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Specifications (25) \ n Su CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206 285 0618 (F) 15238y.� VFD Structural Calculations MAR 201$ TIGARD Polygon at River Terrace PRp, Single—Family „c�„GINi 1 Plan 3B ilk 1� ��REG�iNA, Tigard, OR '' ►, eS' T GF\F 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 Ph: 425.454.7130 Fax: 425.646.0945 151,38_2018.02.07_R i SF Plan 3B_Structural Calculations(2u1 I ORSC).pof Page i of 35 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 • RB.b.3 RB.b.1 sin. RB.b.3 RE b._ GABLE END TRUSS GABLE END TRUSS T I MIN.HDR ' MIN.HD MIN.HDR THIN.HDR I v TVP.AT (I14T . /) ¢ .q WINDOWS.(1)2)Y INNO STUD AAM i BTWN.SGL.TRI ERS A ;€: I _ l N � T= 1 co � 1 a _ T -0U I „I, c4 r x30yf I I � Apit ACCESS� A m ai MANUFACTURED TRUSSES AT 24'0.C.TVP.U.N.O. m I 0 0 • I I I ¢ l a - MIN.HDR MIN.NOR MIN.HDR MIN.HDR GABLE END TRUSS GABLE END TRUSS _ R9.b.5 F.B.b.7 ••--1 MIN.HDR GABLEE DTRUSS RB.b.6 2OB - Roof Framing Plan 1/4-=1,-0- 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 3 of 35 ilh P3 0 TFB.b.l H0 4 TFB.b.2 �7'F'B.b.22 I 2)2x8HDR (82k8 DR ()2x8 hDR , (2).8HDpr (2) 8HD• 2)2x8 DR ".'FyP AT ADJACEI�IT i I 1 WINDOWS.()2x01UNG 2)TRI o STUD 3TWN.SG1 HIS= D _ iRIM ERS,U.N.O.L - S N—R)TRIM EA' ND STHD14 / '-z CC n if - LL?: WU 39 w m- -STHD74 1 n- -11 ---------- STHD74 1-- -1-' I S9.0 IrT ugw4wru --- yi---x--' 5x1 LVL^'— — I�� -x1 LV wl ..- b.10 r I 2, ,, TFB.b.9 va).- ' - _____ TPB.b.S____ '"�BELO.N;T_. __�.�___ —_� ST - ?� ileL - _�r-lL,-- WH ) ! ) .•EN FO' E_ �STHD 4 ._ S, D 4 _ I j / . I r P4'—_ i I ST37 RI �v1ST3'/� I I.__h � , i � /Y _ __ ___— STHD74 2 2-1 ^p -61 __�� 5.25 14PS HDR ' --..7,;+,......... 3 o 3.5 4�V ) I I a w —ice � —. ,k• •� ���aaisrw�w�, F, TFB.b.11 I I/-- TFB.b.12 I o f 9 l 1 Le, 0 59.0 A� LL1 i 5 N til al 1,-:,, N ,N F ¢ 2l 21L'M81 TFB b.6 N w I jig:— 91---L l._ -01 TFB.b.17 Ed ,TFB.b.19-+ r�a1 ...u--......=9-"-1-.2. yam ' _ Z I TFB.b.13 r I xso 2/ '2 IIS [. GLB 5.12$x'•' CONT,HDR - i MIN.HDlh MIN.HDR STHD74 ' - S'HDi4 4r •3.5x14LVLFB TFB.b.7TFB.b.7 2 s (2)2xb UcUN I.b7 HUO I ASC'6 TFB.b.18 18 P3 dah® � - ---66.1 MAUFACTURED ROOF N LEDGER N l RUSS-ES @ 24'O.C. h MAUFACTURED ROOF -0 . TRUSSES @ 24'O.C. ,c-,.I 4x4 w/CAC4P PAIR 4x4 w/AC4 PAIR F I POST APOST CAP- ■ GABLE END TRUSS TJOT USED: TFB.b.21 (DB - Top Floor Framing Plan MAIN FLOOR SHEARWALLS 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 Multiple Simple Beam File=Q:114051T 1\Engr114051_ 1..EC6 'KWO .. '�� ... ...�����.,. .. . �ea�`�,., sY- �' :; ;', Lkensee C.:T.ENGINEERING 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-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=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#1y '` Fb:Allowable: 1,271.47 psi C 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) D 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-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=2.0 ft Design Summary 0(0.030)Ln0.050) 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= 0.083: 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 L 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-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=2.0 ft Design Summary D(0 030)Lr(0.050) Max fb/Fb Ratio = 0.246. 1 fb:Actual: 313.47 psi at 2.000 ft in Span#1 - Fb:Allowable: 1,272.20 psi 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 P wed.28 MAR 2c1, 2 KM: Multiple Simple Beam File=Q:\14051T 11Engr114051_-1.EC6 1 1c.#:KW-06002997 ,,r ��0 :' \� . •: ��y���... '• Licensee C.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-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=20.0 ft Design Summary D(0.30)Lr(0.50) 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 .a•., Load Comb: +D+Lr+H �, J Max fv/FvRatio= 0.552: 1 / \ Z__ fv:Actual: 82.76 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.007 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-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 - D(0.030)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 Lrr 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.6 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 kilt,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 3.0 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.007 in Downward Total 0.011 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 5475>360 Total Defl Ratio 3422 >180 15238_2018.02.07_RT SF_Plan 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 P-:reed:28 MAR 2C1,, 2 3 vPt Multiple Simple Beam Fie=Q 140517 1\Engr114051_ E 6 Lk.# 7,,. 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-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 klft,Trib=2.0 ft Design Summary D(0.030 Lr(0.050) Max fb/Fb Ratio = 0.139. 