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=10.250 ft Point: L=1.0 k @ 0.250 ft Design Summary Max fb/Fb Ratio = 0.487 1 D(0.1538)L(0.25631 fb:Actual: 581.40 psi at 3.255 ft in Span#1 + ' + Fb:Allowable: 1,193.24 psi y Load Comb: +D+L+H .; �.° Max fv/FvRatio= 0.314: 1 �,. fv:Actual: 56.57 psi at 6.230 ft in Span#1 7.0 ft 1.50 ft, 4x10 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) P L Lr S W E H Downward L+Lr+S 0.035 in Downward Total 0.054 in Left Support 0.51 1.82 Upward L+Lr+S -0.021 in Upward Total -0.032 in Right Support 0.79 1.36 Live Load Defl Ratio 1716 >360 Total Defl Ratio 1110 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 18 of 35 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Prnted;28 MAR 2814.1 38P.'1 Multiple Simple Beam File=©:11A051T^11Engr 14051.1.EC6 Lic.#f:KW-06002997 Licensee l:C.T.ENGINEERING Wood Beam Design : TFB.b.25 BEAM Size: 4x10,Sawn, Fully Unbraced Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1,000.0 psi Fc-Pill 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 32.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=10.250 ft Design Summary D(0.15381 L(0.2563) Max fb/Fb Ratio = 0.461 : 1 , fb:Actual: 549.58 psi at 3.325 ft in Span#1 ti. Fb:Allowable: 1,193.24 psi Load Comb: +D+L+H (j Max fv/FvRatio= 0.386: 1 fv:Actual: 69.54 psi at 7.000 ft in Span#1 7.o ft 1.50 ft, 4x10 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SWE H Downward L+Lr+S 0.032 in Downward Total 0.051 in Left Support 0.51 0.86 Upward L+Lr+S -0.019 in Upward Total -0.030 in Right Support 0.79 1.32 Live Load Defl Ratio 1890 >360 Total Defl Ratio 1182 >180 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 19 of 35 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. dact= 7.50 in. Lumber Species/Type:---------- DF1 REPETITIVE MEMBER?--------- N Post?: YES Design Stresses and Factors: CL= 1.00 Moisture> 19%? N Fv= 170 psi LDF = 1.00 CM(v)= 1.00 Fb= 1,200 psi Cr= 1.00 CM(b)= 1.00 FcII = 1,000 psi Cv = 1.00 CM(cll = 1.00 FcL= 625 psi CF(B) = 1.00 CM(ci)= 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 3B_Structural Calculations(2017 ORSC).pdf Page 20 of 35 Design Maps Summary Report agtEGSDesign Maps Summary Report User—Specified Input Building Code Reference Document 2015 Ynternational Building Code Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III I S oQm ... tj aa Betel"tan 10:fir ,T,99,._,E.,) ,,,- ', /- i F'''' m n ;fir€ 9lilw aukie 1 10 tal°d cz < Lake swrego l' ° cif T r;,, m .F Tuts]a tiri o nlapgVest, (v2015 Map$liest ;.,--,- -...17,..--.„d a t 5�hlapQu st USGS—Provided Output SS = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SM1 = 0.667 g SDi = 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. IIICE#t Response Spectrum Design Response Spectrum v.as 1.11 s.se 000 072 0,rim 0.S4 0.77 0,S2 0 66 S 6>6 li 0.55 , /A 0.4Oa i 0,44 4.22 43 023,_ 0.22 115 4.11 0 0 eigl' b%.00 0.20 0.40 4.m. 0.33 1.02 1.21, 1.40 1.00 1.20 ZOO 0.44 0.2C 4.40 0.60 0.03 1..30 120 1.44 1.SA 1.S0 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 3B_Structural Calculations(2017 ORSC).pdf Page 21 of 35 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_3 Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response 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 SMi= Fv*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS Sns= 0.72 EQ 16-39 EQ 11.4-3 Sol=2/3*SM1 Sol= 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 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 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 3B_Structural Calculations(2017 ORSC).pdf Page 22 of 35 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 B Sos= 0.72 h„=19.00 (ft) Sol= 0.45 0=0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,=0.020 ASCE 7-05(Table 12.8-2) Is= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) S,= 0.43 k=1 ASCE 7-05(Section 12.8.3) Ts=6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=So,I(T•(RAE)) (for To T5) 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(So,`Ts)/(1-2'(R/IE)) (for T>T5) 0.000 W ASCE 7-05(EQ 12.6-4)(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 DIAPHR. Story Elevation Height AREA DL AREA DL AREA DL w, w,•h,k ,•5,' DESIGN SUM LEVEL Height (ft) h,(8) (sqft) (ksf) (sqft) (ksf) (sqft) (ksf) (kips) (kips) Cw,•h,k Vi DESIGN V V,,;,o N-S E-W Roof - 19.00 19.00 1870 0.022 41.1 781.7 0.61 4.40 4.40 3.81 5.03 Top Floor 9.00 10.00 10.00 1517 0.028 333 0.022 49.8 498.0 0.39 2.80 2.80 6.50 7.71 I 10.00 0.00 0.00 0.0 0.0 0.00 0.00 0.00 _ let(Base) - 90.9 1279.7 1.00 7.20 10.31 I 12.75 E=V= 10.08 E/1.4= 7.20 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 23 of 35 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 B N-S E-W F-B S-S 2015 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 24.50 24.50 ft. --- --- Building Width= 37.0 45.0 ft. V u/t. Wind Speed 3 Sen,Get= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3sec Ggst= 93 93 mph (EQ 16-33) Exposure= B B k = 1.0 1.0 N/A N/A Roof Type= Gable Gable N-S E-W PS30A= 28.6 28.6 psf Pitch= -=25.0 25.0 Figure 28.6-1 PS30 3= 4.6 4.6 psf Figure 28.6-1 Ps30c= 20.7 20.7 psf Figure 28.6-1 PS30 D= 4.7 4.7 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) N*Kr*I : 1 1 Ps=.*Kzt*I*p.m= (Eq.28.6-1) PS = 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse = 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and C average= 24.7 24.7 psf (LRFD) PS B and D average= 4.7 4.7 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 0.50 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 A0 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) 30.00 11.0 0 81.4 0 122.1 0 81.4 0 299 Roof --- 19.00 19.00 4.5 66.6 0 99.9 0 66.6 0 135.9 0 5.9 9.3 4.92 4.92 6.50 6.50 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 8.39 13.31 9.96 16.46 0 10.00 0.00 0.00 1st(base) --- 0.00 AF= 721.5 AF= 1010 11.5 16.2 V(n-s)= 13.31 V(e-w)= 16.46 kips(LRFD) kips(LRFD) kips kips 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 24 of 35 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 B MAIN WIND-7-10 CHAPTER 28 PART 1 'Wind(N-S) Wind(E-W) ',Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) Roof - 19.00 19.00 0.00 0.00 0.00 0.00 4.92 4.92 6.50 6.50 Top Floor 9.00 10.00 10.00 0.00 0.00 0.00 0.00 8.39 13.31 9.96 16.46 0 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 13.31 V(e-w)= 16.46 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) i Roof 9.00 10.00 10.00 4.92 4.92 6.50 6.50 3.81 3.81 5.03 5.03i Top Floor 10.00 0.00 0.00 8.39 13.31 9.96 16.46 6.50 10.31 7.71 12.75I 1 0 - 0.00 0.00 I V(n-s)= 13.31 V(e-w)= 16.46 V(n-s)= 10.31 V(e-w)= 12.75 ki.s LRFD ki.s LRFD ki.s ASD kiss ASD 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 25 of 35 N8S_Rool SHEET TITLE CAIORAL 0.