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Specifications (29)
1 "--C.9,0 00162 1' ckR)C' CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (v) 208.285.0618 (F) #15238 Structural Calculations Polygon at River Terrace PRoF.. 4 Single—Familyc.� � Gso0 #, Plan 7B � Ilktd Tigard, OR mv` , REGf\N ,� 22 ,1° <c� �FS T G��� 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 15238_2018.02.07 RT bF_Plan fB_Structural Calculations(2017 ORSC).pdt Page 1 oras 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 7 also includes Plan 2613) 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 51 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 7B_Structural Calculations(2017 ORSC).pdf Page 2 of 26 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 joist at 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 7B_Structural Calculations(2017 ORSC).pdf Page 3 of 26 16 S9.1 I- RB.bl GABLE!END TRUSS RB.bl I 7.-MIN. 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ABOVE 14" SIM. 56.0 -3" FROM TOP OF ° r Iit ® e PATIO SLAB STEM WALL ___011- ---- SLOPE P4 LSTHD14 2" DN -T-- ['i--Z--- 1 I CC w O ^ 11 r J 56.0 I �,,�' I STHD14 1 I w 43/4.'2 ^ 3-"'w I '' I 2x4 PONY WALL 18x24 CRAWL FIXTURE ABOVE— 4 I� Z ABU66 7., 11= I AT HIGH FDN. 1-1 I TT-IPACE ACCESS - I v I I I . Airs �. I ; 1 I ¢ o F 11'3 -I I I I NV S6.0 I I ' j - " I , � I i 18"x36"x10" FOOTING 'L J '?(2) #4, (3) #4m Q SII 1n 1i 3. P6 ' WL___-'2_J I n 1:. ENTIRE '1_1N" x 9h" LVL 1 y 1 1 P6 SIDE I 1 m r- -- T L"} M OO I CENTER 5/ WALL i N—*_® I tI S6.0 J 9'-8Y4" Q I-�-I 16 1 -L30"x30"x10" 7 WV FINISHED FLOOR L+J S6.0 FOOTING W/ 56.0 to Alik AT +0'-0" ^ FIS (3) #4 EA. WAY j - ,z; -1 L 7 ..A" 1 1 1- .•• *j1 P.T. 4x4 POST ��er 1 TYP. U.N.O. •• CRAWL S L+J `•••• DRAINAGI ♦• CONNECT 95" I-JOISTS AT 19.2" O.C. FOOTING •m I TYPICAL ALLOW P I DRAINAGI 1 1-12 1/41 I T 11'-7y" I 14'-43/4" 1-$i II 9'-8y" L J f ' 1 -- 13/_ x 9Y�' LVL---- W r--� � • / 30"x30"x10" rr/f`y 1 1 I FOOTING W/ AM 18"x18"x10" FTG. '-' I ,I I (3) #4 EA. WAY .--1-1-121/4"1o ® W/ (2) #4 EW I I 6x6 P.T. POST TYP. U.N.O. TT L---- lo L+J C10i' Se 134" x 9Y" LVL SIM.56.0 D7 SIM. 3" 2x1 PONY F 17-jJ 10—�% 1 / N I WALL _ I / � y I. I — r10'&4� "' j 6,1" I 1- - TART FRMG.I SIM. S6.0 01 SIM. 3 / 1� S6.0 SIM.If I 6 I -5" I to la-, \ 1L I ss.o N _ STHD14 -STHD14 I° 7 16'-832" 9'-5Y2" •� o D1 " I i •N .� 3'!�i CONC. SLAB —61/2" TOP OF SLAB 1 SLOPE 11/2"Z -121/2" TOP OF 8" in L STEM WALL J Tri rt 15238 .07_-0.07_- S Plan 7B_Structur.6 .817 ORSC).pdf 1 7' 6 A�U64 ABU144 -2/ 6'_0^ I App�r44of 26 '3Y2" 1 8'-5" 33/2"1 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:32PM, 16 SEP 14 Description :SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 14189_Plan_2613.ecw:ROOF FRAMING ..;�.:. .ems -...,aka � . --..., „• ,�.. Description 2613B ROOF FRAMING Timber Member Information RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x4 2-2x8 2-2x4 2-2x4 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 7.250 3.500 3.500 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load #/ft 60.00 225.00 60.00 60.00 225.00 225.00 195.00 Live Load #/ft 100.00 375.00 100.00 100.00 375.00 375.00 325.00 Results Ratio= 0.8084 0.1825 0.7366 0.2405 0.2627 0.8831 0.5124 Mmax @ Center in-k]] 7.26 5.62 6.61 2.16 8.10 27.22 15.79 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 214.0 1,080.0 352.7 308.2 1,035.9 601.0 Fb:Allowable psi 1,466.3 1,173.0 1,466.3 1,466.3 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 26.9 53.8 27.7 37.2 89.2 59.4 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 @ Right End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.089 -0.002 -0.074 -0.008 -0.003 -0.037 -0.015 UDefl Ratio 744.5 18,789.1 856.0 4,587.6 10,873.3 1,764.6 3,717.4 Center LL Defl in -0.148 -0.003 -0.123 -0.013 -0.006 -0.062 -0.024 UDefl Ratio 446.7 11,273.4 513.6 2,752.5 6,524.0 1,058.7 2,230.4 Center Total Defl in 1 -0.236 -0.004 -0.196 -0.021 -0.009 -0.100 -0.039 Location ftl 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefl Ratio 279.2 7,045.9 321.0 1,720.3 4,077.5 661.7 1,394.0 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 7 of 26 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 ,, •.F:.'