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Specifications (17) CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (V) 208.285.0818 (F) 15238 RECEIVED MAR 2 0 2018 Structural Calculations BUILDING®v SIO N Polygon at River Terrace �o PRo. Single—Family 6,c��,,G'60-M , Plan 19A 1 ^' f Tigard, OR `�, 4.R22,1EGN'Ak�< . 4)lFS T. GF��F Design Criteria: 2017 ORSC (2015 IBC) 02/06/2018 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 P h: 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 1b238_tu18.02.Ob_R I Sr_Pian itH_Structurai Calculations(tut i OI< t,).paf rage of 33 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 19 also includes Plan 5019) 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_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 2 of 33 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT#14301: Plan 5019 ABD 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_2018.02.06_RT SF_Plan 19A Structural Calculations(2017 ORSC).pdf Page 3 of 33 19 S9. L L r -, 1 4.H41+441340. (2)2x1). HOF I.4.IIDR 4.12 11C11 4101.2414 Fi. .. .V......................... ..11 W.___A H il 3 : I. 6x10 11DR 1 Exit HDR 6x0 HDR 6x10 HDR :• • RBA3 19 g i- ..• • • 59,1 ..•• , r- 3)2510 HDR ! 11._.....4.... RBA2 •••• p 1 id II E I -. e r' i 1 I 1 I ..• 1 16 ...) , S9.1 ' ---i ix ar 16 59.1 • 1 : : , 2 g il _____ •,.- — A ,. I fil /,_rA if":1::,\ ,...1 • 1 S9. 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' er-H`E ::-:-. — 1 ,....___21 M1N.HDR MIN.HDR . . --- - • I GABLE I END TRUSS I L GABLE1ND TRUSS I L_L J J J e ALL BEAMS/HDRS NOT LABELED ARE 'SIMIN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Plan 19A ROOF FRAMING PLAN 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 4 of 33 Title: Job# Dsgnr: Date: 11:31AM, 10 DEC 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace_19o1.ecw:Calculations Description 19A-ROOF FRAMING Timber Member Information RBA1 RBA2 RBA3 Timber Section 2-2x10 3-2x10 6x10 Beam Width in 3.000 4.500 5.500 Beam Depth in 9.250 9.250 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Larch,No.1 Fb-Basic Allow psi 850.0 850.0 1,000.0 Fv-Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,700.0 Load Duration Factor 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Repetitive Status No No No Center Span Data Span ft 3.00 6.00 7.50 Dead Load #/ft 367.50 345.00 375.00 Live Load #/ft 612.50 575.00 625.00 Results Ratio= 0.2876 0.6600 0.8869 Mmax @ Center in-k 13.23 49.68 84.37 @ X= ft 1.50 3.00 3.75 fb:Actual psi 309.2 774.2 1,019.9 Fb:Allowable psi 1,075.3 1,173.0 1,150.0 Bending OK Bending OK Bending OK fir:Actual psi 38.8 74.0 85.3 Fv:Allowable psi 172.5 172.5 207.0 Shear OK Shear OK Shear OK Reactions ,v,x,,... @ Left End DL lbs 551.25 1,035.00 1,406.25 LL lbs 918.75 1,725.00 2,343.75 Max.DL+LL lbs 1,470.00 2,760.00 3,750.00 @ Right End DL lbs 551.25 1,035.00 1,406.25 LL lbs 918.75 1,725.00 2,343.75 Max.DL+LL lbs 1,470.00 2,760.00 3,750.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.003 -0.026 -0.040 UDefl Ratio 13,826.0 2,761.4 2,252.1 Center LL Defl in -0.004 -0.043 -0.067 L/Defl Ratio 8,295.6 1,656.9 1,351.3 Center Total Defl in -0.007 -0.070 -0.107 Location ft 1.500 3.000 3.750 L/Defl Ratio 5,184.8 1,035.5 844.6 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 5 of 33 19 m S9.1 lir 6x12 HDR ',f) FB1 6X6N -i-6X6 NjOCJ O 1- O 2x LEDGER 011:0 m 5 lek iD14RJ Ora. r� - STHDI4RJ 4X12 HDR I STH014RJ —. .i ., LVL�D.Q�I__ B7 x 0 I ........................ i i'I___-= = 0 \ LL 1 P4 09 S9 0 h STHD14RJ S1HD14RJ i \ nX RES .... ...._'m l+ = i \\ a .._...... 5THD14RJ �i � _ I en.° AL 51110-• ; • 2. 0 /- 21 FEARING 0 r t x 1. u i' ur 0 , Fl A NEP I A 2 0 SIM. i . BEARING WALL : 63'.,24 GLB FB N 4 c I © FB11 oi 1 ire----- -11 SXtx16 BIG FEOM FB 2.(10 HDR . V ( ;FB10 �J FI33 „MorDPEN E , -_ �__ __ -U - '- STAIR •.LOAD SHDI4R .• —MING (1215.e GT FB 01 • oFlXTURES 1 7{ 1 t. 2x LEDGER \ N O I i1=-\I BE AR�JG WALL - ______ ____ _ ., '.7 I L 1 „:1 -;ic .1 a _ SIM.em/ w o FT LOAD o m ADD 2x1C TV EIn _ 2x4 FRAMING t, N (520# N® ®+O6”A F.F. =I I1 AT 24"O.C. ���OPEfT�HELOW CT FE GT W -></ BEARING WALL ABOVE • GT PT.LOAO (1090 plfl ABOVE / . I: .10 HOE !i" 60004 PT LOAD N ABOVE = • € 4BOVE (60(00 i.i 5$X16 BIG BEAM -DR © 6$.ix - G: FB op FB6A IA �_ �rFB :14A GT FB - h -� _. 2x10 HDRO 2x10 H�'2 2 0 HD 2oirm Di4RJ s1HD14 awn, 2x 41 V ') ) � 2x10 HD' STH) WTI,BEARING WALL ABOVE 2x LEDGER A� 2x rl (210 pIQ I 0 STRUCTURAL �h STRUCTURAL FASDA MONO TRUSSES FASCIA _ 1 ®24"O.C. ALL BEAMS/HDRS NOT LABELED ARE IN MONO TRUSSES 'SIM'IN DESIGN TO BEAMSIHDRS6x6 'Bxs WHICH ARE LABELED ® 19 59.1 PLAN & FRAM Plan 1 9A UPPER LOWEER FRLOO SIH AR PLAN 114••=1'-0" 15238_2018 02 06RT SF Plan 19A Structural Calculations(2017 ORSC).pdf Page 6 of 33 Title: Job#14301 Dsgnr: ARS Date: 5:13PM, 9 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 plan 5019 abd.ecw:Calculabons Description 5019ABD- FLOOR u p UPPER FRAMING (1 OF 3) Timber Member Information FB1 FB2A FB2B FB2D F53 FB4 FB5B Timber Section 6x12 4x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 5.500 3.500 3.500 3.000 3.000 3.000 3.000 • Beam Depth in 11.500 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 Douglas Fir- Douglas Fir- Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Larch,No.1 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 1,350.0 900.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 170.0 180.