�,ti'N1l 1t', 6k,1lpidil*nl f, ,�- - CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation 0 Diaph.Level Roe8 Direction: Ni.E Typ.Panel He ght j„-8.,?t ft. Selemic V i• 4.40 kips Design Wind NS V I• 3.81 kips Sum Seismic V 1• 4.40 kips Sum Wlnd NS V i• 3.81 kip. I1)D ISTRIBUTION TO SHEAR LW Es) ... .. (:(i .. f.,?', (r .;96 Ink% V level Above Llne Load Q V s6v. V total Line xm Sheer,v L ne E W E(k] W[k] lot LI a Tnik 2nd Line L[R] E[plfl W[pll] WEST 9,Q% 50% 2.199 19059 59th y± 4 .. 0 2.20 1.91 14.32 154 133 r EAST •i 50% 2.199 1 9059 I00% 400 - 0 2.20 1.91 15.41 143 124 0% 0 0 100 fi :,ja,6,. 0 0.00 0% 0 0 100% a 0 0.00 0.00 0 _ o% 0 0 1 oa'Iu 0 0.00 0.00 0 0% o 0 0o v o 0.00 0.00 0 � v 0% 0 0 , 100%,;‘,"4,',';!:::',,, 1 b+ 0 0.00 0.00 0 �....�.w, 0% o > ,,` 0 0.00 0.00 0 E= 4.40 3.81 L= 0.00 4.40 3.81 Balance Check: ok ok Balance Check ,ok oh ok ok MORE THAN 14.3 O F 2)DISTRIBUTION TO SHEARWALL: EQ. EQ. E.Q. EQ. E.O. Wind Wind Wmd WALL Line ID Lw.)) Ce Lwe6' H.,, v V Amplifiers v' Type Type TRIEREFURE (R) (ft) (ft) (pll) (k) ,� 2 m"' IPlfl (k9 P6TN OKAY, 14.32 �q 8,1A,,, 154 2.20 1.00 1.o0 154 P6 -*TN 1 3 1.906 000 X9,19 0 0.00 too 100 0 - - o \ • ,, 0.00 1.00 1.00 0 - - 0 c 000 e&1 0 0.00 1.00 1.00 0 - - 0 �\' 000 r 'a110, 0 0.00 1.00 too 0 - 0 EAST ^y.`91 143 1.07 1.00 1.00 143 P6TN TN 1 4 0.928 EAST E2,9 1.13 1.00 1.00 1 3 P6TN P6TN 1 4 0.978 000 e a 0 0.00 1.00 0 �4 0 00 0 0.00 1.00 1.00 0 ] fi o 00 1� o 0 t.o0; 0.000 00 0 0.00 0 10 0.00 ,1 I‘:- o 0.00 00 00 - 0 p- 1.00 'Special E.Q.CL Uplift Factor 0,045 DL Uplift Fe. vJWnd '(9(M1,(M16: 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted R.dw.v Net OTM Add.' aed.ew Net OTM Add'I Max. Line ID L01,n wdl 83(41) ID(#2) Lone OTM Rv,o Level Abs. Tote) 0 U Uwm OTM R''''' Level Abv. Total (R) (kill Above Above (9) (kip-ft) (kip-ft) (kip-R) (1ki ft) (kip ft) (k( (kip) {kip-ft) (kip-R) (kip-ft) (kip R) (kip R) (k) (kip) (kip) �,!} 163 y 14.07 17.81 23.29 -5.46 •015.44 25.30 -9.86 0 -9.66 0 -0.70 -0.39 NONE 00 0,15 :,""...f, k 11 i99'•:"1,..„ 0' o9 0'. 0.00 NONE 00 0.15 - - D ']D �, t?'. mtxxa 11 e„. % 0.00 NONE 00 0.15 1 0 44" ,V . ^I7' 0.00 NONE �\ 00 (315 r ,-0,. � 3y 0. ;0 I ,0:' 0.00 NONE * 95 t0 7.25 8.67 8.57 0.10 \�'� 010 100 -1.87 1l. 0.01 NONE �^ - 99 rF+ �y ;a 7.66 9.14 9.32 6 -018 1,00 0: -0.02 7.92 10.21 -187 0 -229 (t -0.30 -0.02 NONE ,� ' 00 f it1V 0 F ,0 0.00 NONE • f Yf 1� k'8,!: 7:,:l'''',:;,;1,,:,: r�f r _ a v .. ' oo ,: 100 d 0.00 NONE 1, 0.0 0 100 1J 0 �/� `A 0.00 NONE } - 00 ', Q ,190 0 0 0 0.00 NONE ... .,..w�a� _ -..,,.�,.,... ..