11 fb:Actual: 176.33 psi at 1.500 ft in Span#1 = 1 Fb:Allowable: 1,272.92 psi ` 1 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) 2 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#1 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-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=20.0 ft Design SummaryD(0.30i Lr(0.50) Max fb/Fb Ratio = 0.754 1 �•. fb:Actual: 701.24 psi at 2.500 ft in Span#1 y 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) g 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 Fined.2R MAP 20 233P/ File=Q:114051T-11En 414051_-fEC6 Multiple Simple Beam s 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-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=20.0 ft Design Summary 0(0.30 Lr(0.50( Max fb/Fb Ratio = 0.719. 1 c, fb:Actual: 730.56 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+Lr+H 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,2-2x8 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 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 reed 28 M,,P 2c1e,'t,ar=.,. File=Q:114051T-11Engd14051_-1.EC6 Multiple Simple Beam 0299 � , • a ,.,` s ' S,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-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 klft,Trib=9.50 ft Design Summary Dd4 1i')p Max fb/Fb Ratio = 0.631• 1 fb:Actual: 641.52 psi at 2.000 ft in Span#1 Yi 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 4.0ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) I2 L Lr S w EH 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.2 BEAM Size : 2-2x8,Sawn, Fully Unbraced Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-Prll 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 klft,Trib=9.50 fl Design Summary D8CWOAatr)3p� ) 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 r) 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 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-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=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary tv�uu f - �D' 11 Max fb/Fb Ratio = 0.631• 1 ® t fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H r`- Max fv/FvRatio= 0.452: 1 / fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4ft,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 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 P^•ed:2R r,1,,,F 2.014, 2 Kz.P, Multiple Simple Beam File=Q:114051T 11Engr14051_-1.EC6 .# V46002997 ?;;; Licensee.*C ,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-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary D(0 010,Q5�vp 02680) Max fb/Fb Ratio = 0.165. 1 fb:Actual: 209.46 psi at 1.250 ft in Span#1 Fb:Allowable: 1,273.28 psi (T Load Comb: +D+L+H ?7"/ 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-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=0.1720 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary D $R o. of 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+H Max fv/FvRatio= 0.506: 1 fv:Actual: 75.89 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.00.2-2x4 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.b.6 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-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=4.0 ft Design Summary o lL bi , Max fb/Fb Ratio = 0.220: 1 ��� 6° fb:Actual: 498.87 psi at 4.875 ft in Span#1s ; 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 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.040 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 P Inted.2R P,348 221,,23384' Multiple Simple Beam File Q:114051T-11Engr114051_-1.EC6� `1 2997 Licensee•:C.TK,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-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, L=0.0250 k/ft,Trib=1.0 ft Desiqn Summary 0(0.0150 L(0.0250) Max fb/Fb Ratio = 0.069. 1 fb:Actual: 88.16 psi at 1.500 ft in Span#1 Fb:Allowable: 1,272.92 psi Q 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-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary Max fb/Fb Ratio = 0.870. 1 D(0.240)L(0.640) fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 Fb:Allowable: 2,242.80 psi Load Comb: +D+L+H Max fv/FvRatio= 0.467: 1 fv:Actual: 144.75 psi at 0.000 ft in Span#1 13.0 ft, 3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.333 in Downward Total 0.458 in Left Support 1.56 4.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.56 4.16 Live Load Defl Ratio 468>360 Total Defl Ratio 340>180 15238_2018.02.07_RT SF Plan 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 Multiple Simple Beam File=Q:114051T-11Eng114051_ 1.EC6 KW46002997 .�.: . 4 ��,� � .. ... .... ,� � �: � Licensee C.T.ENGINEERING 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 klft,Trib=16.0 ft Design Summary D(0.240;,L(o 640) Max fb/Fb Ratio = 0.349; 1 fb:Actual: 795.35 psi at 4.150 ft in Span#1 r ? Fb:Allowable: 2,281.78 psiLoad afv fv/F al Comb +D80.49 psi at 0.000 ft in Span#1 ..... Max fv/FvRatio= 0.260: 1 Fv:Allowable: 310.00 psi 8.30 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.055 in Downward Total 0.076 in Left Support 1.00 2.66 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.00 2.66 Live Load Defl Ratio 1798>360 Total Defl Ratio 1307>180 Wood Beam Design : TFB.