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Specifications �S � - 0Q \t4- ,5 \1/4: C CvLS L<m . CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) EC�.�mn #17159 SEP 2 1 2017 C e Y CF.TIS ARD Structural Calculations DIs,3R3N Polygon at River Terrace (Area 7) Single—FamilyINE00,-�Plan 8056A ti 60 Tigard, OR 4REG0111. c, T. G0 Design Criteria: 2015 IBC (2014 ORSC, OSSC) 08/22/2017 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, Bearing = 2000 psf Client: Polygon Northwest Company 703 Broadway Street, Suite 510 Vancouver, WA 98660 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 17159_2017.08.22_River Ter[due(Area 7)_Plan 80J6A_86uclural Calculaliurs.Ndf Payc 1 of 28 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—Area 7 (Single-Family Homes)—Tigard, OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below. The structures are one-story wood-framed. Roof framing is comprised of pre-manufactured pitched chord wood trusses. Floor framing over crawlspace 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: 2015 IBC and currently adopted ORSC and OSSC. 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 current IBC 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 IBC code. 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 2 of 28 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 17159 8056 AB ROOF Roofing-asphalt shingles 3.5,psf Mise I 0.9 psf 5/8"plywood (O S.B. ..:, 2.2 psf Framing at 24"o.c. 3.0',psf insulation IE 1.0 psf (1)5/8"gypsum'.ceiling 2.8,psf Misc.fMech. 1.5'psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish2.8 psf NO gypsum concrete 0.0'psf 3/4"plywood (OS.B.) 3.0 psf TJIs at 16"o.c. 4.5`psf Insulation 1.0'psf NO 5/8"gypsum ceiling 0.0 psf Misc. 3.7`psf FLOOR DEAD LOAD 15.0 PSF 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 3 of 28 �r,,5M5. �A.NNH M.Nr.,P Al m rm mIlk E aam__ .am a I Wp a'___ ><r STS__ ___--- 2 „hto ; 91.2119_,-.06, ! } IIM ___ 1{ _ _ --- r N .., oP ABl ,. 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L• � 1fi rth � � ........' __..... � L I 1 \: '..� ,ill ; EW.B POS' 1 �I uyT.a, / NV �L 4 L PA:S , .i Al ......I......... _5 1� _.... ue� w hh0 0 II b u""."' ,R hI .; /11�01410114riA' MAMMY i i AWL ABOVE i Mil1 et. 1.-1 00 0► P� I1 � l. : $0 00 , ........., ... 0 1 r i ., ..•' , 1b \\\\i\I !pipe mz {4 iex • o o P 1 s.TA.wRBA1 m 1, GT I D A mnI0 „,,,,,,,,,;0 ' "PIN N0EPi0P BEARING HO0. y ...... ----I Ow . 4 Pe I ���1�� �...�:J SdeEli •Wii ,12 1 P GABLE MD lPuss N FE u e ® ,,,„,!.............7:t:`, oua r IA qL 1 (2,NV. ! : gEr RBA.' 4Y il_. 1 u:_ `--- PaPEP1P0011„AILNEA11011 - INSTALL E'er, b,bvmryJ �ti POST s�vosi N PROTECTION Aral POw 1m155P5• INPSTALLERS 0..01ANINEMMIINS. ® 8056A ROOF FRAMING PLAN ALL BEAMS/HDRS NOT LABELED ARE SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED 17159_2017.08.22_River Terrace(Area 7)_Plan 8058A_Structural Calculations.pdf Page 4 of 28 Title: Job# Dsgnr: Date: 11:06AM, 9 AUG 17 Description: Scope: Timber Beam & Joist Page 1 8056ab.eow:Calculations Description 8056A-ROOF FRAMING (1 OF 2) Timber Member Information RBA1 RBA2 RBA3 RBA4 RBA5 RBA6 RBA7 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 4x8 4x8 5.125x12 Beam Width in 3.000 3.000 3.000 3.000 3.500 3.500 5.500 Beam Depth in 9.250 9.250 9.250 9.250 7.250 7.250 12.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir- Douglas Fir,24F- Larch,No.2 Larch,No.2 V4 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 900.0 2,400.