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.000 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 19.00 8.50 10.25 6.50 4.00 5.00 3.00 Dead Load #/ft 75.00 83.00 90.00 60.00 176.00 160.00 225.00 Live Load #/ft 125.00 138.00 150.00 100.00 470.00 127.00 555.00 Point#1 DL lbs 461.00 LL lbs @ X ft 72 50 2.750 Results Ratio= 0.5754 0.5806 0.9168 0.3289 0.5784 0.3491 0.4040 Mmax @ Center in-k 108.30 23.95 37.82 10.14 15.50 10.76 12.46 @ X= ft 9.50 4.25 5.12 3.25 2.00 2.50 1.63 fb:Actual psi 893.3 781.1 1,233.6 385.8 589.9 409.5 473.9 Fb:Allowable psi 1,552.5 1,345.5 1,345.5 1,173.0 1,020.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 40.7 48.0 6.4.6 29.3 62.7 37.6 55.5 Fv:Allowable psi 195.5 207.0 207.0 172.5 150.0 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions D @ Left End 2 LL lbs 712.50 352.'75 461.25 195.00 352.00 lbs 1,187.50 586.50 768.75 325.00 940.00 400.009 317.50 896. .58 Max.DL+LL lbs 1,900.00 939.25 1,230.00 520.00 1,292.00 717.50 1,272.50 @ Right End DL lbs 712.50 352.75 461.25 195.00 352.00 400.00 760.08 LL lbs 1,187.50 586.50 768.75 325.00 940.00 317.50 1,537.42 Max.DL+LL lbs 1,900.00 939.25 1,230.00 520.00 1,292.00 717.50 2,297.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.197 -0.055 -0.126 -0.019 -0.008 -0.018 -0.004 UDefl Ratio 1,156.3 1,860.8 978.6 4,008.8 5,864.3 3,302.8 8,548.3 Center LL Defl in -0.329 -0.091 -0.209 -0.032 -0.022 -0.014 -0.010 UDefl Ratio 693.8 1,119.2 587.2 2,405.3 2,196.0 4,161.0 3,724.1 Center Total Defl in -0.526 -0.146 -0.335 -0.052 -0.030 -0.033 -0.014 Location ft 9.500 4.250 5.125 3.250 2.000 2.500 1.536 UDefl Ratio 433.6 698.8 367.0 1,503.3 1,597.7 1,841.3 2,594.0 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 7 of 33 Title: Job#14301 Dsgnr: ARS Date: 5:13PM, 9 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 plan 5019 abd.ecw Calculations Description 5019ABD-UPPER FLOOR FRAMING (2 OF 3) Timber Member Information FB5D FB6A/FB6D*** FB6B*** FB7* FB8 FB9** FB10*** Timber Section 5.125x24 Prllm:5.25x16.0 Prllm:5.25x16.0 LVL:3.500x11.875 4x12 4x8 Prllm:5.25x16.0 Beam Width in 5.500 5.500 5.500 3.500 3.500 3.500 5.500 Beam Depth in 24.000 16.000 16.000 11.875 11.250 7.250 16.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade uglas Fir,24F- Truss Joist- Truss Joist- Truss Joist- Douglas Fir- Douglas Fir- Truss Joist- V4 MacMillan, MacMillan, MacMillan, Larch,No.2 Larch,No.2 MacMillan, Fb-Basic Allow psi 2,400.0 2,900.0 2,900.0 2,600.0 900.0 900.0 2,900.0 Fv-Basic Allow psi 240.0 290.0 290.0 285.0 180.0 180.0 290.0 Elastic Modulus ksi 1,800.0 2,000.0 2,000.0 1,900.0 1,600.0 1,600.0 2,000.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.000 1.000 Member Type GluLam Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 12.00 16.00 16.00 8.00 4.00 9.00 14.50 Dead Load #/ft 188.00 315.00 180.00 248.00 180.00 38.00 311.00 Live Load #/ft 489.00 555.00 480.00 600.00 480.00 100.00 830.00 Point#1 DL lbs 90.00 450.00 2,054.00 2,498.00 LL lbs 150.00 750.00 3,424.00 4,163.00 @ X ft 1.000 0.500 1.500 1.250 Point#2 DL lbs 180.00 450.00 450.00 LL lbs 300.00 750.00 750.00 @ X ft 4.500 15.500 3.000 Point#3 DL lbs 180.00 1,475.00 LL lbs 300.00 2,458.00 @ X ft 7.500 5.750 Point#4 DL lbs 90.00 LL lbs 150.00 @ X ft 11.000 Results Ratio= 0.1322 0.4269 0.3330 0.9784 0.9777 0.4674 0.5288 Mmax @ Center in-k 175.03 334.08 260.64 206.38 82.18 16.77 359.84 @ X= ft 6.00 8.00 8.00 3.55 1.25 4.50 7.25 fb:Actual psi 331.5 1,423.6 1,110.7 2,508.9 1,113.2 546.8 1,533.4 Fb:Allowable psi 2,704.2 3,335.0 3,335.0 2,990.0 1,138.5 1,170.0 2,900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fiv' ctual psi 36.5 99.7 75.6 320.7 201.4 32.0 116.2 Fv:Allowable psi 276.0 333.5 333.5 327.8 207.0 180.0 290.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,398.00 2,520.00 1,890.00 3,356.97 2,077.37 171.00 2,254.75 LL lbs 3,384.00 4,440.00 4,590.00 6,342.06 3,822.06 450.00 6,017.50 Max. DL+LL lbs 4,782.00 6,960.00 6,480.00 9,699.03 5,899.44 621.00 8,272.25 @ Right End DL lbs 1,398.00 2,520.00 1,890.00 2,606.03 1,140.62 171.00 2,254.75 LL lbs 3,384.00 4,440.00 4,590.00 5,089.94 2,260.94 450.00 6,017.50 Max.DL+LL lbs 4,782.00 6,960.00 6,480.00 7,695.97 3,401.56 621.00 8,272.25 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.010 -0.124 -0.074 -0.077 -0.009 -0.032 -0.082 L/Defl Ratio 14,801.5 1,552.1 2,594.7 1,250.0 5,523.6 3,423.9 2,112.1 Center LL Defl in -0.023 -0.218 -0.194 -0.147 -0.016 -0.083 -0.220 UDefl Ratio 6,153.7 880.9 989.6 655.1 2,994.0 1,301.1 791.4 Center Total Defl in -0.033 -0.342 -0.268 -0.223 -0.025 -0.115 -0.302 Location ft 6.000 8.000 8.000 3.936 1.856 4.500 7.250 L/Defl Ratio 4,346.6 562.0 716.4 429.9 1,941.7 942.8 575.7 *An equal sized 'RigidLam' **A GT may be used in ***An equal sized'BigBeam' beam rrt Diez .iptp cgroitlan 19A_struakfliftilfcbtafilROWItRscypdf may be used in place gda4A5N3 beam shown shown Title: Job#14301 Dsgnr: ARS Date: 3:31 PM, 23 FEB 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 plan 19 abd.ecw Calculations Description 5019ABD- UPPER FLOOR FRAMING (3 OF 3) Timber Member Information FB11 FB12A FB13 Timber Section 6.75x24 6.75x24 6.75x24 • Beam Width in 6.750 6.750 6.750 Beam Depth in 24.000 24.000 24.000 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade •.uglas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.000 1.150 1.000 Member Type GluLam GluLam GluLam Repetitive Status No No No Center Span Data Span ft 20.50 20.00 9.25 Dead Load #/ft 360.00 656.00 180.00 Live Load #/ft 960.00 1,135.00 480.00 Dead Load #/ft -465.00 Live Load #/ft -625.00 Start ft 3.000 End ft 17.000 Point#1 DL lbs 2,250.00 ' LL lbs 3,750.00 @ X ft 3.000 Point#2 DL lbs 2,250.00 LL lbs 3,750.00 @ X ft 17.000 Results Ratio= 0.5880 0.4263 0.0669 5/ii.'ix:G..l+ �r,.is;:r/rt,/,.' "a''.;:.Y4'''*' :.i;�'nvF':%Y?W SAkH'YH,/iN➢1:...:vvl.Jai X':./l+,:lf/4YM/N Sv>.Y./i.,3 ': h;': ,:'9//F;G,l %Nnk/"eG,/,G:f'/'. Mmax @ Center in-k 832.09 695.47 84.71 @ X= ft 10.25 10.00 4.62 fb:Actual psi 1,284.1 1,073.3 130.7 Fb:Allowable psi 2,183.7 2,517.5 2,364.6 Bending OK Bending OK Bending OK fv:Actual psi 101.2 117.6 16.1 Fv:Allowable psi 240.0 276.0 240.