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-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 klft,Trib=9.50 ft Design Summary D(0.1425)L(0.380) Max fb/Fb Ratio = 0.074. 1 fb:Actual: 171.37 psi at 2.500 ft in Span#1 Fb:Allowable: 2,301.93 psi Load Comb: +D+L+H Max fv/FvRatio= 0.070: 1 A fv: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) 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(0.180)L(0.480) fb:Actual: 2,135.82 psi at 9.500 ft in Span#1 * Fb:Allowable: 2,847.26 psi F . Load Comb: +D+L+H Max fv/FvRatio= 0.398: 1 19.0 ft, 5.25x14.0 fv:Actual: 115.41 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.589 in Downward Total 0.831 in Left Support 1.87 4.56 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.87 4.56 Live Load Defl Ratio 386 >360 Total Defl Ratio 274>180 15238_2018.02.07_RT SF_Plan 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 Priarec •AR2011.8C3AW Multiple Simple Beam File=Q:\iaos1T-t\Engr11do51_ t:Ecs 2997 '„ \.. 0 .. LicenSee1. 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-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Desiqn Summary D(0.1538 L(0.410) Max fb/Fb Ratio = 0.136 1 • • fb:Actual: 312.49 psi at 3.250 ft in Span#1 41'$ a 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.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 1 fb:Actual: 877.51 psi at 8.000 ft in Span#1 ' o�(�s ° poi Fb:Allowable: 2,370.99 psi r` . -=* k; Load Comb: +D+L+H • ._... Max fv/FvRatio= 0.237: 1 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) D 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-Pril 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.750 ft Desiqn Summary D(0.08625)L(0.230) 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 N: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) D 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 6 ?r st2:8ADR 2Q1d.8:C3A64 File=Q:114051 T-11Engr114051 -1,EC6 Multiple Simple Beam .#:Kf-0600299 :: a ��� ;, ..... Licensee C.T.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-PrIl 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=0.80 kilt,2.0 ft to 4.0 ft,Trib=1.0 ft Unif Load: D=0.010, L=0.0250 k/ft,0.0 to 2.0 ft,Trib=5.0 11 Point: L=2.20 k @ 2.0 ft Design Summary La 201 Max fb/Fb Ratio = 0.324. 1 D{o o50),L(o 1.50), D(0 10)L(0.80) fb:Actual: 749.89 psi at 2.000 ft in Span#1 Fb:Allowable: 2,313.41 psi Load Comb: +D+L+H Max fv/FvRatio= 0.268: 1 fv:Actual: 82.94 psi at 3.213 ft in Span#1 Fv:Allowable: 310.00 psi 4.0 ft, 35x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.020 in Downward Total 0.021 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 Fn ed:2R r AR-,ra1,,2 35F,,,, Multiple Simple Beam File=Q:114051T-1\Engr114051_-1.EC6 ... . -0600299T, • g... ENGINEERING `h . Tuve 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-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.80 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Desiqn Summary D,00880) Max fb/Fb Ratio = 0.883 1 , f8 fb:Actual: 821.20 psi at 2.500 ft in Span#1 „ Fb:Allowable: 929.74 psi Load Comb: +D+L+H Max fv/FvRatio= 0.585: 1 fv:Actual: 87.78 psi at 4.233 ft in Span#1 Fv:Allowable: 150.00 psi 5.0ft,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-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=4.70 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary 0 I1,�o c 050 Max fb/Fb Ratio = 0.336. 1 8: , l8' Sir Edi fb:Actual: 759.60 psi at 5.500 ft in Span#1 Fb:Allowable: 2,261.18 psis Load Comb: +D+L+H :s 4r;,xb, Max fv/FvRatio= 0.206: 1 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 Unit 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 Desiqn Summary Max fb/Fb Ratio = 0.057. 1 s' Y fb:Actual: 130.97 psi at 2.750 ft in Span#1 Fb:Allowable: 2,299.17 psi Load Comb: +D+L+H Max fv/FvRatio= 0.052: 1 v fv:Actual: 16.11 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 5.50ft,3.5214 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•• g1018.� �7_f $F_Plan 3B_Structural Calculations(2017 OF '+Lr+S 0.000 in Upward Total 16 pp0 in RightS•..F3r� 5 L L d Defl Ratio 21381 >360 Total Defl Raffle91 6>180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the Printing& Title Block"selection. Title Block Line 6 Printed.28 MAR 2C ,2'35F1'. Multiple Simple Beam Fie Q:114051T-11Engrt14051_-1.EC6 uo M.46002997 ', © ���� ..: �• ' � . .%pensee 1 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-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=0.340 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=2.70k@2.Oft Design Summary Max fb/Fb Ratio = 0.275• 1 9(0.10)L(0341 D(0.0240)L(0.0640) fb:Actual: 621.95 psi at 2.017 ft in Span#1 : Fb:Allowable: 2,261.18 psi Load Comb: +D+L+H � `T' fv 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 H 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@11.50ft Design Summary uo, Max fb/Fb Ratio = 0.360. 1D(0.0150)L(0.0250) fb:Actual: 822.85 psi at 7.500 ft in Span#1 D(o 10)L(o 340) . V Fb:Allowable: 2,287.12 psi Load Comb: +D+L+H Max fv/FvRatio= 0.233: 1 A fv:Actual: 72.34 psi at 7.500 ft in Span#1 Fv:Allowable 310.00 psi 7.50 ft 4.