- !G 0.00 NONE o.o 1,00 j; 0 0 Holdown Cl,.ORsef lion,SW End ---j in E. 0.00 -5.55 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 26 of 35 1 N&S_Top Floor ]1 i1 1 SHEET TITLE , a -' #•,•• AP #P)#&) '• ... CT PROJECT#'. CT#14051.Plan 3713 Twin Creeks,Elevation B Dieph Level 'tt1921W5pr Direction. Typ Panel He ght „•..({,1 R. Seismic V i' 2.8 kips Design Wind NS V I 0.5 kipe Sum Selamic Vi= 7.2 kips Sum Wind NS Vie 10.3 tripe 1)DISTRIBUTION TO SHEAR LINESI Tub% V level Above Line Load V abv. V tote) Line Uniform Shear,V Line E W E[k] W[k] 1st Line Trib 2nd Line Trib. E[k] W Ek] E)11 W[k] L[tt] E(pit) W[plljf, WE�4Y. -509£, 50% 1.401 3.24819 WEST 100% -= .:�� .10059k 2.20 1.91 3.60 5.15 35.4 102 146 EAST-�''':, 00%;•y 50% 1.401 3.24819 ESET 100% _U 2.20 1.91 3.60 5.15 22.48 160 229 0% 0 0 0 Dox 0.00 0.00 0.00 0.00 0 0% 0 0 100r ;Y+' 0.00 0.00 0.00 0.00 0 0% 0 0 100% 0.00 0.00 0.00 0.00 0 0% 0 0 100% "d 1 J 0.00 0.00 0.00 0.00 0 0% 0 0 '• 100 x a� 14 0.00 0.00 0.00 0.00 0 0% 0 0 4••• „,. 100 A s°`a n.._, 0.00 0.00 0.00 0.00 0 E= 2.80 6.50 +o£= 4.40 3.81 7.20 110.31 Balance Check: ok ok Balance Check: ok ok ok ok 2)DISTRIBUTION TO SHEARWALL5 E.D. E.Q. EQ.. E.D. E.O. Wind Wind Wind Line ID Lwall Cc Lovell' H00 v V Amplifiers v Type Type v V (ft) (It) (n) (PIS (k) N 2w/h 11� (Ply (PIf) (k) W4i6'F, WI'A ')<,00 35.40 91.:10 102 3.60 1.00 1.00 1 2 POTS P6TN 148 5.15 '[.00 0.00 910- 0 0.00 1.00 1.00 - -- 0 0.00 ,l 00: 0 00 9.10 0 0.00 1.00 1.00 - -- 0 0.00 tl '1 p0. 0 00 9 10 0 0.00 1.00 1.00 - --- 0 0.00 EAST %tids •a1 J 100. 14 57 410 160 2.33 1.00 1.00 1 0 P6 P6 129 3.34 EAST •q.1FR 1 '00 791 010,: 160 1.27 1.00 1.00 10 P6 P6 219 1.81 1 0.00 10„ 0 0.00 1.00 1.00 0 0.00 �g 1___ t •, 000 :',v,1,- 0 0.00 1.00 1.00 - -- 0 0.00 1e 'S l 000 4d,, , 0 0.0o 100 1.00 - 0 0.00 01 a • 0 00 014 0 0.00 1.00 1.00 0 0.00 ,, 000 ''.,t 1100 0.00 1.00 1.00 - -- 0 0.00 t' u,sr/ 0 00 A- iG : 0 0.00 1.00 1.00 - - 0 0.00 0- 1.00 'Special E.Q.DL Upif Facto „•;��, .I DL Uplill Factor wMQntl'1._00. 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resid ed 6•auc•a Net OTM Add'I 8•auud Net OTM Add't Max. Line ID Loan wdl ID(#1) ID(#2) Lrnc OTM Ro,m Level Abv. Total U U Uwe OTM ROTM Level Abv. Total U U., U,,,,, HO (Ii) (klf) A':',.7.7..m a Above (ft) (tripIt) (kip-ft) (kipe) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-R) (lop-8) (kl-tt) (k(p-ft) (k) ki.) kip) 1'"'s,'i' '44iiii, 37 4 015• •1 35.15 32.76 122.30 89.54 -95 01 S 2.70 46.90 132.88 85 98 ®$f 95 84 2.73 -2.70 NONE ,,,L ,44 0.0 15 Ov5 '3' # tj 04 0.00 NONE 0.0 1 3l� E},(S)} \Q th 4a \ \ 0.00 NONE Aar f�fi Y'" r 1 ' rx w .':. 0.0 015 "�i ",,. 6.OD 1001 '\ �0 Di/6 •: NONE _ 5.0.00 : 16 6 0.15 '2',0 - 14.32 21.23 24.01 -2.77 .(!05 -2 77 )15 A ',l( -9.19 30.40 26.09 4 32 0 4 32 0.30 0.30 NONE EIB 99 0,15 E7.66 11.53 8.59 2.94 '5"11!•, 276 '1„,,,,,'...,!..."."..... .,,,,,t; 0.36 16.50 9.33 717 ',$ 488 SYgg 0.64 0.64 STHD14 y<P ,. � 00 1,019 .. .Q.Q ] 0.00 NONE :,'1'5:''' 0.0 '15 D,` ,v 4 0{} 1,05, „•0 Q517 �) 0.00 NONE 00 Afi?1 '�-. /�pl x}015 1.00 0 ,if)()D i. 0.00 NONE �,.. . 0.0 a:, s'2147,/•"'0,',`,-,.54.% , 14i 4100 aj 10»,. 