% d ,.,,y. :',.u15'. ,CA -,-'ku.,,. 'hn.P%H - �'f Xk�r.�: �1'. E. .,'fflm". '� Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max. DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 L/Defl Ratio 2,558.5 Center LL Defl in -0.072 L/Defl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 L/Defl Ratio 697.8 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 8 of 26 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 14189 Plan_2613.ecw:Floor Framing Description 2613B FLR FRMG 1 OF 3 Timber Member Information B.b1 B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 Timber Section 4x10 5.5X14 IJC LVL:1.750x14.000 2-2x8 5.5X14 IJC 4x8 2-2x8 Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 9.250 14.000 14.000 7.250 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Rosboro,Bigbeam iLevel,LSL 1.55E Hem Fir,No.2 Rosboro,Bigbeam Douglas Fir- Hem Fir,No.2 Larch,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 16.00 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 60.00 15.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 100.00 40.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 160.00 325.00 Live Load #/ft 100.00 375.00 Start ft End ft Results Ratio= 0.9911 0.3689 0.0864 0.4901 0.6447 0.6054 0.9607 Mmax @ Center in-k 61.44 228.69 13.20 13.14 347.49 21.72 29.62 @ X= ft 8.00 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,231.0 1,272.9 230.9 499.9 1,934.1 708.3 1,126.9 Fb:Allowable psi 1,242.0 3,450.0 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Tv:Actual psi 53.6 60.5 28.6 56.6 109.3 70.0 111.4 Fv:Allowable psi 207.0 345.0 356.5 150.0 300.0 180.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 480.00 1,925.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 1,540.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 3,465.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 @ Right End DL lbs 480.00 1,925.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 1,540.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 3,465.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.240 -0.333 -0.001 -0.005 -0.166 -0.010 -0.030 UDefl Ratio 801.6 791.9 34,459.7 7,900.8 1,297.6 5,337.8 1,812.2 Center LL Defl in -0.399 -0.267 -0.004 -0.014 -0.444 -0.027 -0.043 UDefl Ratio 480.9 989.9 12,922.4 2,962.8 486.6 2,001.7 1,260.7 Center Total Defl in -0.639 -0.600 -0.005 -0.019 -0.610 -0.037 -0.073 Location ft 8.000 11.000 2.000 1.750 9.000 2.250 2.250 L/Defl Ratio 300.6 440.0 9,398.1 2,154.8 353.9 1,455.8 743.5 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 9 of 26 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist _ Page 14189 Plan 2613.ecw:ForFrami vo „mow :, - : Description 2613B FLR FRMG 2 OF 3 Timber Member Information B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 2-2x8 2-2x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 3.00 3.50 3.50 2.50 4.00 2.50 3.50 Dead Load #/ft 75.00 15.00 15.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 40.00 320.00 320.00 320.00 320.00 Dead Load #/ft 325.00 220.00 160.00 250.00 325.00 325.00 325.00 Live Load #/ft 375.00 200.00 100.00 250.00 375.00 375.00 375.00 Start ft End ft Results Ratio= 0.4910 0.2831 0.1403 0.2859 0.8875 0.3467 0.6795 Mmax@@X .8 27.36 Center in-k 11.56 8.73 1.75 8.81 7.36 10.69 20.95 1.25 1.75 fb:Actual psi 500.8 332.1 188.8 335.3 1,041.0 406.7 797.1 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 60.5 37.6 21.4 42.1 110.7 51.1 90.3 Fv:Allowable psi, 150.0 172.5 207.0 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 @ Right End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.006 -0.006 -0.003 -0.003 -0.021 -0.003 -0.012 UDefl Ratio 6,116.2 6,555.9 12,641.2 11,425.8 2,319.4 9,500.1 3,462.1 Center LL Defl in -0.008 -0.007 -0.003 -0.004 -0.032 -0.005 -0.019 UDefl Ratio 4,254.8 6,419.4 15,801.5 7,416.7 1,485.1 6,082.8 2,216.8 Center Total Defl in -0.014 -0.013 -0.006 -0.007 -0.053 -0.008 -0.031 Location ft 1.500 1.750 1.750 1.250 2.000 1.250 1.750 UDefl Ratio 2,509.2 3,243.5 7,022.9 4,497.4 905.4 3,708.4 1,351.4 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 10 of 26 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description :SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 14189 Plan 2613.ecw:Floor Framing Description 2613B FLR FRMG 3 OF 3 Timber Member Information B.b15 B.b16 B.b17 B.b18 Timber Section 2-2x8 2-2x8 4x8 4x10 Beam Width in 3.000 3.000 3.500 3.500 Beam Depth in 7.250 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data � Span ft 4.50 4.00 9.00 16.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 160.00 60.00 75.00 60.00 Live Load #/ft 100.00 100.00 125.00 100.00 Start ft End ft 1 Results Ratio= 0.3104 0.1246 0.5890 0.9911 Mmax @a Center in-k 9.57 3.84 24.30 61.44 @ X= ft 2.25 2.00 4.50 8.00 fb:Actual psi 364.1 146.1 792.5 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.0 15.5 46.4 53.6 Fv:Allowable psi 172.5 172.5 207.0 207.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 ©Right End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.013 -0.003 -0.062 -0.240 UDefl Ratio 4,142.2 17,201.9 1,734.8 801.6 Center LL Defl in -0.010 -0.005 -0.104 -0.399 UDefl Ratio 5,177.8 10,321.1 1,040.9 480.9 Center Total Defl in -0.023 -0.007 -0.166 -0.639 Location ft 2.250 2.000 4.500 8.000 UDefl Ratio 2,301.2 6,450.7 650.5 300.6 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 11 of 26 Design Maps Summary Report 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 ' €r te c s zia I I SODAro r tferton �_ � I z _ ESS F ,,,1„.i,„44oz` MEa� _ h z,.&� y '# e= ;- a1k f rgt m-�1 E€r F ,w i eaZ '3t , y IE • USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sin = 0.720 g S1 = 0.423 g SM7 = 0.667 g S°, = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk targeted} and deterministic ground motions in the direction of maximum horizontal response, please return to the application and ilres select the"2009 NEHRP"building code reference document. MC Response Spectrum Design ign Fte sponse Spectrum LAD g: g 7 0.54 0 tct 44 at 0IS `. 0 02_ 022 4. 0-2° 1.d Ei. an "01. 0 1 t0 11 ffi 1. 7 I-502. e Si.. 0.204.4 4. �. 1.[ 1. 1 . is- 1'M 2_00 rand,TfE.�c) Per %Tis ) 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 7B_Structural Calculations(2017 ORSC).pdf Page 12 of 26 http://ehp2-earthquake.wr.usgs.gov/designrnaps/us/summary.php?template=minimal&latit... 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_7 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 SM1= 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 SD1=2/3 SMi 5D1= 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 Co= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 13 of 26 2015 IBC EQUIV.LAT.FORCE SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-1 CT PROJECT#: CT#14253: Plan 2613 SDs= 0.78 h„ = 18.00(ft) SDI= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k = 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5: Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<T L) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD,*TL)/(T2*(R/IE)) (for T>TL) 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 S1)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C., = DIAPHR. Story Elevation Height AREA DL w, w, *h;k w,, *h,k DESIGN SUM LEVEL Height (ft) h; (ft) (sgft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof --- 18.00 18.00 1280 0.022 28.16 506.9 0.58 3.21 3.21 2nd 8.00 10.00 10.00 1310 0.028 36.68 366.8 0.42 2.33 5.54 1st(base) 10.00 0.00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(ASD) 