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.109 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 klft,Trib=2.0 ft Design Summary D(0.030)L(0.050) Max fb/Fb Ratio = 0.040: 1 ` fb:Actual: 41.09 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi W 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 n,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) p 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 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 R-med:28 MAR 22,71 , z 55PV Multiple;Simple Beam File=Q114051T-1\Engr114O51_ t.Ec6 tic. # KW-0+6002997' ° 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-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=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary • °0444149s1V Max fb/Fb Ratio = 0.355. 1 fb:Actual: 360.86 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi • Load Comb: +D+L+H Max fv/FvRatio= 0.291 : 1 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 w E 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-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=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary pave l .�6°sgt?, + 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,2-2x8 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 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-Prll 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(01538)L(0.2563) fb:Actual: 581.40 psi at 3.255 ft in Span#1 Fb:Allowable: 1,193.24 psi + Load Comb: +D+L+H Max fv/FvRatio= 0.314: 1 fv:Actual: 56.57 psi at 6.230 ft in Span#1 Fv:Allowable: 180.00 psi 7.0 ft 1.50 ft,4x10 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 P- ad.28 MAR 7C le 2 35P Multiple Simple Beam File=Qa4o51T 11Engr114o5r-1.Ec6 LSC, ��f,; y :`. `� ISee 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-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 Design Summary D(0.1538)L(02563) Max fb/Fb Ratio = 0.461; 1 fb:Actual: 549.58 psi at 3.325 ft in Span#1 Fb:Allowable: 1,193.24 psi Load Comb: +D+L+H Max fv/FvRatio= 0.386: 1 fv:Actual: 69.54 psi at 7.000 ft in Span#1 Fv:Allowable: 180.00 psi 7.0 ft 1.50 ft, 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr s w E 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 /\ /\ Span = 7 ft RI 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 batt = 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 FcI I = 1,000 psi Cv = 1.00 CM(cII)= 1.00 FcL= 625 psi CF(B) = 1.00 CM(cI)= 1.00 E = 1.6E+06 psi 8TOTAL—L/ 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 M ►,r 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 2mi .0verto1 t ¢f .199 '" 1\--1411- ,.14 1 - , - � Yu tcA « .° 12-1-0-) Iowa rs,,,,,9,_ - , ,---- `` „ Lake Oswego cvrti Tualatin y� UeSt 52015 MapQuest t data 2O°i�a.,, C A� apl$aest USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g S, = 0.423 g SMl = 0.667 g SD, = 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. MCR Response Spectrum Design Response Spectrum 0,22 1-t .20 0 22 0,25 a. s.t aa.n .55 a to 'kill a cc in I 0,22 0 44 0. 0 2432 v.. .t 0.10 02 C3. 0.20ra orco D. 1._:= 1.20 i. t.+sa LSD ioa b. s as aass DsO G2Y: 1.::%.= iso 1is 1. 1. .`_00 Period, T(sec) Poari d,I(sus) • 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 SMi= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SDi=2/3*SMI 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 no= 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) So,= 0.45 x=0.75 [[ASCE 7-05(Table 12.8-2) R= 6.5 C,=0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) S,= 0.43 k=1 ' ASCE 7-05(Section 12.8.3) Ti=6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=S./(fie) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=SD,/(T'(R/IE)) (for TT r) 0.383W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Soy'TO/(T`*(R/IE)) (for T>T,j 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,(/(RIIE) 0.033 W ASCE 7-05(EQ 12.8-6)(MINA S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Area#1 Area#2 Area#3 C„= DIAPHR. Story Elevation Height AREA DL AREA DL AREA DL w, w,`h;" w,`h:` DESIGN SUM LEVEL Height (ft) h;(ft) (sgft) (ksf) (sgft) (ksf) (sgft) (ksf) (kips) (kips) ((w;`h,' Vi DESIGN V V""m 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 1 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 10.31 i 12.76 I 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 3sec.3 l= 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= Gable Gable N-S E-W Ps30A= 28.6 28.6 psf Pitch= 25.0 25.0 Figure 28.6-1 Ps30 B= 4.6 4.6 psf Figure 28.6-1 Ps30c= 20.7 20.7 psf Figure 28.6-1 Ps30D= 4.7 4.7 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kai= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*Kz,*I : 1 1 Ps=A*Kzt*I*ps30= (Eq.28.6-1) PSA = 28.60 28.60 psf (LRFD) (Eq.28.6-1) PsB = 4.60 4.60 psf (LRFD) (Eq.28,6-1) Psc = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and C average= 24.7 24.7 psf (LRFD) Ps B and o 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 