0 - ]], 0.00 NONE NON-STACKING SW ELEMENTS G� ; X540 "100 tf 0'41)1 15, 0.00 NONE Y 07M SL4/y� 0.0 '''''''''''64 r _-tea ::'.';',.i.10 1,00 4 'Ir�T0' 0.00 NONE HO0 ,.:Ch.OB'set from SW End t*;, tn £_ -5.55 -95.03 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 27 of 35 1 E8W_Roof SHEET TITLE 1.6 1],}.A I A).E-W(:tde to at[td tmftl tltt 1t•••,0 - CT PROJECT#: CT#14051 Plan 3713 Twin Creeks,Elevation D aph.Level (}¢ Direction: ' Typ.Pond)Height t' aft. Seismic V I- 4.40 kip: Design Wind E-W V I. 5.03 kips Sum Seismic V i= 4.40 kips Sum Wind E-W V I- 5.03 kips 11)DISTRIBUTION TO SHEAR LINES' (:4 C0 G7 ,., 011 C'2 1,1 is It; C1b Trib% V level Above Line Load V abv. V total Line Uniform Sheer,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[Of] W(pif] NORTH 50% � 50% 2.199 2.51648'„•4.081lin8 - 0 2.20 2.52 30.39 72 83 SOUTH 60% 50% 2.199 2.51648 „t E,,?„,,,A.1,161,1,1, 0 2.20 2.52 22.82 96 110 t 0% 0 0 ''''''INSERVIII;lli,.',' ''..'l,,,lle,...Wartill,iiiiii 0 0.00 000 0 � N' 0% o o 0, 0 0.00 0.00 0 0% 0 0 4, • ii0 0.00 0.00 0 $k` 0% 0 0 0 0.00 0.00 0 may. . ./,.•'. o% o o ,_uya ', .... • ,(a® 0 0.00 0.00 0 0= 4.40 5,03 0= 0.00 I 0.00 4.40 5.03 Balance Check: ok ok Balance Check. ok ok ok ok 2)DISTRIBUTION TO SHEARWALLS E.O. EQ. E.Q. E.Q. E.O. Wind Wind Wind Line ID Lwall Co Lwall' H,,,,, v V Amplifiers v Type Type v V (ft) (8) (ft) (Of) (k) P 20,0'' (PIN (plf) (k) ,N0'..1Th,,1 N4 ] h,Q8; 30.39 8.10 72 2.20 1,00 100 P-TRANFERSWCAlt +,.1 2.52 • 1.00 0.00 8.10 0 0.00 1.00 1.00 0 I - 1 - 0 0.00 SOUT:. S.2.A 11.33 1.00 11.33 8.10 96 1.09 1.00 1,00 Fn9CFTRANSFFR 9W RAI 7 1.25 SOUThi:, 8.2,8 11.49 1.00 11.49 ,0,10 96 1.11 1.00 1.00 FOROEFtRA PER OW CALC 1.27 t-S, 0.00 ,5,,,.::-..... 1).,„ 0 0.00 1.00 1.00 - - 0.00 V. 0.00 '+ 0 0.00 1.00 1.00 - - 0.0D I . ` 0.00 �� o 0.00 1.00 1.00 - - 0.00 1.. 0.00 •s>+ 0 0.00 1.00 1.00 - - 0.00 ,1f.. 0.00 0 0.00 1.00 1,00 - - 0,00 1,^.. 0.00 0 0.00 1.00 too - - 0.00 O oa 0.00Tpr ' 0 0.00 1.00 1.00 - - 000 1,00 0.00 "I„ 0 0.00 1.00 1.00 - - 0.00 p- 1.00 1 "Specie)E .DL Uplift Factor 4797DL Uplift Factor wA46nd M. s� 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted R.a�ced Net OTM Add! Reduced Net OTM Add'i Mae. Line ID Le,e¢ wdl ID(#1) ID(#2) Lone OTM Ron; Level Abv. Total [1 U U,,,,, OTM Rore Level Abv. Total U U,,,,„, U,,,,. HD (ft) klf( AboveAbove (ft) (kip-ft) (811,R) (kip-N) (k�pft) (kip-ft) (k) (kip) (kipft) (kip-ft) (4p4) (kp-ft) 14-8) k (kip) (kip) WORY'hi', {t 32.4 \• b 30.14 17.81 91.73 -73.92 -73.92 -2.45 20.38 99.67 -79.28',,....,,,!,..1 -79.287:7,0i -2.63 -2.45 NONE „y 0.0r. M4, 1-:I OOP .:0 D.00 NONE .9 -0.61 -0.60 NONE ,� tU7y. S.�,A,� 13.3 ,inni 11.08 8.84 15.54 -6.69 -6.69..,...1441.,?::::.- 0 0.60 10.12 18.88 76 „�� .6.7,,,,.„-...-� }�{{•. 0,`#,S ,: 135115 ....la011fillia al 11.24 8.97 15.91 -6.94 0 -6.94 w Z -0.82 10.26 17.29 -7.02 P,•9 -7G2 0 -0.82 -0.82 NONE 0.0 17'1g ) 0Tit %i'', 1� 0.0 010 a '(:4,•0• 0 ? 4 0 •0 0.00 NONE 0.0 0,ik'.: y1•' ',fr A 4 !!:. '.o. ' 0 •,d. 0.00 NONE 0.0 00. 1..t,4.1111111411 ea k''^^' q xr• i0 o 0.00 NONE 0.0 0,10 E . 0 •'01� •••1l'. 0 Q. 0.00 NONE 00 0,10, f�, 4 184 = 0 0, 0. 0.00 NONE 00 tYt$ ,,,,,:zrokko, • 0, 100 0 _0 0 0.00 NONE as n.,_10_ ,,. . • R':U 100 . 