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,690.00 5,555.00 832.50 LL lbs 9,840.00 10725.00 2,220.00 Max.DL+LL lbs 13529.99 16280.00 3,052.50 @ Right End DL lbs 3,690.00 5,555.00 832.50 LL lbs 9,840.00 10725.00 2,220.00 Max.DL+LL lbs 13529.99 16280.00 3,052.50 Deflections Ratio OK Deflection OK Deflection OK ;:YF n,ma.... .... Ts /Ga"'�"9A9kYH ,.iakn.:' :i „1 fh re, :- ...1 &i"/�.;y'/.ES...Y4'.b'd"N'a✓. d..�,'i 1,r'Y9' ';1 Center DL Defl in -0.102 -0.102 -0.002 UDefl Ratio 2,407.0 2,346.9 52,401.2 Center LL Defl in -0.273 -0.216 -0.006 L/Defl Ratio 902.6 1,113.0 19,650.4 Center Total Defl in -0.375 -0.318 -0.008 Location ft 10.250 10.000 4.625 UDefl Ratio 656.5 755.0 14,291.2 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 9 of 33 3,_8• f 11'-5X° NY-274• 21._4Y8y 6'-11)Y22 CEP ‘-.0 if— .4.1 r 6X6i , r_J 1'-4 1-THICKENED L -1 6X6 SLAB EDGE S'-0-'� 3 ' CONC. wii 6 a PATIO SLAB yl m Om 1 j; -0•-�� -1'-3" 10 ` SmD14RJ--1 P4 °� �1 J S1HD14RJ -1'-2 P4 -_ -- 11 -L 1, - - 7 —SmD14R. I\ N 11\ 1\I f--..f I iv ® � � Mill 1 ,o I 18^SQ.X10^DEEP • el FTG. W/(244 ^ BOTT.EW /. P3 .j--STHDI4RJ P4 ,S1HD14RJ1i (TIP.U.N.O.)--14x POST /( • U.N.O.) I r - j _, 1 4 --_ _—_—_—_—_—_—+ H-_rt 0-s.4RJ ® oI _ L_J L J T.O.S. t. I 16 FINISHED FLOOR SIHD14RJ 56.0 li SLOPE -1134" I '3•-9• I •_4• 0 5•-3. + WON •' I L_____1;/ � ---rte —L , I + -7 - A FIXTURE s--I___—_ _ _—_—_—_— �1--r ABOVE L__I L J Si"CONC. I I-1134"I • PATIO SLAB— o ' 1 D1 x •� 7 P3 aI. a P6 974 "RFPI-20 AT 16^ 01- y O.C. TW.U.N.O. a ' IIS r-� J 36"50.x10^ L_J 1134^I '-11W L 04 2X6PONYWA T r--1 DEEP F W/ EW I J L i • L___ RIGIDLAM 13'4x974 N I $ 14 , , }----4 ---a-,`„ .,_.,. ;.':'.J (4)2x6 rj-- %I. ; (5)2x6 (4)2x6 I I 1I.u s6.0 I I I . . I- 1� • 9 a-sYz 1 E-sY4^ I', 3•-10)• 5'-04 L_T_J 7,x,,- 13'-1* Li rJ h q L --- 1 ----------- ----fH--� '1 o> VARIES: MIN. L J L11 STHDI4RJ a -3"FROM TOP OF 18^x24" o a STEM WALL -1 SPACE _ I ACCESS I 1^ JJ l I s6.0 3X' CONC SIM. ' I SLAB 19 RICIDLAM LVL 134X9)6 • I I OVER 4"FREE C> 6 S6.D 4 P.I Y WALL RIGIDLAM LVL 13'4X974 I I L DRAINAGE MATERIAL 1 r.-1 OVER COMPACTED ., I o+--+ FILL r- 7- -1 L_J I-11W 1-I--• DUB SLAT B HEIGHTS _g HDUB Wim®' r AI002 D WITH GRADING PLAN a ,� v p 1- -1 • RIGIDLAM LVL 13''0(9)4 - 111 m I 111-4--4.- / ^SQ.x10" - .0 -0'-3• w �D FTG W 36^SQ.x10^ 7BLOCKO , il L-___ _- - 1 (4 #4 BOTT.EW DEEP FTG W/ 3x174 UT IL®STEM WALL TYP .' J r } r' I ; ` n I„Z L. +-1_ -..� II _) g n T.o.s. I '1 1(5)2x8 - (5)2x6-r®� �37ft CONC L 1_ J \ I• r 006074 �W 16 sm014 PORCH SLAB L 006014 - - STHDI4RJ S6.1 I. B 10 51.2 CO S6.0 THICKENED • 10 Eby{, SLAB EDGE •x67 6x6 ` I 16 I i SO. ii 2'-1Y4 16'-3• Y-2• 10'-9^ 19-9)4 . f f f 50•-0• Plan 1 9A FOUNDATION PLAN 1/4`=1'-0` ALL BEAMS/HDRS NOT LABELED ARE SIM' IN DES �RRT /I4FZ Plan 19A_Structural Calculations(2017 ORSC).pdf Page 10 of 33 WHICH AREABE Title: Job#14301 Dsgnr: ARS Date: 1:04PM, 24 NOV 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 ,.n plan 5019 abd.ecw:Calculations 7577 7747 / 777. Description 5019ABD-MAIN FLOOR FRAMING Timber Member Information CBI Timber Section 4x10 Beam Width in 3.500 Beam Depth in 9.250 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 6.50 Dead Load #/ft 184.00 Live Load #/ft 490.00 Results Ratio= 0.7924 Mmax @ Center in-k 42.71 @ X= ft 3.25 fb:Actual psi 855.8 Fb:Allowable psi 1,080.0 Bending OK fv:Actual psi 77.9 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 598.00 LL lbs 1,592.50 Max.DL+LL lbs 2,190.50 @ Right End DL lbs 598.00 LL lbs 1,592.50 Max.DL+LL lbs 2,190.50 Deflections Ratio OK Center DL Defl in -0.020 UDefl Ratio 3,898.4 Center LL Dell in -0.053 UDefl Ratio 1,463.9 Center Total Defl in -0.073 Location ft 3.250 UDefl Ratio 1,064.2 15238_2018 02.06_RT SF_Plan 19A Structural Calculations(2017 ORSC).pdf Page 11 of 33 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_19 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 S1= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 Sans= Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1= Fv*S1 SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS Som= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 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 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 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_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 12 of 33 2015 IBC EQUIV.LAT.FORCE SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-1 CT PROJECT*: CT#14301: Plan 5019 ABD SDs= 0.78 h„ = 19.00(ft) SD1= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-05(Table 12.8-2) 1E= 1.0 T= 0.182 ASCE 7-05(EQ 12.8-7) S,= 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=SDI/(T`(R/IE)) (for T<TL) 0.423 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD,*TL)/(T2`(R/IE)) (for T>TO 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 SI>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„x = DIAPHR. Story Elevation Height AREA DL w, w; *h;k w. *h„k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew1 `h;k Vi DESIGN Vi Roof - 19.00 19.00 2400 0.022 52.8 1003.2 0.60 6.02 6.02 2nd 9.00 10.00 10.00 2400 0.028 67.2 672.0 0.40 4.03 10.05 1st(base), 10.00 0.00 SUM= 120.0 1675.2 1.00 10.05 E=V= 14.35(LRFD) 0.7*E= 10.05(ASD) 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 13 of 33 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14301:Plan 5019 ABD N-S E-W F-B S-S 2015 IBC ASCE 7-10 Ridge Elevation(ft)= 36.00 36.