AA AB AC AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 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-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 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) Roof 9.00 10.00 10.00 4.92 4.92 6.50 6.50 3.81 3.81 5.03 5.03 Top Floor 10.00 0.00 0.00 8.39 13.31 9.96 16.46 6.50 10.31 7.71 12.75 0 - 0.00 0.00 V(n-s)= 13.31 V(e-w)= 16.46 V(n-s)= 10.31 V(e-w)= 12.75 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 25 of 35 N&S_Roof SHEET TITLE: 3'j � '}�a �{7p(yt#b;,,F9,. a Asidl' i CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B Diaph.Levelof Direction: ': Typ.Panel Height eft. Se11111110 lemic V 1= 4.40 kips Design Wind N-S V i= 3.81 kips Bum Selemic V i= 4.40 kips Sum Wind N-S V I= 3.81 kips It)DISTRIBUTION TO SHEAR LINE:[ l;t ';2 r? r„q t�i r;; �7 CE ..';� {;:G 75 ; .. ,,, Trib% V level Above Line Lead V ebv. V total Llne >rm'Shear,V Line E W E[k) W[k] let Line Trib 2ine Tab. E[k) W[kJ E[k] W[k] L[ft) E[plf]W[pill '0,..-- 50% 2.199 1.9059 " .y�88%„:„,,,.7.,,':-, % N 0 2.20 1.91 14.32 154 133 r 50 1.9059 140° 0 2.20 1.91 15.41 143 124 0% 0 0 )00% 1' 100% 0 0.00 0.00 0 I Y 0% 0 0 }2'� '„r 100% 0 0.00 0.00 0 tg9, 0 0.00 0.00 0 0% o o ',•,�,g ,� \ 0 0.00 0.00 0 Oh 0 0 " 0 0.00 0.00 0 - 0% 0 0 '%''*,,t,? Ire �.,,„ 0.00 0.00 0 E. 4.40 3.81 •• d £=I 0:1'0 00 -j 0.00 4.40 3.81 Balance Check: ok ok Balance Check: ok ok ok ok MORE THAN 14.3 O F 2)DISTRIBUTION TO SHEARWALLS E.Q. E.Q. E.Q. E.Q. E.Q. Wind Wind Wind WALL, THEREFOR E Line ID „eel! Co Lwall H•vuL v V Amplifiers Type Type v (It) (fl) (fl) (PIP) 1k) P 210, (pig (k) P6TN OKAY. 0 F4F,uT 1$2 1 00-) 14 32 ,810 154 2 20 1.00 1.00 154 .... �TN 1 3 1.908 'f 0 00 310' 0 • 0 00 1.00 1.00 •-• -•• 0 t ....; 000 10 ,� 0 000 1.00 1.00 •-- -••• 0 m 0 00 0• 0 0 00 1.00 1.00 --- •-- 0 0 00 9,(f o 0.00 1.00 1.00 --• 0 -5 * s 750 ti1o4 143 1.07 1.00 1.00 1„;:f N P6TN 1 0.928 AST x"2B i7; '*. a 791 ${0: 143 1.13 1.00 1.00 1 3 P67N PSTN 1 4 0.978 t 1 - ¢s 000 1 1}�-s. 0 0.00 1.00 1.00 --- •-• 0 m o 001.1.4.,!-..0,- $�r 0 0.00 1.00 00 0 a, s 0.00 8. 0 0.00 1.00 1.00 .-. ... 0 a 000 s 0 0.00 1.00 1.00 -• -•- 0 ` 0 00 a,iS('.,; o 0.00 1.00 1.00 •- -- 0 p 1.00 `Special E.Q.DL Uplift Facto OL Uplift Factor r end[_ ., 3)OVERTURNING RESISTANCE I Selemic Uplift Wind Uplift Resisted Resisted 8etluced Net OTM Add.' ned�cee Net OTM Add.' Max. Line ID L0 m. wdl 1°.81' ID(92) Lone OTM Rvns Level Abv. Total II U U,,,,n OTM Rn,r,, Level Abv. Total U Uwm U,,,m HD (9) (klf) Above Above (%) (kip-fl) (kip-ft) (kip-fl) (kip-R) (kip-ft) (k) (kip) (kip-ft) (hip-fl) (kip-ft) (kip-fl) (kip-ft) (k) (kip) (kip) '4'[ W*,15 16.3 / ' 14.07 17.81 23.29 -5.48 -5.48,.......,,i.......;:„,:,,,,40744,4:1,04 -0.39 15.44 25.30 -9.86`s"'�y„., -9 86 (i -0.70 -0.39 NONE illill 0 0 � r j rnj4 4i s: 0 0.00 NONE 00 a \� : ged0 ,10g ,.„ a 4 0.00 NONE �6 ce 0.0 \ % iiii0 a 5 0.00 NONE Y • 9.0lik: - ,0 1 C)0 akiii }1 0.00 NONE •EAST E2, 01 yii4iilkigiiiiirif 7.25 8.67 8.57 0l0 „4.. 0.10„j,[$} ^wm: 0.01101114 7.51 9.39 -1.87 a -1.87 -,qy -0.26 O.OI NONE To h-AT: E2h : 9.9 0.10L,, 7.66 9.14 9.32 018;; 0 -0.18 104 7.92 10.21 -2.29 t -229 -0.30 -0.02 N•ONE • 0.0 015,,,,,; r 1 •.•� .Q. a 0riW‘ .00 NONE lighikk.•,..,.,g:::•$1...;';' 0.0 41$ �\ ,s 3,,,,,`, .0 0 0.00 NONE a, iiiaa ':' D 0 :4,1 :0 p. s r t3 3.00 NONE 12 IlllllilikiltyYYf} 00 0e$ {1 lifi- 0'' a' [ 0.00 NONE ... s ,.,.,;• 0•0 .:ry1.,..,, ...� a €S.,k's. 0 a Iiil•�0 0.00 NONE Holdown Ch.Offset from SW Entl: A. E. 0.00 .5.55 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 26 of 35 N&S_Top Floor SHEET TITLE: "''ipTEp'04 ,000:10 ,� CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B Diaph.Level: p(por Direction. Typ.Panel Heght i;S5,.)5. Selsmlc V 1= 2.9 kips Design Wind NS V I= 6.5 kips Sum Selamic V l• 7.2 kips Sum Wind NS V i= 1D.3 kips 1)DISTRIBUTION TO SHEAR LINEN Trib% V level Above Line Load V abv. V total Line Uniform Shear,y Line E W E[k] W[k] 1st Line Trib 2nd Llne Trib. E[k] V1/:‘,1- E[k] W[k] L[R] E(plf] W,._in WEST 5()%:•,::: 50% 1.401 3.248197 a 1e :,`j 2.20 3.60 5.15 35.4 102 146 EAST 51 50% 1.401 3.24819 + t,i+®',-?. 2.20 1.91 3.60 5.15 22.48 160 229 0% 0 0 ), % 1,00 0.00 0.00 0.00 0.00 0 -, 0% 0 0 +rya, 10095". o.00 o.00- 0.00 0.00 0 0% 0 0 100% �'013%e, 0.00 0.00 0.00 0.00 0 0% 0 0 t + 100 �L•1 e° 0.00 0.00 0.00 0.00 0 w 100% ++�:h 0.00 0.00 0.50 0.00 0 '<<; 0.00 0.00 0.00 0.00 0 117.1t9..1 :, £= 4.40 3.81 7.20 110.31 Balance Check: ok ok Balance Check: ok ok ok ok 2)DISTRIBUTION TO SHEARWALL8 E.D. E.Q. E.O. EQ. E.Q. Wind Wind Wind Line ID Lwall Co Lwall' Hvn�. v V Amplifiers v' Type Type v V (N) (6) (6) (pl0 (k) p 2w/Ai`I (10 (it) (k) WOOT Wl 1,00 35.40 102 3.60 1.00 7.00 1 2 P6TN P6TN 1 6 5.15 0Rz 0.00 0 0.00 1.00 1.00 --- -- 0.00 .✓ "�' :. 1.00 --. --- 0.00 out 0.00 ta0 0.00 0 0.00 too 7.00 -•- -- 0.00 EAST `' 14;` rr:- 14.57 160 2.33 1.00 1.00 10 P6 P8 2 8 3.34 EAST r 7 B ,. 7.91 180 1.27 1.00 1.00 1 0 P6 P6 2 8 1.87 0.00 + 0 0.00 1.00 1.00 --- - 0.00 0.00 0 0.00 7.00 1.00 -•• -- 0.00 9 0.00 0 0.00 1.00 1.00 --. .