0 i'o ,....."2„0 0.00 NONE Holdown Cl,Offset born SW End..,,.,,,,, N f= 0.00 -87.55 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 28 of 35 E8W Top Floor SHEET TITLE t )(, �, •;O-W(aideto side-left/right ,g° •C, CT PROJECT# CT#14051:Plan 3713 Twin Creeks,Elevation B Diaph.Levels NOTE: LOAD VALUES SHOWN ARE FOR Direction: Typ.Panel Height £' 6.1 ft Sum SeisSelamimic VV l l= kips Design Wind E-WVI. 7.7 kips COMBINED(DOUBLE PORTAL)WALL SEGMENTS = 2.7.82 kips Sum Wind E-WVI= 12.7 lope 1)DISTRIBUTION TO SHEAR LINES Trib% Above Line Load piliffilnifflaiW rPi Line E W 1st Line Tnb 2nd Line Trib. •" 25% Cl"".82874 l'711'? ,° 2.20 2.52 2.90 4.45 24.15 . 184 ` Y 50% 1.401 3.85749 pf1 ,t; -' ,$�% ,�g��1; 1.32 1.51 2.72 5.37 23.06 118 233 :. 25% 0.701 1.92874 (13( 40% r4A%,' 0.88 1.01 1.58 2.94 4 395 734 0 h 0 0 9 100% ON 0.00 0 00 0 00 0.00 I p� 0% 0 0 0 100% (13 - 0.00 0.00 0 00 0.00 0 0% 0 0 ffi 140% 0.00 0.00 0.00 0.00 0 0% 0 0 �, 140% r 0.00 coo o.00 r•r o 0% 0 o �, 10% ,: .0 0.00 0.00 0.00 0.00 0 £= 2.80 7.71 £=1 4.40 5.03 12.75 Balance Check: ok ok Balance Check: ok ok ok ok 2)DISTRIBUTION TO SHEARWALLS E.O. E.O. EQ. .0. E.O. Wind Wind Wind Line ID Lwall Cc Lwall' HA/ALL v V Amplifiers vl Type Type v V (5) (ft) (ft) (pIf) (k) P rl� (p11) l4O ; .$14.0 '1A • 24157 X419: 120 290 .0 1.00 @ .; ..'fig . , 4.45 dt, 3• 0 0o 1*.� 0 0.00 1.00 1.00 0 - - 0 0.00 �l ° 0.00 0 0.0. 1.00 1.00 0 - -a 0 0.00 CENTER 1.A• ; 134014 118 8 1.00 1.00 118 P6TN P6 233 3.12 CENTER 0.1.5 Ste° • 9.66 11: 1.14 1.00 1.00 118 P6TN P6 233 2.25 BOUT} 'NNW; 04 *Aim 1 r.68 00 1ifig 1.00 - - 00 1.14 � - -T. .rte 2.78 00 000 ° 0 00 _ _. 0 0.000 1,66' 0.00 \9:117' 0 0.00 1.00 1.00 0 - o o'oo p-1.00 'Special E.O.DL Upon Factor F7637.0q DL Upon Factor whHnd6044f1 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted aea�cca Net OTM Add'I 8eauced Net OTM Add'I Max. Line ID Loi en wdl ID(#1) ID(#2) La0M OTM Ro,0 Level Abv. Total ft U U,„„, OTM Rom Level Abv. Total LI U,„,„ U,,,m HD (ft) klf) Above Above (ft) (kip-ft) (kip-ft) (kip-ft) kp-ft) (kip-ft) (k) (kip) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) fk) (Hp) (kip) NOIRTf1n,1 TA 1/5,: 26.2 ,(±f„,. 23,90 26.39 59.79 -33.40 " -107.32 -4.49 40.45 64.96 -24.51e, 103 79 0 -4.34 -4.34 NONE . 0.0 , 0 0.00 NONE 0.0 • - `0ffiD C� d 0.00 NONE 15.4Q v- • 13.15 14.39 33.17 -18.78. O9 -18.78 -1.43 28.38 37.47 -9.09711.'5'v -9.09 J. S11 -0.66 -0.69 NONE �'f '1$ 11.7 f�'9••.{" - 9.41 10.37 12.40 -203;12,40 203 -0.22 ®® 693 0.74 0.74 STI-1514 0.0 096 • ;b•,00 too a )a 0.00 NONE 0.0 0i)1' 000 1.00I 900 0.00 NONE 6.0 10,16 ';'";,,r-.; ». ['" • PORTAL FRAME AMA TE.S3`)N04 • tit.10,7,,!*ll'AKVeleWll YY',. 1 /IP" O•° p0,15 L 0.00 1.009i _ 00 a 0.00 NONE ,NON-STACKING SW ELEMENTS,!. 4 000 }0p 9 DOf,S 0.K.!.,1 0.00 NONE 00aBi2A -069 111 0 �'( 5 0.00 NONE , ................ +..,.u.l, 0.0 u...3..,, •6.9AI 1.09-, 0 :.'t1 0.00 NONE Holdown Cir Of et hoer SW End 3,,; 0= -67.55 -116.89 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 29 of 35 oM 7.7) Force-transfer Shearwalls JOB#: CT#14051; Plan 3713 Twin Creeks, Elevation B WALL ID: N.2.A V eq 2199.0 lb V1 eq = 1722.3 lb V3 eq = 476.7 lb V w= 2516.5 lb V1 w= 1971.0 lb V3 w= 545.5 lb ► ► v hdr eq= 72.4 plf --o- • ►• H head = A I v hdr w- 82.8 p/f 1.10 ft V Fdragl eq= 567 F2 eq=; 157 • Fdragl w= •,9 F2 180 WALL TYPE H pier= vi eq=i., 107.8 p/f • v3 eq 1107,8 plf P6TN E.Q. 5.5 vi w ` 123.4 p/f a v3 w `123.4 plf P6TN WIND s� � •o feet *, 4 Htotal = ''';',:' ;',,;,,,,,;',4,0,;(..,,(, 0" 8.1 k, Fdrag3 eq= F4 e&- 157 feet • c Fdrtg8 w=64 3 F4 w= 180 H sill = ''..