15238_2018.02.07_RT SF_Plan 7B Structural Calculations(2017 ORSC).pdf Page 14 of 26 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#14253:Plan 2613 N-S E-W F-B S-S 2015 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. --- --- Building Width= 26.0 56.0 ft. V u/t. Wind Speed 3 Sec Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3Sec.Gust=I` 93 93 mph (EQ 16-33) Exposure= B B lw= 1.0 1.0 N/A N/A Roof Type= Gable Gable PS30A= 28.6 28.6 psf Figure 28.6-1 Ps3o e= 4.6 4.6 psf Figure 28.6-1 Ps3o c= 20.7 20.7 psf Figure 28.6-1 Ps30D= 4.7 4.7 psf Figure 28.6-1 X= 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) 2\'Kz,`I : 1 1 ps=X*Kzt'I*ps3o= (Eq.28.6-1) PSA = 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse = 4.60 4.60 psf (LRFD) (Eq.28.6-1) Ps c = 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 a end D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-252a= 14 44 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---> 1.00 1.00 0.89 0.89 16 psf min. 16 psf min. width factor 2nd---> 1.00 0.89 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 12.0 0 144 0 168 0 128.2 0 469.9 Roof --- 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 AF= 1307 10.4 20.9 V(n-s). 9.68 V(e-w)= 18.70 kips(LRFD) kips(LRFD) kips kips 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 15 of 26 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#14253:Plan 2613 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 - 18.00 18.00 0.00 0.00 0.00 0.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 3.74 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 10.40 V(e-w)= 20.91 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 8 10 10 6.66 6.66 12.84 12.84 5.16 5.16 9.95 9.95 2nd 10 0 0 3.74 10.40 8.06 20.91 2.90 8.06 6.25 16.19 1st(base) 0 0 0 V(n-s). 10.40 V(e-w)= 20.91 V(n-s). 8.06 V(e-w)= 16.19 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 16 of 26 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14253:Plan 2613 Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.21 kips Design Wind N-S V i= 5.16 kips Max.aspect= 3.5 Sum Seismic V I= 3.21 kips Sum Wind N-S V i= 5.16 kips Min.Lwall= 2.29 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLeff. C0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM Raw (-net U., OTM ROTM Unet lhorn sum HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 360 27.5 27.5 1.00 0.15 1.45 0.00 0.90 0.00 1.00 1.00 33 P6TN P6TN 53 7.23 28.08 -0.78 -0.78 11.60 34.03 -0.84 -0.84 -0.78 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 280 16.0 16.0 1.00 0.15 1.13 0.00 0.70 0.00 1.00 1.00 44 P6TN P6TN 70 5.62 9.50 -0.25 -0.25 9.02 11.52 -0.16 -0.16 -0.16 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 640 46.0 46.0 0.95 0.15 2.58 0.00 1.61 0.00 1.00 1.00 37 P6TN P6TN 59 12.85 78.56 -1.45 -1.45 20.62 95.22 -1.65 -1.65 0.47 pert Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 _ 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 ` 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 89.5 87.2=L eff. 5.16 0.00 3.21 0.00 EVwod 5.16 EVER 3.21 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 17 of 26 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14253:Plan 2613 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.33 kips Design Wind N-S V i= 2.90 kips Max.aspect= - 3.5 Sum Seismic V i= 5.54 kips Sum Wind N-S V i= 8.06 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Ueom OTM ROTM Unet Us„R, Us„m HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 370 18.0 18.0 0.65 0.15 0.81 1.45 0.65 0.90 1.00 1.00 133 P6TN P6 193 14.00 12.03 0.11 -0.66 20.37 14.58 0.33 -0.50 1.74 perf Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0- 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 290 8.3 '12.0 1.00 0.40 0.64 1.13 0.51 0.70 1.00 1.00 147 P6TN P6 214 10.92 9.80 0.15 -0.10 15.88 11.88 0.53 0.37 0.37 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 