-- 0.00 3,\,� NOW 0.00 0 0.00 1.00 1.00 --- -- 0.00 1,t9':: 0.00 0 0.00 1.00 1.00 •- ••- 0.00 0.' 0 0.00 1.00 1.00 -_ 0.00 p- 1.00 C k"4. 'Special E.Q.DL Upl • ift Factor a. 1�r'. DL Uplift Factor hV d E\"".,t0.0# 3)OVERTURNING RESISTANCE Selsmlc UpIIR Wind Uplift Resisted Resisted seduces Net OTM Add'I seduces Net OTM Add'I Maz. Line ID Lara_ w di ID(WI) ID(82e) Leen OTM Ron, Level Abv. Total 0 U U,,,m OTMU Ro.a Level Abv. Total U U„r) (idp) HD (N) (kip Above Ab( a (it) (kip-N) (kip-1t) (kip-N) )k p N) (kip-tq (5) (kip) (kip-ft) (kip-N) (kip N) (kip-N) (kip-N) (k) (kip) (kip) v yC -85.07 '(00 2.70 46.90 132.88 -85 98 9.88 95 84,, „',' l7 .2.73 -2.70 NONE 4ME"1' 3i�6 974 (1S W 0r X,I 35.15 32.76 122.30 89 54 : $,4$ y �*4 00 t�10 ,;, 0,50 100 HMO P #S 0„00 0 0.00 NONE 0.0 4)5 9 SK 5 \ Y 5 3 s0"➢.", 1 t Y1.BD �[ 0.00 NONE \\ 0.0 0] N ; 000 1 C#3P t1 fyp 17.00, 0 0.00 NONE swill i4 ; 16.6 0]b' 1 14.32 1 21.23 24.01 2 77 I: t,],Q0 -2.77 1001:"..!''P--:::•.2:! z� 0 -0.19 30.40 26.08 4 32 0.00 4 32 0 0.30 0.3D NONE • t)A0T,. 01 9.9 �. E,8 B '; 7.66 11.53 8.59 2.94 -0.16 2.76 r " ,0 0.30 16.50 9.33 7 17 t v29 4.82 ,0 0.64 0.64 STHD74 f 0.0 5\ .: \ 000 + �F 0 `00 0 0.00 NONE r�\\r t 00 T\\a .: KO.e� [ 100 fq� r 51x�j 0.00 NONE ? lt, /,r/ 00 : I Db v:I '...0, � 0 0.00 NONE ,,,,,',1.1.41111n#4117. ,, Wge„ r„°ikl 00 000 0 0.00 NONE NONSTACKING SW ELEMENTS w r r r' [` „ .._ 100 ': 0.00 '. 0 0.00 NONE ' U 0.0 0.]rL5, l0 ..i'„5.55a 'I 00.........� aQ -1.67 ....,,..,..r..0 0.00 NONE Holdown Ctr.Offset from SW End: E. -5.55 -95.03 Page 27 of 35 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf E&W_Roof SHEET TITLE: $#k]i„ATAL: - .klWflt]1ft)•.,;i ����\�::�:5 • CT PROJECT#: CT#14051:plan 3713 Twin Creeks,Elevation B Dlaph.Level Direction: Typ.Panel Height 1''',X. Seismic V I= 4.40 kips Design Wind E-W V I= 5.03 kips Sum Seismic V I= 4.40 kips Som Wind E-W V I= 5.03 kips 11)DISTRIBUTION TO SHEAR LINEN rl ,,. a,., Trlb% V level Above Line Lend V abv. V total Llne Uniform Shear,v Line E W E(k] W[k] 1st Llne 7rlb Lined Eine Trlb. E(k� W[k] E[k] W[k] L[k] E[pit] W[pill W(' 55% 50/ 2.199 2.51648 f, iii ., ss.. 0 2.20 2.52 30.39 72 83 51196 50% 2.199 2.51648 1 + '' a a, i� - 0 2.20 2.52 22.82 96 110 e. 0% 0 0 :, 9aa a` D 0.00 0.00 'S,a 0% 0 0 �, qa. s - 0 0.00 0.00 0 %' 0% 0 0 gf '4 a 1 0 0.00 0.00 0 0.00 �?Y��NN °';:' 0 0 � e _ 0 0.00 0.00 0 0% '0' 0 9 a e as - 0 0.00 0.00 0 o.00 £= 4.40 5.03 E. 0.00 I 0.00 4.40 5.03 Balance Check: ok ok Balance Check: ok ok ok ok 2)DISTRIBUTION TO SHEARWALLE EO. EQ. E.Q. E.Q. E.O. Wind Wind Wind Line ID Lwell Ca Lwell' %v v V Amplifiers v Type Type v V (X) (ft) (8) (DIS (k) P 2w/h l.i (P1� (pit) (k) NC#RTh N A �O S a a; 30 39 72 2.20 1.00 1 00 POf2i`F.Tt1ANSFF• t3 W f`.ALC'• 'i1 2.52 0.60 ) 0 990 1.00 ,00 06.•f -.- i --- 0 0.00 0 iJTi- 2.A ,1(it)• 111.439 1 33 0.10 96 1.09 1.00 1 00 FRC:F.TRANCFFR 5W I AI C :I 1.25 ,$Qlrt�,-,�,4.y2{ "!1 1149 819 . 96 1.11 1.00 1.00 E'TRAN)5F59 W..GAI.0 1.27 9 0.00 810 0 0.00 1.00 1.00 ••- 0.00 -� 0.00 , 5 0.00 1.00 1.00 •-• - 0.00 1 0.00 0 0.00 1.00 1.00 -•- -- 0.00 1 r a- 0.00 0 0.00 1.00 ISO ... ... 0.00 1 t�����33 0.00 181 0 0.00 1.00 1.00 •- -- 0.00 1 W 0.00 VY(!j; 0 0.00 1.00 1.00 •-• ••• 0.50 ...........::..:.44111i ^�� 1&0; 0.00 i-;i 0 0.00 1.00 1.00 ... ... 0.00 1�1y 0.00 .. 1)j'; 0 0.00 1.00 1.00 .- ... 0.00 p 1.00 `Special E.Q.DL Uplift FactorFacto,wAN'nd:';i?"$0 0% 3)OVERTURNING RESISTANCE I Sel,mlc Uplift Wind Uplift Resisted Resisted Redwed Net OTM Add' Reduced Net OTM Add'I Max. Line ID lot m. or dl ID(#1) ID(82) L„aM OTM Roan Level Abv. Total Si U U,,,m OTM RorM Level Abv. Total U U,,,,, U,,,m HD (ft) (kit) Above Above (fq (kip-it) (kip-ft) 04913 92 (kip-X) (kip-X) k (kip) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-X) (k) (hip) (hip) NORTH. N,,A 32.4 015 I. 30.14 17.81 91.73 -73.92 -73.92;x- -2.45 20.38 99.67 -79.28 : 7928 vy� -2.63 -2.45 NONE 0.0 X015 ,;. 1 0.00 ,NONE T$FINOUTH 0,51.0 : 13.3 615 11.08 8.84 15.54 .6.81:1115,1.,..1 -6.69 two -0.60 10.12 16.88 676 -6,76 '',i'4'4 -0.61 -0.60 NONE .. , �, l,�' $DOTH �ur(,2.$ 13.5 p 15 -• - 11.24 8.97 15.91 -6'94"! -8.94 -0.62 10.26 17.29 7 02 fl: 7 02 ,,,U -0.62 -0.62 NONE iiiiii .:. irill 0.0 015 _� soommoo ' ,I (? 0.00 NONE '(l 0.00 •NONE \\ N, 0.00 •NONE �\�� 0.0 ,afr' `�\ `gr.\y+, ail/_ • `4 1 rJ ..t - �,# 0 0.00 NONE iFife.Migiii0.0 1L\� )^� •' 1.1 e° : ,t)0 .0 0 0.00 NONE „,�. 0.0 ]415 "( 1,00 0 '0 IJ O.OD NONE 0.0 015 141! :!' 1.00 0 0 a Vita CY, D.00 NONE 0.0 O 95 a„ ,.� ', 1.00 .Q f1 .w....w�.,;,d 0.00 NONE Holtlown Cl,.O#set from SW Eed: 5:v E. 0.00 -87.55 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 28 of 35 E&W_Top Floor SHEET TITLE IC:11).1.61:4051-1ERPAlatnE3-7W13°TWw!ntsC w B CT PROJECT# 'iftdb, .7 kips Design Wind E-W V I= 7 7 k k , Sum Wind E-W V I Typ.Panel Height•-"s, 84 ft. sup,sipmic VI= 7.2 ions oN oa TmEB..1 NI_EODA D(D ouVALUESBLE1 DSOHROTWA LN)AREWAL FORL Line Unit.'"S. r,y. SEGMENTS V abv. r rVkitotal k L[ft] E(p1 W,i'' 184 1)DISTRIBUTION TO SHEAR LINE: Trlb% V level Above LIne Load 1 (NJ 101 Line Trlb 2nd Line Toovirlbt....., E2 20'01 W2 5[N21 -2:90' W4.45 24 15 F-. Line !la, 2W5% 0E.7[0k; 1.92874 '1 I" '1--(:4*,,,''''A..,..,41....,...