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 27.50 27.50 ft. --- --- Building Width= 50.0 50.3 ft. V ulf. Wind Speed 3 sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gust= 93 93 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable PS3oA= 25.7 25.7 psf Figure 28.6-1 Ps30 B= 17.6 17.6 psf Figure 28.6-1 Ps3oc= 20.4 20.4 psf Figure 28.6-1 Ps30o= 14.0 14.0 psf Figure 28.6-1 A= 1.00 1.00 Figure 28,6-1 Kr= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) *K,t*1 : 1 1 Ps=A*Kzt*I*Ps3o= (Eq.28.6-1) PSA= 25.70 25.70 psf (LRFD) (Eq.28.6-1) PSB = 17.60 17.60 psf (LRFD) (Eq.28.6-1) Psc = 20.40 20.40 psf (LRFD) (Eq.28.6-1) Ps o= 14.00 14.00 psf (LRFD) (Eq.28.6-1) Ps A and average= 23.1 23.1 psf (LRFD) Ps B and o average= 15.8 15.8 psf (LRFD) a= 5 5 Figure 28.6-1 2a= 10 10 width-2*2a= 30 30.25 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-Vu) V(E-VV) 36.00 17.0 0 340 0 510 0 302.6 0 457.7 Roof --- 19.00 19.00 4.5 90 0 135 0 90 0 121.2 0 17.2 15.5 18.19 18.19 16.52 16.52 2nd 9.00 10.00 10.00 9.5 190 0 285 0 190 0 287.4 0 7.6 7.6 10.70 28.89 10.75 27.26 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 1550 AF= 1449 24.8 23.2 V(n-s)= 28.89 V(e-w)= 27.26 kips(LRFD) kips(LRFD) kips kips 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 14 of 33 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#14301:Plan 5019 ABD SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) Roof - 19.00 19.00 0.00 0.00 0.00 0.00 18.19 18.19 16.52 16.52 2nd 9.00 10.00 10.00 0.00 0.00 0.00 0.00 10.70 28.89 10.75 27.26 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 28.89 V(e-w)= 27.26 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) 0.6*W 0.6*W • 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 10 10 - 18.19 18.19 16.52 16.5 10.91 10.91 9.91 9.91 2nd 10 0 0 10.70 28.89 10.75 27.21 6.42 17.33 6.45 16.36 1st(base) 0 0 0 I. • V(n-s)= 28.89 V(e-w)= 27.26 V(n-s)= 17.33 V(e-w)= 16.36, kips(LRFD) kips(LRFD) kips(ASD) kips(ASD); 6 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 15 of 33 Design Maps Summary Report Design Maps Summary Report User—Specified Input Building Code Reference Document 20adCode 45.4312315 °N,tional 122.77149Buil °Wing Site Soil Site ClassifiCoordinatescation Site ClassInternD - "Stiff Soil" Risk Category I/II/III erton I 17:),,,,,,,, I I SdOOm I a�€ _ t ,, ,,, 0, ii �i)v�etie z>�, s; 210 ,4r.,,',7:1* ; ar. R '''''''''''Tlf-in"::7411„,',1A';,,,;,ii,,,,:'",t7-,,!:,::,,,,,,1:.•1\'•t, Lake Oswego '''''''''''''''''''''' ' -1.;'ng CEY "°1:2141.7t*''''''''n ' '*'5::-''''' Tualatinii ut 02015 AiaPucst a data @ MapQuest USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Spy -.= 0.720 g Si = 0.423 g SM1 = 0.667 g SDS 7-- Ss 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. MC Response SpectrumDesign Response Spectrin 0 SB LID a7 :4 0 17 0-rt G 55 , a C..l .: VI lc 0 3,2 033 0x 4 - -. 0-- D11 120�.s �. . c) ::0.0c . 0,2.: .z 0.s u.iPoer4odi..I(is.d. a. r. ia. ¢a. . . Period,T(str1.:10 1,L0 1,g,0 1.V,0 z Although this @formation is a product of the U.S.Geological Survey,we provide no warranty,expressed o_fmpl@ed,as to the accuracy of the data contained therein.This tool @s not a substitute Por teeter @ca@ subject matter knowledge. 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 16 of 33 • „, AB 0 0 Roof Below 50-0. l l-5y' 38'-6 " 6,-072• } 5-5' 9,-7�' 4•-1178 -9Y2"v...6. 5-5v 4-1172 4-71y2 5•-3v 1 �Z ' B-o 0 SL 2-6-IN-O SF B2a J2 3-0 i'031 6-0 p 0 F 3-7 0 SH B2b i• '- 1 ALLNN '�"'Sry ,1 l N 60• 3 , ' 1l 11 .i Shwrer 72'x 36" \\\JJJ Tub i -TUB PLATFORM 'l B1a 6-0'4-O SL Bib r—• VAULTED EOtJNE 1 2-4 HC -ER TRUSS DESIGN Master Bath Master Bedroom `.y:i ;a 2'-47'1• N 1'-23'2' 9� + : -' d1l'-77' 4-172• l'-97' # 17ff 1J ss s---+4 2 Qy ® l a Bedroom 4 ® . . E NINSULATE FLOOR OVER UNHEATED SPACE S&P S&P S&P 4 I 2-6 H W a 122'x309 '-4 FiCW n 2-4 H a ll AT11C 1 747E711( - m N !ACCESS! W.I.C. N W.I.C. , Del o Nt e liarW.I.0 Ill a in 0 0�'F( 60'233 �o a '� S&P S&P Laundry S o � �,�0A _--� SHOWER � 1 � }2-6 HCW l'"' e�a s J ( oo L •°••( o ALL BELOW 1 — 5 SH. r .];- Ii Y ( 1' , open to � a Bel . ow r il- e2-0 a•-nY2• �'z 5._672. Bedroom 2 -1_—_� ....z; k Bath I n 0 o �1I ^ 2-4 HCW -~ o m v LIN. A ® O DN n r[[ CAB. i _ W .a��I� -� LOW WALL AT+42"A.F.F. J • 2-6 HCW I o 1 Hall a cni OPEN RAIL Is •. < _....____I Bonus Room a'-2y6" 12-0y2 -4 HCW ' Bedroom 3 - 0555 INSULATE FLOOR a OVER UNHEATED Open to Below 1a SPACE u> a - WIC co 3-0I4-0 F o - Floor Below I -'. &P m i a I� i 1 .N B3a � 3-0 0 ON 3-0 5-0 F 3-0 o SH B3b I RoofIBelow L B4a 3 0 594- 0 5-s OH B4b 6-o)8' J 3'-57'1• 1 3'-5)" 1 6I-9%* 4'-574 1 4'-5748• y 3'-7% J S-012' 1 5•-3' , 20'-572 T} -107" fl( 3'-474 f-7y 12•-4Y° 3'-474 1 50'-r Li LJ 0 Plan 1 9A UPPER FLOOR PLAN 1/4"-1'-0" 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 17 of 33 6" � 0 2,._,,A. e 0 2 ' 6" €•-.. I I _ 1 1 I': Patio . I i ; 5-8. 1 6.-3Y r ' g-Syy ' I I.. ' .. �' p 36a 4 0 o sH Ba�! B7a 4-0 o sri• 1.. 87b WALL L C. 014N5 DW ' ° • le ® d ([[ 00 B5 Den •• 4 A ook Kitchen © _o D lI C) o Q CO SOFFIT Q - ,o + DOWN Shop ��� r 2123---- , Q '• 6 HOW I is kg BOLLARD a dI/ :. 1--- �pAgO — 3-0 HCW --. < --- — SOFFIT DOWN I1 I1 IL___________ -1 y 3' " _. v> I r.._____.....' Potvtler T ;K.; '1 •'�+_, rl 2'-9);"4 10'-0• 4'-7Y4' # 3, 4• it 49 2-8 WIL WOOD TREADINSUL __ MAX RISER 8• ? n (ADD STEPS REQO BY GRADE) , F CLOSET i Dining Room _ n n 11 3-Car Garage 6-0IelFOLo WALL FINISH: 1"GWBPantry 1°• -4---- I CEILING FINISH 1/2•TYPE'X'GWS •`v 7 FIRE-TAPE ALL GWB 5 SHELVES WRAP BEAMS BELOW CEIUNG LEVEL. `1 o < INSULATE FLOOR ABOVE 1 c —_xb T .....