660 53.0 53.0 0.91 0.15 1.45 2.58 1.16 1.61 1.00 1.00 57 P6TN P6TN 84 24.92 ##### -1.52 -2.97 36.25 ##### -1.72 -3.37 1.22 perf Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ''0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 79.3 68.2=Leff. 2.90 5.16 2.33 3.21 1.00 EVwind 8.06 EVEQ 5.54 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 18 of 26 SHEET TITLE: LATERAL E-W(side to side-left/right; CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.08 kips Design Wind E-W V i= 7.71 kips Max.aspect= 3.5 Sum Seismic V i= 3.08 kips Sum Wind E-W V i= 7.71 kips Min.Lwall= 2.29 ft. Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C0 W dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Urn OTM Rum U, 1 Usum Usu. HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 406 5.0 17.0 1.00 0.15 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.63 3.63 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath* 234 4.5 9.5 1.00 0.15 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 11.27 1.92 2.44 2.44 2.44 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23* 640 9.1 14.0 1.00 0.16 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 1.29 1.29 30.82 6.10 2.94 2.94 2.94 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0" 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 >iVwlnd 7.71 Y_.VEQ 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 19 of 26 NOTE: 4' GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED AS PART OF DOUBLE PORTAL FRAME GARAGE SHEET TITLE: LATERAL E-W(side to side-left/right; CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.23 ;'•s Design Wind E-W V i= 4.84 kips Max.aspect= 3.5 Sum Seismic V i= 5.3'. ips Sum Wind E-W V i= 12.54 kips Min.Lwall= 2.57 ft. Wind Wind E.e. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V evel V abv. 2w/h v i Type Type v i OTM RoIM Unet Us,,,.„ OTM Rom! Unet Ust,n, Usw HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plt) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV* 306 8.0 17.0 1.00 0.15 1.12 ;.00 0.52 1.50 1.30 1.00 328 P4 P3 515 23.59 5.13 2.52 4.12 37.09 6.12 4.22 7.85 7.85 0 0.0 0.0 ` 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front - 0 0.0 0.0 1.00 0.00 0.14 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 2.44 2.44 - - 0 0.0 0.0 1.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.01 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,10 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 660 11.5 16.0 1.01 0.15 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 6.94 1.39 1.39 44.14 8.28 3.31 3.31 3.31 0 0.0 0.0 .00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23 0 3.5 26.0 1.00 0.75 0.00 0.00 0.00 0.00 1.00 0.78 0 --- --- 0 0.00 17.16 -6.06 -4.76 0.00 20.48 -7.23 -4.29 -4.29 - 0 0.0 0.1 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 , 1 .:•,.,) i 1 1 1.: 6: 1 ,0__ 0 .4' 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 - 1 0.0 1.0 1.01 1.00 0.00 0.10 0.01 1.00 1.10 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 118 2.0 8.0 1.00 0.15 0.43 0.83 0.20 0.26 1.00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 i 00 i.0 1.1. x1.01. 1 00 0 i0 0 0i i.00 1 10 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0__;_1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 29.0 29.0=L eff. 4.84 7.98 2.23 3.04 EV=;,,d 12.81 EVEQ 5.26 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 20 of 26 JOB#:CT#14253:Plan 2613 ID:Upper Left1'(MSTR and BR4) Roof Level w dl= +°-,150 pB V eq 900.0 pounds V1 eq= 495.0 pounds V3 eq= 157.5 pounds V5 eq= 247.5 pounds V w= 1450.0 pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds ► v hdr eq= 32.7 p# •H1 head=`Y vhdr= 52.7 plf H5 head= $ 1' Fdragl eq=45.0 Fdrag2 eq= 14.3 Fdrag5 eq= 28.6 Fdrag6 eq=45.0 1 A Fdragl w= .5 Fdragl . 