„ ,.'.110-1,A ' 1.32 1.51 2.72 5.37 23.06 319158 233734 1.01 1.58 2 94 4 etn;'.. ,r--.. 50% 1.401 3.85749 lie AJTH .„.7 „, .., ,::*•,.•,..'?„,.-4.,i.i' 0.88000 0.00 0.00 0.00 GE UTH -iili:.A: 25% 0.701 1.92874 tz.......•.„,,,,,..* ''''l'''''',.„:',-,'' -,'47.1'',.. 0.00 0.00 0.00 0.00 Col SO ,•..,... 9% ? g ::ii.*:":7;:'',777/.. ",,,,.„ 0.00 0.00 0.00 0.00 . .,:, ,,, •:-..:. .- 0,:, 0 . ',.'2'Ns.10'''.1,'' ''7Ct4'; "° g.g00 0.00.00 0.00 0 '''''''' ''', 0% 0 0 -"0% 0 0 ,i .' :;'P,,F,^.'..;,;',‘,"7°',L'''' :: 0.00 . . 12 75 E= 2.80 7.71 L- 440 5.03 o Balancek E.Q.E Q. EQ. 0.0: EQ.lType TypeWl"d WindvWindV TO SHEARWALL: Pther. (p8)2)DISTRIBUTIONLwelr Hvo v V Arni , (p11) Line ID Lwall Co ft, (010 (k) p (k) 'r' . 4.45 (It) (!) ,.; (-e ''' (0. 1.00(„ 2.90 ..;4.0.-aw.acru.i, -, a 8 0.00 RTI- Ill A 24.A.,,,,31-0,,, .0° .,,.i.,..ai 0 0.00 1 0 1 00 1 oo 0 - 233 3.12 N° 0.00 .;.. . A 1.00 1.00 //8 P6TN li 2.25 0.00 5 0 0.00 1.1 A 1" „,...._1 40 13.40 10.740, .imi..11 11, CON 1 , r 1 B Wilanall4911KTMPIIKII.,,_011.... .....81'." -."'. ' Itillial P.O ' i"E 14‘16' 0.00 °4:°°0 611.,..,...3''! gt03 WI 113° 111111111WW-.0:CIL S01.111 S 1 111 1,C0 0.00 ....W.:WM1.2? 0- 11 7 .7:.' -1 0 In 'MI °'3! 1-S, ' -6.''T- -.00 100I 0 - - 0 4111 ' - . 'too I', a' • ' o oo 1.00 . 0.00 p 1.00 Special E Q DL Uplift Factor DL Uplift Factor w/Wind:'-'i.. * L-1,70S, Wind Uplift Seismic Uplift Net OTM Add) Max. ned,,oe4 Add) Net OTM 3)OVERTURNING RESISTANCE ik ) (k1.-ft) (k) ' Level Abv. (kip) (440 Total 0 U LL_,,„ OTM Roan • (kip-5) (ki•-it) )kip-6) ' ,,,,,,,,„,,P4,• NONE ,p3 70 s, -4.34 -4.34 L,n. ID Lou en w dlOTM Reduced ID(,) ID(#2) Lana . ft (kip4t) (kip-ft) (k) 64 96 -24.51,,e/FM1,91 '.--- ),pri,,,e, 0.00 NONE (II) (4-ft (kip-Il) (kip-ft) ...,..... 10 1 00 ..,, Level Abv. Total U U.:,) HO HO .1ki -4.49 40.45 wr=1,;,&..„:-.0 (ft) (klf) Above Above , ,3 40....•..,;.' 42- 7.32 .., ,.......„....„..,... .. , ', ,,0 -,-;--,-::::. 23.90 26.39 59.79 . 4 44 mor94.1,,,, ‘, MillriTn: 0.00 NONE ',',10 -sn 09:0M0 -0.89 -0.69 NONE '';': '''EC;'4 00 M,'-'-'1,1 ";,!,- '''' 0,;',111111144-71--; ' 28.38 37.47 -9.09 ' 18",:,'„„,,,,• 0.74 0.74 STHD14 ,, Ilfflikad''-'-' '''' 8 4'43 '' ()Maffl 8 :i.',',.‘...''....,...: 0.0 r;::: ! hi..rrsmm , -,,.03....;•10,.....5:,./..'• ,,) -0.22 20.46 13.53 643 0_0,lim 0 0.00 NONE CENte.li 6:11/4:::::111/1rt' 1,;,;,110,S1.1:...1411 9 .1 10.37 12.40 -2.03'::---b"...o ' ..,,..• margimmnimmerimm.. .....„•,....„.,.....,,,, 040,,..,....NONE a e, Mg:0 kirji'',,::,' •- ,'' A 0;40 "88 ''. GEA.,-- ""'''' ;,, ,ta.,, '• •,';;,.,',4i,t',"'-,;,', • 0.0 Wit",,,,,"'''' ''''' , E APA TESTINII; ...,.,..,..., 0.00 NONE ''''''''C;", 'i'it' iRTA'i-'ELM , 111111111111R6, ImiTh' '- ,:: '''''''' 6 0 M 4.11''''''''' ' ' .,tIMIFir rn X;•(ZA-, .... NONE •:Se' '•'''''''''''" ' A;,'•,,,,r.A *; 'DO j ET '''''''',' 0 0 '''''.44: ' '' '' MININIMIRIOMI-40g7 0.00 NONE .i...' ,! 1 , , „a ,.. 74,,L,,,,m,,,,,,,,,, 0.00 NONE 1:1'.'-lTACKINGSW EL0E0MEH4::-,7„...,7„,.... .-- ,," „Yi.:....7.0 t „ ,..., ,. ...,,,, 00 ,,: .2,„,„,,,,,,,,,,,,,,, ;11,1 ,,..., _'''''' nri ''''''''.-l'''''''''.. C. -87.55 -116 89 1S11g11.1/1.1.11.1111'111'1A, 0 0 1 ss. „111 s'' , ,,..7441 in Holdown CO.Offset from SW End ,....:. . Page 29 of 35 15238_2018.02.07_RT SF Plan 3B_Structural Calculations(2017 ORSC).pdf 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 ► • H head = A v hdr w= 82.8 pif 1.10 ft u Fdreg l;eq= 567 F2 eq= 157 • , =,,drag) w= .,9 F2 , - 180 WALL TYPE H pier= I eq= «'® v3 eq= 107,8;plf P6TN E.Q. 5.5 1 w= 12 ,. . �� v3 w= 123,4plf P6TN WIND feet ' H total = 8.1 v ' ,' Fdreg3 eq-- F4 e.- 157 •f FT E i�tvP Y feet I`drag3 w 649 F4 w= 180 A ' F � .F/ � it 2 +/h 1 c *,,, ? is .`4; a.� H sill = v\ �, K 1.5 r � ��, s t• v ill feet 3,` ''%' aI;s r3iy • REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 16.0 L2= 10.0 L3= 4.4 Htotal/L= 0.27 4 ► ► Hpier/L1= 0.34 Hpier/L3= 1.24 L total = 30.39 feet ► Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] 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 ► ► v hdr eq= 96.4 plf — ► A H head = A v.hdr:w= 110.3 plf 1.10 ft v Fdragi eq= 310 F2 eq 312 Fdrg?"w= 4 F2 - 357" WALL TYPE H pier= v1 eq= 223.71;)/f v3 eq= 223.7 plf P6 E.Q. 5.5 vi vier. 255.x1 plf v3 w=', 256.0 plf P6 WIND feet H total = 8.1 v Fdrag3 eq-, S F4 e•- 312 feet • Fdrag3 w= 354 F4 w= 357 2w/h = 1 H sill = • leg= 96.4 plf 1.5 v sill "= 110.3 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 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 V 1 eq = 652.4 lb V3 eq = 454.9 lb V w= 1267.1 lb V1 w= 746.5 /b V3 w= 520.5 lb ► ► v hdr eq= 96.4 plf ► A H head = vltdrw= `i103 /f 1.10 ft V t� Fdrag eq= 369 F2 eq 257 ' ° r Fdragi w F2 - 294 WALL TYPE H pier= t1 eq • •1/ vs eq 221.9'plf P6 E.Q. w 5.0 vi 253.9 p/f• 253.9 plf P6 WIND