-.......I I e 'n ; FURN I44''PI'Z' n '.. I ^ -" °•°° > GUARD RAIL W/6"HIGH a Q FURNACE- TO BE SIZED \ g v1 2x4 CURB AT BOTTOM- t PER ORSC M1305.1.1 0z , . TOP AT+42'ABV.NOSING 3 2_y 2 PLATFORM 0+16• , -g •2'-3• Y2' <�7N ABOVE ADJACENT1 o�w . li GARAGE SLAB I I LL I 11" Ioo---"` ?� I Ij>Y.3�1 + 1 a r ISI&IP 1 ,•••UL APPROVED DIRECT-VENT `i 0,,, �-> m tE-i • I I I I FIREPLACE,INSTALL PER MFR. - Kigy OiO� .. h FB9 II-, <L I Great Room D 'q II oil Entry12"TILE 20 TRIM FRAME J PEP SITE ��"= s �, !T =_I 609)171065 Ian o uN __fir _.... f. 0b iLL — o a '1 0 .1-D 15-0-F 1-0'5-0 t 1 16-0 8-0 SOHDI, • N -N �_ I 1 -1A-- . • .1 . . ..I,• 1 . ,� ._---- 1 Floor Above 1 'es�_` i 1 12, Floo iAbove y I . P47 cl I , IX Iv B 12_ o-0 -0 5H 3-0.5-0 F -o I5-o F 3-o B-0 B13 10'-23/a j 10'-2k. . 1'-II 2'-5))2'..2-5V, .r-11Y47 1 s•-13/a 1 3'-5Y• 1 3'-5Yz' ; 3'-5V 4 5'-13'y' I ' 20'-♦5Y2 8-i0j62• _ 1 h 20,-8. I IT] • . B 1nN fi -k -�=-r; m 20'-7)J• 8'-6)/f I 20'-10- 1 50-0• I Plan 1 9A LOWER FLOOR PLAN 1/4"=1'-0• 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 18 of 33 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14301:Plan 5019 ABD Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 6.02 kips Design Wind N-S V i= 10.91 kips Max.aspect= 3.5 Sum Seismic V i= 6.02 kips Sum Wind N-S V i= 10.91 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 etc C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet 14., OTM RoTM Unet Lein, U , (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Of) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Al 648 17.0 18.5 1.00 0.15 2.95 0.00 1.62 0.00 1.00 1.00 96 P6TN P6 173 14.62 11.68 0.18 0.18 26.52 14.15 0.76 0.76 0.76 - 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 A2 552 14.5 15.8 1.00 0.15 2.51 0.00 1.38 0.00 1.00 1.00 95 P6TN P6 173 12.45 8.48 0.29 0.29 22.59 10.28 0.89 0.89 0.89 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 A3 465 15.5 18.0 1.00 0.15 2.11 0.00 1.17 0.00 1.00 1.00 75 P6TN P6TN 136 10.49 10.36 0.01 0.01 19.03 12.56 0.44 0.44 0.44 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 Ext A4 375 12.5 16.5 1.00 0.15 1.71 0.00 0.94 0.00 1.00 1.00 75 P6TN P6TN 136 8.46 7.66 0.07 0.07 15.35 9.28 0.51 0.51 0.51 - - 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 A5 360 12.0 13.5 1.00 0.15 1.64 0.00 0.90 0.00 1.00 1.00 75 P6TN P6TN 136 8.12 6.01 0.19 0.19 14.73 7.29 0.66 0.66 0.66 - 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 - - 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 2400 71.5 71.5=L eff. 10.91 0.00 6.02 0.00 EVwind 10.91 EVEQ 6.02 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 19 of 33 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14301:Plan 5019 ABD Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 4.03 kips Design Wind N-S V i= 6.42 kips Max.aspect= 3.5 Sum Seismic V i= 10.05 kips Sum Wind N-S V i= 17.33 kips Min. Lwall= 2.86 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 err. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Row Unet Ue,m OTM Row Deet Usum Veum (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A6 742 34.0 35.5 1.00 0.25 1.98 5.45 1.25 3.01 1.00 1.00 125 P6TN P6 219 42.56 74.68 -0.96 -0.96 74.34 90.53 -0.49 -0.49 -0.49 - - 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 A7 462 19,5 19.5 1.00 0.25 1.24 0.00 0.78 0.00 1.00 1.00 40 P6TN P6TN 63 7.76 23.53 -0.84 -0.84 12.36 28.52 -0.86 -0.86 -0.84 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 A8 190 8:0 9.3 1.00 0.25 0.51 0.00 0.32 0.00 1.00 1.00 40 P6TN P6TN 64 3.19 4.58 -0.19 -0.19 5.08 5.55 -0.06 -0.06 -0.06 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 A9 166 7.0 7.0 1.00 0.25 0.44 0.00 0.28 0.00 1.00 1.00 40 P6TN P6TN 63 2.79 3.03 -0.04 -0.04 4.44 3.68 0.12 0.12 0.12 - 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 Al Oa* 203 5.5 10.8 1.00 0.25 0.54 1.32 0.34 0.73 1.00 1.00 195 P6 P6 339 10.71 3.66 1.46 1.46 18.63 4.43 2.94 2.94 2.84 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. Al Ob* 637- '17.3 20.5 1.00 0.25 1.70 4.14 1.07 2.28 1.00 1.00 194 P6 P6 339 33.50 21.88 0.70 0.70 58.43 26.52 1.92 1.92 442 O 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 1.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 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 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 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 - - O 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 O 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 - O 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 - - O 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 2400 91.3 91.3=L eff. 6.42 10.91 4.03 6.02 1.00 EV,M„d 17.33 EVEQ 10.05 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 20 of 33 JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: A10ab w dl= 250 plf V eq 4420.0 pounds V1 eq = 1068.6 pounds V3 eq = 3351.4 pounds V w= 7700.0 pounds V1 w= 1861.5 pounds V3 w= 5838.5 pounds —► v hdr eq= 151.1 plf P • H head = A v hdr w= 263.2 plf 1 v Fdrag1 eq= 237 F2 eq= 745 A Fdrag1 w= • 4 F2 .- 1297 H pier= v1 eq= 194.3 plf v3 eq= 194.3 plf P6 E.Q. 5.0 v1 w= 338.5 plf v3 w= 338.5 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 10 • Fdrag3 eq= . F4 e.