23.1 Fdrag5 w= -..1 Fdra••w= 72.5 A H1 pier= of eq= 45.0 p# v3 eq= 45.0 plf v5 eq= 45.0 H5 pier= 4.0 v1 w= 72.5 plf v3 w= 72.5 p# v5 w= 72.51 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrag3= '..0 Fd.• - 14.3 feet A Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= :.6 Fdrag8e. 45.0 V P6TN E.Q. Fdrag7w=46.1 Fdrag8w= 72.5 A P6TN WIND v sill eq= 32.7 p/f Hl sill= (0.6-0.14Sds)D 0.6D vsil/w= 52.7 p/ H5 sill= 30 EQ Wind 3.0 feet OTM 7200.0 11600.0 feet R OTM 25073 30628 V UPLIFT -722 -769 v Up above 0 0 Up Sum -722 -769 HIL Ratios: L1= 11.0 12= 2.5 L3= 3.5 L4= 5.0 L5= 5.5 Htotal/L= 0.29 ► 04 04 4 Hpier/L1= 0.36 Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 '0.90 L reduction 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 21 of 26 JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150 plf V eq 1020.0 pounds V1 eq= 510.0 pounds V3 eq= 510.0 pounds V w= 3160.0 pounds V1 w= 1580.0 pounds V3 w= 1580.0 pounds ► v hdr eq= 61.8 plf -IP- A ►A H head= A v hdr w= 191.5 plf 1.083 V Fdragi eq= 355 F2 eq= 355 • Fdragi w= 01 F2 •- 1101 H pier= v1 eq= 204.0 plf v3 eq= 204.0 plf P6 E.Q. 5.0 v1 w= 632.0 plf v3 w= 632.0 plf P3 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 T Fdrag3 eq= . F4 e.- 355 feet A Fdrag3 w=1101 F4 w= 1101 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 61.8 plf P6TN 2.0 EQ Wind v sill w= 191.5 plf P6 feet OTM 8245 25542 R OTM 10029 12251 4, • UPLIFT -113 839 Up above 0 0 UP sum -113 839 H/L Ratios: L1= 2.5 L2= 11.5 L3= 2.5 Htotal/L= 0.49 4 ► 4 ►4 ► Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 16.5 feet ► JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID:Front Lower LIV* Floor Level w dl= 150 plf V eq 1130.0 pounds V w= 3270.0 pounds Sum V eq 2150.0 pounds V1 eq= 1075.0 pounds V3 eq= 1075.0 pounds Sum V w= 6430.0 pounds V1 w= 3215.0 pounds V3 w= 3215.0 pounds ► ► v hdr eq= 126.5 plf ► A H head= A v hdr w= 378.2 plf 1.083 V Fdrag1 eq= 727 F2 eq= 727 A Fdragi w= 75 F2 -2175 H pier= v1 eq= 390.9 plf v3 eq= 390.9 plf P3 E.Q. 5.0 v1 w= 1169.1 plf v3 w= 1169.1 Of 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= 7 F4 e•- 727 feet A Fdrag3 w=2175 F4 w=2175 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 126.5 plf P6TN 3.0 EQ Wind v sill w= 378.2 plf P4 feet OTM 19528 58404 R OTM 10646 13005 14 • UPLIFT 544 2780 Up above -113 839 UP sum 431 3619 H/L Ratios: L1= 2.8 L2= 11.5 L3= 2.8 Htotal/L= 0.53 4 ► t ►4 I. Hpier/L1= 1.82 Hpier/L3= 1.82 L total= 17.0 feet ► 15238_2018.02.07 RT SF_Plan 75_Structural Calculations(2017 ORSC).pdf Page 22 of 26 JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR Bath` Roof Level w dl= 150 plf V eq 590.0 pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0 pounds V1 w= 910.0 pounds V3 w= 910.0 pounds ► I. v hdr eq= 62.1 plf ► •H head= A v hdr w= 191.6 plf 1.083 V Fdragl eq= 155 F2 eq= 155 • Fdragi w= ' 9 F2 -479 H pier= vl eq= 131.1 plf v3 eq= 131.1 plf P6TN E.Q. 3.5 vl w= 404.4 plf v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= . F4 e.- 155 feet • Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 plf P6TN 3.5 EQ Wind vsill w= 191.6 plf P6 feet OTM 4769 14711 R OTM 3325 4061 e • UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3 L2= 5.0 L3= 2.3 Htotal/L= 0.85 1 ► 4 H P. Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet ► 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 23 of 26 JOB 4:CTl9 14253:Plan 2613 ID:Rear Upper BR23* Roof Level wdi= .160 plf V eq 1610.0 pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w=- 4970.0. pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds v hdr eq= 73.2 plf H1 head=$ v hdr= 225.9 pff H5 head= $ 1 'Y Fdragi eq= 96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=96.5 1 A Fdragl w= •;.0 Fdragi , 533.4 Fdrag5 w= 3.4 Fdra••w=298.0 I A H1 pier= of eq= 134.1 Of v3 eq= 134.1 plf v5 eq= 134.1 H5 pier= 4.0 vi w= 414.0 plf v3 w= 414.0 Of v5 w= 414.0 4.0 feet I feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 v Fdrag3= Fdra• - 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag8e• 96.5 y P6TN E.Q. Fdrag7w= 533.4 Fdrag8w=298.0 A P4 WIND vsill eq= 73.2 plf Ht sill= (0.6-0.14Sds)D 0.6D v sill w= 225.9 plf H5 sill= 3.0 j EQ Wind 3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 y UPLIFT -248 846 v Up above 0 0 Up Sum -248 846 H/L Ratios: Li= 3.2 L2=.'