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 180.0 240.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 1,600.0 1,800.0 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 GluLam Repetitive Status No No No No No No No Center Span Data Span ft 3.50 4.50 3.00 8.00 3.50 2.50 19.67 Dead Load #/ft 45.00 150.00 375.00 30.00 368.00 368.00 86.00 Live Load #/ft 75.00 250.00 625.00 50.00 612.00 612.00 144.00 Results Ratio= 0.0479 0.2641 0.2935 0.1670 0.4365 0.2227 0.3666 Mmax @ Center in-k 2.20 12.15 13.50 7.68 18.01 9.19 133.48 @ X= ft 1.75 2.25 1.50 4.00 1.75 1.25 9.83 fb:Actual psi 51.5 284.0 315.6 179.5 587.3 299.6 1,011.2 Fb:Allowable psi 1,075.3 1,075.3 1,075.3 1,075.3 1,345.5 1,345.5 2,758.6 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Ar:Actual psi 6.4 32.3 39.6 14.0 66.5 37.7 46.5 Fv:Allowable psi 172.5 172.5 172.5 172.5 207.0 207.0 276.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK 1 Reactions @ Left End DL lbs 78.75 337.50 562.50 120.00 644.00 460.00 845.81 LL lbs 131.25 562.50 937.50 200.00 1,071.00 765.00 1,416.24 Max.DL+LL lbs 210.00 900.00 1,500.00 320.00 1,715.00 1,225.00 2,262.05 @ Right End DL lbs 78.75 337.50 562.50 120.00 644.00 460.00 845.81 LL lbs 131.25 562.50 937.50 200.00 1,071.00 765.00 1,416.24 Max.DL+LL lbs 210.00 900.00 1,500.00 320.00 1,715.00 1,225.00 2,262.05 LDeflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.001 -0.005 -0.003 -0.011 -0.007 -0.002 -0.203 UDefl Ratio 71,105.3 10,036.7 13,549.5 8,931.6 6,011.4 16,495.4 1,161.7 Center LL Defl in -0.001 -0.009 -0.004 -0.018 -0.012 -0.003 -0.340 UDefl Ratio 42,663.2 6,022.0 8,129.7 5,358.9 3,614.7 9,918.8 693.8 Center Total Defl in -0.002 -0.014 -0.007 -0.029 -0.019 -0.005 -0.543 Location ft 1.750 2.250 1.500 4.000 1.750 1.250 9.835 UDefl Ratio 26,664.5 3,763.8 5,081.1 3,349.3 2,257.4 6,194.2 434.4 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 5 of 28 Title: Job# Dsgnr: Date: 2:15PM, 15 AUG 17 Description: Scope: Timber Beam &Joist Page 1 8056ab.ecw:Calculations Description 8056A-ROOF FRAMING (2 OF 2) Timber Member Information REAS RBA9 RBA10 RBA11 RBA12 Timber Section 4x8 5.125x15 2-2x10 5.125x12 4x10 Beam Width in 3.500 5.500 3.000 5.500 3.500 Beam Depth in 7.250 15.000 9.250 12.000 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Douglas Fir,24F- Hem Fr,No.2 Douglas Fir,24F- Douglas Fir- Larch,No.2 V4 V4 Larch,No.2 Fb-Basic Allow psi 900.0 2,400.0 850.0 2,400.0 900.0 Fv-Basic Allow psi 180.0 240.0 150.0 240.0 180.0 Elastic Modulus ksi 1,600.0 1,800.0 1,300.0 1,800.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 Member Type Sawn GluLam Sawn GluLam Sawn Repetitive Status No No No No No Center Span Data Span ft 11.00 16.00 6.00 18.50 4.00 Dead Load #/ft 41.00 202.00 60.00 180.00 Live Load #/ft 69.00 338.00 100.00 300.00 Dead Load #/ft 375.00 Live Load #/ft 625.00 Start ft End ft 11.750 Point#1 DL lbs 1,380.00 376.00 1,228.00 LL lbs 2,300.00 627.00 2,040.00 @ X ft 11.750 4.500 1.500 Point#2 DL lbs 371.00 LL lbs 614.00 @ X ft 11.000 Point#3 DL lbs 371.00 LL lbs 614.00 @ X ft 18.000 Results Ratio= 0.4839 0.7476 0.6339 0.4330 0.7665 Mmax @ Center in-k 19.96 424.67 29.16 157.74 47.52 @ X= ft 5.50 8.38 3.00 10.36 1.50 fb:Actual psi 651.1 2,059.0 681.6 1,195.0 952.0 Fb:Allowable psi 1,345.5 2,754.0 1,075.3 2,760.