-- 745 feet • Fdrag3 w= 414 F4 w= 1297 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq = 151.1 plf P6 4.0 EQ Wind v sill w= 263.2 plf P6 feet OTM 44200 77000 R OTM 52529 64167 v . UPLIFT -291 449 Up above 0 0 UP sum -291 449 H/L Ratios: L1= 5.5 L2= 6.5 L3= 17.3 Htotal/L = 0.34 0-4 01 0 Hpier/L1= 0.91 Hpier/L3= 0.29 L total = 29.3 feet 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 21 of 33 SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14301:Plan 5019 ABD Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 6.02 kips Design Wind E-W V i= 9.91 kips Max.aspect= - 3.5 Sum Seismic V i= 6.02 kips Sum Wind E-W V i= 9.91 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wind Wnd Wnd Max. Wall ID T.A. Lwall LDL eH. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Line Usum Ubum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 300 3.0 6.0 1.00 0.15 1.24 0.00 0.75 0.00 1.00 1.00 251 P4 P4 413 6.77 0.67 2.61 2.61 11.15 0.81 4.43 4.43 443 - 0 0.0 0.0 1.00 0.001 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 B1b* 250 2.5 5.5 1.00 0.15 1.03 0.00 0.63 0.00 1.00 1.00 251 P4 P4 413 5.64 0.51 2.80 2.80 9.29 0.62 4.73 4.73 443 - - 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 B2a* 350 3.5 10.8 1.00 0.15 1.45 0.00 0.88 0.00 1.00 1.00 251 P4 P4 413 7.90 1.40 2.29 2.29 13.01 1.69 3.99 3.99 348 - - 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 B2b* 300 3.0 10.3 1.00 0.15 1.24 0.00 0.75 0.00 1.00 1.00 251 P4 P4 413 6.77 1.14 2.41 2.41 11.15 1.38 4.19 4.19 448 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 B3a* 300 2.5 7.5 1.00 0.15 1.24 0.00 0.75 0.00 1.00 1.00 301 P4 P4 496 6.77 0.70 3.31 3.31 11.15 0.84 5.62 5.62 6.63 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 Ext B3b* 300 2.5 7.5 1.00 0.15 1.24 0.00 0.75 0.00 1.00 1.00 301 P4 P4 496 6.77 0.70 3.31 3.31 11.15 0.84 5.62 5.62 6.62 - - 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 B4a* 300 4.7 7.9 1.00 0.15 1.24 0.00 0.75 0.00 1.00 1.00 161 P6 P6 265 6.77 1.37 1.35 1.35 11.15 1.66 2.37 2.37 2.37 - 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 Ext Bob* 300 4.7 7.9 1.00 0.15 1.24 0.00 0.75 0.00 1.00 1.00 161 P6 P6 265 6.77 1.37 1.35 1.35 11.15 1.66 2.37 2.37 2,37 - - 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 - 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 2400 26.3 26.3=L eff. 9.91 0.00 6.02 0.00 EVwlnd 9.91 EVEQ 6.02 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 22 of 33 PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ = 350#< EQ (ALLOW) = 1031# SHEET TITLE: LATERAL E-W(side to side-left/right) WIND = 580#<WIND CT PROJECT#: CT#14301:Plan 5019 ABD (ALLOW) = 1444# Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 4.03 kips Design 'ind E-W V i= 6.4 Max.aspect= 3.5 Sum Seismic V i= 10.05 kips S.' Wind E-W V i= 16.36 kips Min.Lwall= 2.86 ft. Wind Wind E.Q. E.Q. = 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wnd Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V ab . 2w/h v i Type Type v i OTM ROTM Unet Ue m OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) ip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 85 507 11.5 11.5 1.00 0.25 1.36 2.27 0.85 1.38 1.00 1.00 194 P6 P6 316 22.31 8.18 1.30 2.00 36.32 9.92 2.44 3.78 3.78 - 0 0.0 0.0 1.00 0.00 0.00 0.a 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 B6a* 154 3.5 5.5 1.00 0.25 0.41 r.60 0.26 0.36 1.00 1.00 177 P6 P6 290 6.19 1.19 1.76 1.76 10.14 1.44 3.07 3.07 3.07 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 B6b* 198 4.5 10.5 1.00 0.25 0: 3 0.77 0.33 0.47 1.00 1.00 178 P6 P6 289 8.02 2.92 1.33 1.33 13.02 3.54 2.47 2.47 2A47 0 0.0 0.0 1.00 0.0. 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 B7a' 154 3.5 13.0 1.00 r "5 0.41 0.60 0.26 0.36 1.00 1.00 177 P6 P6 290 6.19 2.82 1.19 1.19 10.14 3.41 2.37 2.37 247 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 B7b* 187 4.3 9.8 1 .0 0.25 0.50 0.72 0.31 0.44 1.00 1.00 177 P6 P6 288 7.54 2.56 1.39 1.39 12.22 3.11 2.54 2.54 244 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 6.6 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 0,1 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.;: r: r" • • ::! 1.00 1.00 376 P3 P3 614 30.09 3.96 3.56 3.56 49.14 4.80 5.85 5.85 5.85 - 0 0.0 0.0 1.10 0.00 0.00 0.10 0.0. 0.00 .00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP B10 84 2.0 2.0 1.00 0.25 0.23 0.35 0.14 0.21 •.00 0.40 439 P3 P6 288 3.51 0.25 2.45 2.45 5.76 0.30 3.75 3.75 3.75 - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 .00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP B11 84 2.0 2.0 1.00 0.25 0.23 0.35 0.14 0.21 .00 0.40 439 P3 P6 288 3.51 0.25 2.45 2.45 5.76 0.30 3.75 3.75 3.75 - • 0,0 0.0 1.00 0.00 0 00 0.00 0.01 1 00 .00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .1 6:"' : ;.06 0 +. 1.00 0.70 251 P4 P6 283 6.15 0.76 1.90 1.90 9.92 0.92 3.18 3.18 3.18 O 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 B13 166 4.0 4.0 1.00 0.25 0.45 0.67 0.28 0.42 1.00 0.80 218 P6 P6 279 6.99 0.99 1.80 1.80 11.16 1.20 2.99 2.99 2.99 O 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 O 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 O 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 2400 46.8 46.8 =L eff. 6.45 9.91 4.03 6.02 >iVw;,,d 16.36 EVEQ10.05 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 23 of 33 JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: Blab w dl= 150 plf V eq 1380.0 pounds V1 eq = 752.7 pounds V3 eq = 627.3 pounds V w= 2270.0 pounds V1 w= 1238.2 pounds V3 w= 1031.8 pounds ► v hdr eq= 120.0 plf --0- A i♦ H head = A v hdr w= 197.4 plf 1 V Fdragl eq= 393 F2 eq= 327 A Fdrag1 w= :.6 F2 ,- 538 H pier= vl eq = 250.9 plf v3 eq= 250.9 plf P4 E.Q. 5.0 v1 w= 412.7 plf v3 w= 412.7 plf P4 WIND feet H total = 2w/h = 1 2w/h = 1 9 Fdrag3 eq= : F4 e.