\,,.\\ j v eq= 4 p/f 1.5 ,,,',6,.,,-,,5-� � 11 w p/f 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 0 4 ►4 I. 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 3B_Structural Calculations(2017 ORSC).pdf Page 30 of 35 7.7) Force-transfer Shearwalls JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation B WALL ID: S.2.A V eq 1091.8 lb V1 eq = 543.7 lb V3 eq = 548.1 lb V w= 1249.4 lb V1 w= 622.1 lb V3 w= 627.3 lb ► o. v hdr eq= 96.4 plf Hhead - A 3 ve r . 9103 If 1.10 ft u Via• q= 310 F eq 12 • m w -4 F2 �� f WALL TYPE Hpier= vi223 7 . v plf P6 E.Q. eq= 5.5 vi w= 256 ? • 56.0 plf P6 WIND 11.1 feet yv : H total= 8.1 ♦ ! Fdrq•.3Bq F4 e.- 312 feet A ' . 4� F4 w= 357 '_, ..joh = I H sill = !eq 96.4 plf 1.5 110.3 p/f feet REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 2.4 L2= 6.5 L3= 2.5 Htotal/L= 0.71 4 4 4 ► Hpier/L1= 2.26 ► Hpier/L3= 2.24 L total = 11.33 feet Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio; Sec.4.3.4.2:Overall Shearwall] 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 31 of 35 7.7) Force-transfer Shearwalls JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation B WALL ID: S.2.B V eq 1107.2 lb V1 eq = 652.4 lb V3 eq = 454.9 lb V w= 1267.1 lb V1 w= 746.5 lb V3 w= 520.5 lb ► P'' v hdr eq= 96.4 plf ► A H head= Av hdr w= 110,3'p/f 1.10 ft v Fdragl eq= 369eq,,,,, 257 €A �dtagl tN F2 •- 294 WALL TYPE H pier= vi eq v3 eq 221,3 plf P6 E.Q. 5.0 vl w 2 pJ ;•,'. v3 w;= 263,9 Pit. P6 WIND feet H total = Ny 8.1 � sly q3- -• 294 feet • \ia drag 4 94 Hsill = \ ' 4feq � pf 2.0 , „ v ffw= 1183 gc s feet L \\fit.�t � �. .. �-. ,,.,,,z.�......, I REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 2.9 L2= 6.5 L3= 2.1 Htotal/L= 0.70 ► 4 ► ► Hpier/L1= 1.70 L total = 11.49 feet Hpier/L3= 2.44 ► 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 3B_Structural Calculations(2017 ORSC).pdf Page 32 of 35 7.7) Force-transfer Shearwalls JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation B WALL ID: N.1.A V eq 2899.6 lb V1 eq= 780.2 lb V3 eq = 2119.4 lb V w= 4445.2 lb V1 w= 1196.0 lb V3 w= 3249.2 lb ► v hdr eq= 120.1 plf ► A H head = A sRv,, v hdr,w- 184.1 ph' ,,l 1.10 ft V ]Fdragl eq= 420 F2 eq= 1141 4 r 'I : Fdragi w= &'4 F2 ,- 1749 WALL TYPE H pier= 'v1 e 2601'pff v3 eq= 260.1 plf P4 E.Q. 5.0 v1" w 398.7�� :°v3 tib398.7 plf P4 WIND feet k�\\ Htotal= 9.1 r-ria drag3 eq S F4 e.