. 5.0 L3= 5.7 L4= 5.0. L5=.> 3.2 Htotal/L= 0.36 ► 4 ►, ►, ► Hpier/L1= 1.26 Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 '.'.''`f 0.95 L reduction 15238 2018.02.07_RT SF_Plan 7B Structural Calculations(2017 ORSC).pdf Page 24 of 26 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"1(Ibf) Deflection(in.) Load Factor • 8 850 (1190 WIND) 0.33 3.09 •• 16 10 625 (875 WIND) 0.44 2.97 • 8 1,675 (2345 WIND) 0.38 2.88 24 10 1,125 (1575 WIND) 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-101/2" 10 {ab 1Q31 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 I (one braced wall panels) Header 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 Pony wall � 1 I height � g, Mint.3"x 11-1/4"net header •/Fa withsten twtop plateo rows of 16dtoheader steel header not allowed ° f 11 sinker nails at 3"o.c.typ --Fasten sheathing to header with 8d common or 0 •• /Min.3/8"wood structural 12x galvanized box nails at 3"grid pattern as shown panel sheathing mI total . wall Header to jack-stud strap per wind design. I.; height Min 1000 lbf on both sides of opening opposite e ht g side of sheathing.9 .r� • If needed,panel splice edges .� shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" • nailed to common blocking thick wood structural panel sheathingwith '.,- - L within middle 24"of portal max P • height °. 8d common or galvanized box nails at 3"o.c. ' height.One row of 3"o.c. \ in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. .!. Min length of panel per table 1 • — Typical portal frame `' ,,' / Z construction "- Min(2)3500 lb strap-type hold-downs ,:" (embedded into concrete and nailed into framing) Min double 2x4 post(king .1 0 and jack stud).Number of """ 1• e ° Min reinforcing of foundation,one#4 bar 1 jack studs per IRC tables /1 top and bottom of footing.Lap bars 15"min. 47 °i1° R502.5(1)&(2). ',' � . ,{„ _ i t 1 j 1., \\_Min footingsize under opening is 12"x 12".A turned-down \ P 9Min 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 into framing) with 2"x 2"x 3/16"plate washer 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 25 of 26 180 Nickerson St. CT ENGINEERING Suite 302 Pro(ect: -gym�c, @ ,i3R °. -�-- P r Date: Seattle,19WA - 988109 (206)285-4512 rri�� 2.51-15, ,3,2� 5 & 5i 2� (206 Client: ( 5 G Z 1 .- Page Number: (206)285-0618 ! � f • L_ 3 �,,, _ P.. 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Niy,= I vv .x.44 ,n 15238 2018.02.07 RT SF Plan 7B Structural Calculations(2017 ORSC).pdf Page 26 of 26 Structural Engineers 7B 4-19-16 Rosebu rg J2 MAIN 1:43pm A Forest Products Compare 1 of 1 CS Beam 2016.4.0.5 kmBeamEngine 4.13.19.1 Materials Database 1547 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: Beam 1 14 5 0 11 7 0 9 ° 2600 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 499# -- 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 391#(245p1f) 108#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202p1f) 73#(46p1f) Design spans 14' 2.375" 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS 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 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.'# 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" L/681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" L/835 6.61' Odd Spans L Control: Max Int. React. DO Ls: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L.HENDERSON EWP MANAGER StrongTie Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam orgimder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The BEAVERTON,OREGON 97005 design 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