- 327 feet • Fdrag3 w= 646 F4 w= 538 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq = 120.0 plf P6TN 3.0 EQ Wind v sill w= 197.4 plf P6 feet OTM 12420 20430 R OTM 4872 5951 • UPLIFT 697 1337 Up above 0 0 UP sum 697 1337 H/L Ratios: L1= 3.0 L2= 6.0 L3= 2.5 Htotal/L= 0.78 + 0 4 0 4 ► Hpier/L1= 1.67 Hpier/L3= 2.00 L total = 11.5 feet ► 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 24 of 33 JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: B2ab w dl= 150 plf V eq 1630.0 pounds V1 eq = 877.7 pounds V3 eq = 752.3 pounds V w= 2690.0 pounds V1 w= 1448.5 pounds V3 w= 1241.5 pounds —_ . P. v hdr eq= 77.6 plf ► • H head = A v hdr w= 128.1 plf 1 v Fdrag1 eq= 606 F2 eq= 519 • Fdrag1 w= ,00 F2 .- 857 H pier= v1 eq= 250.8 plf v3 eq = 250.8 plf P4 E.Q. 5.0 v1 w= 413.8 plf v3 w= 413.8 plf P4 WIND feet H total = 2w/h = 1 2w/h = 1 9 T Fdrag3 eq= .s. F4 e•-- 519 feet A Fdrag3 w= 1000 F4 w= 857 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 77.6 plf P6TN 3.0 EQ Wind ' v sill w= 128.1 plf P6TN feet OTM 14670 24210 R OTM 16246 19845 v . UPLIFT -77 215 I Up above 0 0 UP sum -77 215 I H/L Ratios: L1= 3.5 L2= 14.5 L3= 3.0 Htotal/L= 0.43 4 0-4 ► Hpier/L1= 1.43 Hpier/L3= 1.67 L total = 21.0 feet 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 25 of 33 JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: B3ab w dl= 150 plf V eq 1500.0 pounds V1 eq = 750.0 pounds V3 eq = 750.0 pounds V w= 2480.0 pounds V1 w= 1240.0 pounds V3 w= 1240.0 pounds ► v hdr eq= 100.0 plf A H head = A v hdr w= 165.3 plf 1 V Fdrag1 eq= 500 F2 eq= 500 A Fdrag1 w= :.7 F2 , - 827 H pier= v1 eq = 300.0 plf v3 eq= 300.0 plf P4 E.Q. 5.0 v1 w= 496.0 plf v3 w= 496.0 plf P4 WIND feet H total = 2w/h = 1 2w/h = 1 9 Fdrag3 eq= t S F4 e.-- 500 feet A Fdrag3 w= 827 F4 w= 827 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq = 100.0 plf P6TN 3.0 EQ Wind v sill w= 165.3 plf P6 feet OTM 13500 22320 R OTM 8289 10125 ! y UPLIFT 364 851 Up above 0 0 UP sum 364 851 H/L Ratios: L1= 2.5 L2= 10.0 L3= 2.5 Htotal/L= 0.60 Hpier/L1= 2.00 Hpier/L3= 2.00 L total = 15.0 feet 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 26 of 33 JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: B4ab w dl= 150 plf V eq 1500.0 pounds V1 eq = 750.0 pounds V3 eq = 750.0 pounds V w= 2480.0 pounds V1 w= 1240.0 pounds V3 w= 1240.0 pounds --► — ► v hdr eq= 94.7 plf --0- A ►A H head = A v hdr w= 156.6 plf 1 V Fdrag 1 eq= 308 F2 eq= 308 A Fdrag1 w= '!9 F2 - 509 H pier= vi eq = 160.6 plf v3 eq= 160.6 plf P6 E.Q. 5.0 v1 w= 265.5 plf v3 w= 265.5 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 9 _ Fdrag3 eq= e: F4 e.- 308 feet A Fdrag3 w= 509 F4 w= 509 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 94.7 plf P6TN 3.0 EQ Wind v sill w= 156.6 plf P6 feet OTM 13500 22320 R OTM 9243 11291 v T UPLIFT 281 727 Up above 0 0 UP sum 281 727 H/L Ratios: L1= 4.7 L2= 6.5 L3= 4.7 Htotal/L = 0.57 4 Hpier/L1= 1.07 Hpier/L3= 1.07 L total = 15.8 feet 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 27 of 33 JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: B6ab w dl= 250 plf V eq 1200.0 pounds V1 eq = 430.8 pounds V3 eq = 769.2 pounds V w= 1940.0 pounds V1 w= 696.4 pounds V3 w= 1243.6 pounds > v hdr eq= 87.3 plf ► A H head = A v hdr w= 141.1 plf 1 v Fdragl eq= 125 F2 eq= 224 A Fdragl w= 93 F2 362 H pier= v1 eq = 123.1 plf v3 eq = 123.1 plf P6TN E.Q. 6.0 v1 w= 199.0 plf v3 w= 199.0 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 10 v Fdrag3 eq= F4 e.- 224 feet • Fdrag3 w= 203 F4 w= 362 2w/h = 1 H sill= (0.6 0.14Sds) D 0.6D v sill eq = 87.3 plf P6TN 3.0 EQ Wind v sill w= 141.1 plf P6TN feet OTM 12000 19400 R OTM 11608 14180 • v UPLIFT 30 399 Up above 0 0 UP sum 30 399 H/L Ratios: L1= 3.5 L2= 4.0 L3= 6.3 Htotal/L= 0.73 0-4 104 1 Hpier/L1= 1.71 Hpier/L3= 0.96 L total= 13.8 feet 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 28 of 33 JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: B7ab w dl= 250 plf V eq 1800.0 pounds V1 eq = 854.2 pounds V3 eq = 945.8 pounds V w= 2940.0 pounds V1 w= 1395.3 pounds V3 w= 1544.7 pounds ► 0. v hdr eq= 96.0 plf A H head = A v hdr w= 156.8 plf 1 v Fdrag1 eq= 182 F2 eq= 202 • Fdrag1 w= '8 F2 330 H pier= v1 eq = 122.0 plf v3 eq= 122.0 plf P6TN E.Q. 4.0 v1 w= 199.3 plf v3 w= 199.3 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 10 v Fdrag3 eq= s F4 e.- 202 feet A Fdrag3 w= 298 F4 w= 330 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 96.0 plf P6TN 5.0 EQ Wind v sill w= 156.8 plf P6 feet OTM 18000 29400 R OTM 21585 26367 • • UPLIFT -198 168 Up above 0 0 UP sum -198 168 H/L Ratios: L1= 7.0 L2= 4.0 L3= 7.8 Htotal/L = 0.53 4 —t `4 0. Hpier/L1= 0.57 Hpier/L3= 0.52 L total = 18.8 feet 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 29 of 33 Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shears°M(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 ' 10 1,125 (1575 WIND) 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 to b Q31 EQ(1444 WIND) Foundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. • Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening opposite side of sheathing I --I Pony ■ wall height . ' - Fasten top plate to header "" 111 Min.3"x 11-1/4 net header ' with two rows of 16d steel header not allowed ' sinker nails at 3"o.c.typ 1 t ' Fasten sheathing to header with 8d common or p - Min.3/8"wood structural 12' x galvanized box nails at 3"grid pattern as shown /panel sheathing max , l✓ Header to jack-stud strap per wind design. wall height Min 1000 lbf on both sides of opening opposite side of sheathing. If needed,panel splice edges shall occur over and