- 1141 feet A I+d 1749 y% A Hsill = v 1 120.1p a y\ / Sfatr os v ill v� 184.1 ;�Ifp> feet ar, REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 13.0 L3= 8.2 Htotal/L= 0.38 ► 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 3B_Structural Calculations(2017 ORSC).pdf Page 33 of 35 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 16 8 850 (1190 WIND) 0.33 3.09 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 (a 031 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) Heoder to jack-stud strap 1* 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening opposite side of sheathing t .E:.: : :I A 11 i i =VW; 7. Pony wall height a . Fasten top plate to header Min_3 x 11 f/ eet header ;✓ , with two rows of 16d •, steetheader natellowed _ sinker nails at 3"o.c.typ 4 Fasten sheathing to header with 8d common or 12' f Min.3/8"wood structural galvanized box nails at 3"grid pattern as shown max panel sheathing •q total • Header tojack-stud strap wall per wind design. height Min 1000 lbf on both sides of opening opposite side of sheathing. If needed,panel splice edges j shalloccur over and a be 10' ":" Min.double 2x4 framing covered with min 3/8" j j• nailed to common blocking max • thick wood structural panel sheathing with _ J' within middle 24"of porta height ., 8d common or galvanized box nails at 3"o.c. P a height.One row of 3"o.c. g in all framingg (studs,blocking,and sills)typ. nailing is required in each panel edge. K, Min length of panel per table 1 t'• - I"" Typical portal frame ijr •a construction /,-*.--, _ rap-ype owns Min(2)3500 lb stthold-d '1 am ,,° (embedded into concrete and nailed into framing) ; Min double 2x4 post(king 41 ' - and jack stud).Number of T -Min reinforcing of foundation,one#4 bar ' jack studs per IRC tables • 7 i ' / top and bottom of footing.Lap bars 15"min. s 4 1 c R502.5)1)&(2). a i \_ Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down • slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- concrete and nailed with 2"x T x 3/16"plate washer nto framing) 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 34 of 35 180 Nickerson St. CT ENGINEERING suite 302 INC. Seattle,WA - )71'7� o R zS-O �I/.{t�1�/( - J 98109 Project: �" � t Nil � �' `r'"�`"' �-^"�- MAIM- Date: (206)285-4512 Client: a () `�r ( .z ( t/ v5 C C/�T ,(0..5+2 Page Number: (206)285-0618 VC; '5/'7) 670 C5M-) 6r/L)-T A),50 g`` X C6`` )Z" r?)' TPS. ,, i41 7-1* PD5177 6)(0,7 6.(7 = 0, 312 ( WZ3 C Vor2C60 $ - ,� Cl�C, lay e .- J � � 66 ,x . he) _ q;, ces Kt� F.. 4- 01.,_ 4, ;66 iUr Tb /2,0Z 112. q4-4- ub)N6., c �I _ ,ef�r� 8Au, ,gyp 90) 5Aeo-A N1D-__ 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 35 of 35 Structural Engineers POLYGON 5-5-14 3ABCD DAYLIGHT 2:57pm ,- R O S E B U R G J4 MAIN 1 of 1 CS Beam4.605 lmtBeamEngine 4.6026 Materials Database 1476 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 T T / 18 4 0 Q 18 4 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.750" 769# -- 2 18' 4.000" Wall N/A N/A 1.750" 769# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 591#(370p1f) 177#(111p1f) 2 591#(370p1f) 177#(111p1f) Design spans 18' 5.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3551.'# 7280.'# 48% 9.17' Total Load D+L Shear 769.# 2840.# 27% 0' Total Load D+L TL Deflection 0.3578" 0.9240" L/619 9.17' Total Load D+L LL Deflection 0.2753" 0.4620" L/805 9.17' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON EWP MANAGER Strong-Tie Copyright(C)2013 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design LAKE OSWEGO,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifcafons. 503-479-3317