feet H total = %�' • �s 8.1 dig F4 e. 2, feet A Fd +� 422 // 2 "7\ \ Hsill = \ i/leq 964p/f 2.0 74,E , 110.3 p/f feet A, \\ • 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 ► i ► Hpier/L1= 1.70 _ Hpier/L3= 2.44 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 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 ' V3 eq = 2119.4 /b V eq 2899.6 lb V1 eq = 780.2 Ib V w= 4445.2 Ib V1 w= 1196.0 lb V3 w= 3249.2 /b ► ► v hdr eq= 120.1 plf ► • H head = Av hdr w= 184.1 p/f 1.10 ft v Fdragi',eq= 420 F2 eq---- 1141 A Fdragi w •'4 F2 - 1749 WALL TYPE H pier= • u1 eq- 260'.1 plf u3 eq=' 260 1'plf P4 E.Q. 5.0 vi w 3 1 y � � v w= 398.7 p/f P4 WIND feet 5 '� \� -' H total = - 9.1 �� . eq F4 e. 114 feet w- 644 F4 w y w r . „�'� �+' ,,,•,,,„ � � 2w/11-..., y ,� ,.•, ', fu r' H sill = �- v oil,eq . 3.0 � j v Sill w �' �� feet � ' • °• ��`a��� • 17 REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: Ll= 3.0 L2= 13.0 L3= 8.2 Htotal/L= 0.38 4 ► Hpier/L1= 1.67 Hpier/L3= 0.61 L total = 24.15 feet Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 33 of 35 Table I. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Sheart•m(Ibf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 24 8 1,675 (2345 WIND) 0.38 2.88 10 1,125 (1575 WIND) 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10fab 1931 EQ(1444 WIND) Foundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strop per wind design min 1000 Ibf 2'to 18'rough width opening on both sides of opening t for single or double portal J r opposite side of sheathing 1 ry Pony t Iwall :. I height • :r : r - - Fasten top plate to header Min.3'x 1 1-I/4"net header i ±�%.;• with two rows of 16d " sree1 header not allowed i 'o ," A sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' •• 1,, galvanized box nails at 3"grid pattern as shown 't! panel sheathing maxe totawall .• i. 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' e. Min.double 2x4 framing covered with min 3/8" nailed to common blocking thick wood structural panelsheathingwith - within middle 24" fport l max het ht 8d common or galvanized box nails at 3"o.c height.One row of 3"o.c. g .. in all framing(studs,blocking,and sills)iyp. nailing is required in each panel edge. Min length of panel per table 1 " \ �� Typical portal frame I~` construction Min{2)350LI b strap-type hold-downs "° (embedded o concrete and nailed into framing) I.. Min double 2x4 post(king Liand jack stud).Number of ? Min reinforcing of foundation,one#4 bar 1 p jack studs per IRC tables I . /top and bottom of footing.Lap bars 15"min. I R502.5{t)&{2J. i % :I I 1 i 0 ; i:. i Min footing size under opening is 12"x 12".A turned-down \ __,,L Min 1000 lb hold-down \ slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installedper IRC R403.1.6- concrete and nailed into framing) with 2"x 2"x 3/16"plate washer 15238_2018.02.07_RT SF_Plan 3B_Structural Calculations(2017 ORSC).pdf Page 34 of 35 180 Nickerson St. CT EN G I N E�.1E RII N (G ' . Suite 302 Seattle,WA A Project: r1�5 l)c e QJ/ d gz.t.— P4 — Date: 98109 (206)285-9 512 Client: a�W- 23 .4;', t (,3,� 6��5 G 2435,/-,p,?i) Page Number: FAX: (206)285-0618 . Ve-= -50-7) ops.vie . , P n----Ast)(c1-60 A-77E"--. r‘ Q vtc y `e-- k_6 ''_gr, --Ai A),_5(' op , / 0 g.`•. X [6`` ' k � . _. , Pont s Pr2s-43-x_K 727,(2_ o � .)li .0 ru mac 517 r� B U/U�, k7u , ►- -r� A7 - 860446 ot._ (2)(0,2 -(, _ (9. 6j;>„ 61; 6)(0,-6/60 (2, 12_ (r ( 04 0.9Z3)Liz-) 2 D,L 000 _ \ X1 (,7 �c (g `3q2 J ) � Afp4 co ) A 5f ' P x1( m 1,0/6 /-4- of= 0, 86 tAtu,. 12X112 /0/4-¢ R.4 , )12. cl 4-4- . in , 61 D rte, t BAIL eg_,,vipc-s .3-y-,> Paf- M - _ 15238 2018.02.07 RT SF Plan 3B Structural Calculations(2017 ORSC).pdf Page 35 of 35 Structural Engineers J1 MAIN 10-12-15 N Roseburg 12:58pm A Forest Products Company 1 of 1 CS Beam 4.21.0.1 kmBeamEna ne 4.13.8.1 Materials Database 1534 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 18 3 0 18 3 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 765# -- 2 18' 3.000" Wall DFL Plate(625psi) N/A 1.750" 765# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 589#(368plf) 177#(110p1f) 2 589#(368plf) 177#(110p1f) Design spans 18' 4.750" 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 3519.'# 7280.'# 48% 9.12' Total Load D+L Shear 765.# 2840.# 26% 0' Total Load D+L TL Deflection 0.3517" 0.9198" L/627 9.12' Total Load D+L LL Deflection 0.2705" 0.4599" L/816 9.12' 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 StrongTse Copyright(C)2015 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 BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 POLYGON 5-5-14 3ABCD DAYLIGHT 2:57pm .;,, R O S E B U R G J4 MAIN 1 of i CS Beam4.605 kmBeamEngine 4.6026 Materials Database 1476 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 T r � r 18 4 0 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 Sttimg'TieCopyright(C)2013 by Simpson Strong-Tie e Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design LAKE OSWEGO,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-479-3317