be 10' r Min.double 2x4 framing covered with min 3/8" ____ nailed to common blocking max -- a;• thick-wood structural panel sheathing with • within-middfe24"of portal height 8d common or galvanized box nails at 3'o.c. p ; .: height.One row of 3"o.c. .,. in all framing(studs,blocking,and sills)typ. }i; nailing is required in each L: panel edge. It Min length of panel per table 1 Typical portal frame construction \ t,n Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) v Min double 2x4 post(king H, and jack stud).Number of " • t Min reinforcing of foundation,one#4 bar __ ,T jack studs per IRC tables top and bottom of footing.Lap bars 15"min. R502.5(1)&(2). t t i ' r Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 30 of 33 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA Project: Date: _e f3Rked. 98109 � �/ �j �j 2 � g � (206)285-4512 Client: ��W C,5 (, J. (/J� ?j�v 1/0..5;2PAX: Page Number: (206)285-0618 I I rL 1)n-----Ast)(A-cr/L) m O ___4/ 1,g ,, 1,/511 g`` x ( )Z" k f31)( � � ��� DR16.1-11) �Q M 60— am i. 6)(0,7 60) 7 0,312_ (5 04 OV/3 Liz) V _ Vort 00,0 i Z (1)(,7)1<ni (,e 6(36114-- Y)• 4,.> ;, ce, � A/411= tei ) = 5' ' V /t. tc Z Ib, k)/(2) at= ©, °u u.tV, I ,01z �-- l2_ d� �lti 1' BAU ,PQ_QVr1 5 ct_ a;s0 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 31 of 33 Structural Engineers Title: Job#14301 Dsgnr: ARS Date: 5:56PM, 9 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Square FootingDi Page 1 y qesDesign plan 5019 abd.ecw Calculations Y.s",:i 'Y1"" "" :3::f.' .c3 %w,... ".F//Xf.✓' - .�Y�/:/A{!4�4J�.l�'.. - 4YF' .3K'M.k,£:�m%4%9.J Gi'/.' Description 5019ABD-FTG Fl General Information Dead Load 1.200 k Footing Dimension 1.500 ft Live Load 3.000 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 3.50 in Allowable Soil Bearing 2,000.00 psf Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0003 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 1.50ft square x 10.Oin thick with 2-#4 bars Max.Static Soil Pressure 1,991.67 psf Vu:Actual One-Way 2.55 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 658.33 psf Vu:Actual Two-Way 19.08 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.58 k-ft/ft 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.42 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 32 of 33 I Title: Job#14301 Dsgnr: ARS Date: 4:09PM, 23 FEB 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Square FootingDesign Page 1 "1 plan 19 abd.ecw:Calculations Description 5019ABD- FTG F2 General n ormation � .. Dead Load 4.500 k Footing Dimension 3.000 ft Live Load 12.100 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf ft 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 5.50 in Allowable Soil Bearing 2,000.00 psf Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.648 in2 As Req'd by Analysis 0.0011 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0015 % 11102ranalli Footing OK SE 3.00ft square x 10.0in thick with 4-#4 bars Max.Static Soil Pressure 1,969.44 psf Vu:Actual One-Way 29.55 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 625.00 psf Vu:Actual Two-Way 81.04 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Altemate Rebar Selections... Mu :Actual 2.55 k-ft/ft 4 #4's 3 #5's 2 #6's Mn*Phi:Capacity 7.42 k-ft/ft 2 #7's 1 #8's 1 #9's 1 #10's 15238_2018.02.06_RT SF_Plan 19A_Structural Calculations(2017 ORSC).pdf Page 33 of 33 JI MAIN 12-7-15 rRoseburg7:53am 3 Forest Products Campatrr 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 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: UBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 T T 17 8 0 O � 17 8 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" 617# -- 2 17' 8.000" Wall DFL Plate(625psi) N/A 1.750" 617# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 475#(356p1f) 142#(107p1f) 2 475#(356p1f) 142#(107p1f) Design spans 17' 9.750" Product: DBL 11 7/8" RFPI-20 16.0" 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 2750.'# 7280.'# 37% 8.83' Total Load D+L Shear 617.# 2840.# 21% 0' Total Load D+L TL Deflection 0.2633" 0.8906" L/811 8.83' Total Load D+L LL Deflection 0.2026" 0.4453" L/999+ 8.83' 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 KAM I L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie 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 Roseburg J2 12-7-15 7:SSam C A Forest Products Compem, 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 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: UBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 T? 1r /Q 7 7 0 / 10 2 0 11 6 0 29 3 0 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" 238# -- 2 7' 7.000" Wall DFL Plate(625psi) 3.500" 3.500" 706# -- 3 17' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 889# -- 4 29' 3.000" Wall DFL Plate(625psi) 3.500" 1.750" 334# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 193#(145p1f) 45#(33p10 2 562#(421 plf) 145#(108p1f) 3 690#(517p1f) 200#(150p1f) 4 262#(196p1f) 72#(54p1f) Design spans 7' 4.375" 10' 2.000" 11' 3.375" Product: 11 7/8" RFPI-20 16.0" 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 801.'# 3640.'# 21% 23.95' Odd Spans D+L Negative Moment 935.'# 3640.'# 25% 17.75' Adjacent 2 D+L Shear 474.# 1420.# 33% 17.75' Adjacent 2 D+L End Reaction 334.# 1316.# 25% 29.25' Odd Spans D+L Int.Reaction 889.# 1935.# 45% 17.75' Adjacent 2 D+L TL Deflection 0.0580" 0.5641" L/999+ 23.95' Odd Spans D+L LL Deflection 0.0473" 0.2820" L/999+ 23.95' Odd Spans L Control: Max Int.React. DOLs: Live=100°/ Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie 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