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 32.0 130.9 65.2 57.1 122:0 Fv:Allowable psi 207.0 276.0 172.5 276.0 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 225.50 3,154.89 606.00 999.97 1,127.50 LL lbs 379.50 5,258.15 1,014.00 1,665.00 1,875.00 Max.DL+LL lbs 605.00 8,413.04 1,620.00 2,664.97 3,002.50 @ Right End DL lbs 225.50 2,631.36 606.00 1,228.03 820.50 LL lbs 379.50 4,385.59 1,014.00 2,040.00 1,365.00 Max.DL+LL lbs 605.00 7,016.95 1,620.00 3,268.03 2,185.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.076 -0.219 -0.023 -0.212 -0.010 UDefl Ratio 1,738.1 875.4 3,144.2 1,044.9 4,877.4 Center LL Defl in -0.128 -0.366 -0.038 -0.353 -0.016 UDefl Ratio 1,032.8 525.3 1,879.1 628.1 2,933.3 Center Total Defl in -0.204 -0.585 -0.061 -0.566 -0.026 Location ft 5.500 8.064 3.000 9.250 1.904 UDefl Ratio 647.8 328.3 1,176.2 392.3 1,831.7 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 6 of 28 Title: Job# Dsgnr: Date: 2:25PM, 15 AUG 17 Description: Scope: Timber Beam & Joist Page 1 8056ab.ecw:Calculations Description 8056A-GT RXNS (1 OF 2) Timber Member Information GTA1 GTA2 GTA3 GTA4 GTA5 GTA8 GTA7 Timber Section Prllm:5.25x36.0 PrIlm:5.25x36.0 Prllm:525x36.0 Prllm:5.25x36.0 PrIlm:5.25x36.0 Prllm:5.25x36.0 Prllm:5.25x36.0 Beam Width in 5.250 5.250 5.250 5.250 5.250 5.250 5.250 Beam Depth in 36.000 36.000 36.000 36.000 36.000 36.000 36.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Truss Joist- Truss Joist- Truss Joist- Truss Joist- Truss Joist- Truss Joist- Truss Joist- MacMillan, MacMillan, MacMillan, MacMillan, MacMillan, MacMillan, MacMillan, Fb-Basic Allow psi 2,900.0 2,900.0 2,900.0 2,900.0 2,900.0 2,900.0 2,900.0 Fv-Basic Allow psi 290.0 290.0 290.0 290.0 290.0 290.0 290.0 Elastic Modulus ksi 2,000.0 2,000.0 2,000.0 2,000.0 2,000.0 2,000.0 2,000.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 46.00 49.00 20.00 16.00 6.50 22.50 37.00 Dead Load #/ft 60.00 45.00 30.00 30.00 322.00 90.00 30.00 Live Load #/ft 100.00 75.00 50.00 50.00 538.00 150.00 50.00 Dead Load #/ft 353.00 38.00 270.00 Live Load #/ft 587.00 62.00 450.00 Start ft 4.000 5.500 6.000 End ft 20.000 16.000 22.500 Point#1 DL lbs 1,102.00 1,224.00 900.00 LL lbs 1,838.00 2,044.00 1,505.00 @ X ft 4.000 6.000 9.500 LResults Ratio= 0.1343 0.1143 0.2125 0.0194 0.0144 0.2080 0.0872 III Mmax @ Center in-k 507.84 432.18 637.70 60.34 54.50 769.42 329.96 @ X= ft 23.00 24.50 9.76 8.51 3.25 10.98 10.80 fb:Actual psi 447.8 381.1 562.3 53.2 48.1 678.5 291.0 Fb:Allowable psi 3,335.0 3,335.0 3,335.0 3,335.0 3,335.0 3,335.0 3,335.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 25.5 20.5 70.9 6.5 1.8 69.4 24.1 Fv:Allowable psi 333.5 333.5 333.5 333.5 333.5 333.5 333.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK I Reactions @ Left End DL lbs 1,380.00 1,102.50 3,440.80 370.92 1,046.50 3,543.60 1,223.92 LL lbs 2,300.00 1,837.50 5,727.20 613.61 1,748.50 5,908.93 2,043.58 Max.DL+LL lbs 3,680.00 2,940.00 9,168.00 984.53 2,795.00 9,452.53 3,267.50 @ Right End DL lbs 1,380.00 1,102.50 3,909.20 508.08 1,046.50 4,160.40 786.08 LL lbs 2,300.00 1,837.50 6,502.80 837.39 1,748.50 6,935.06 1,311.42 Max.DL+LL lbs 3,680.00 2,940.00 10412.00 1,345.47 2,795.00 11095.46 2,097.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.148 -0.143 -0.035 -0.002 -0.000 -0.054 -0.059 UDefl Ratio 3,728.2 4,112.7 6,802.5 91,496.6 246,223.6 5,041.8 7,469.7 Center LL Defl in -0.247 -0.238 -0.059 -0.003 -0.001 -0.089 -0.099 UDefl Ratio 2,236.9 2,467.6 4,088.6 55,462.8 147,368.0 3,024.1 4,474.6 Center Total Defl in -0.395 -0.381 -0.094 -0.006 -0.001 -0.143 -0.159 Location ft 23.000 24.500 9.920 8.128 3.250 11.250 17.464 UDefl Ratio 1,398.1 1,542.3 2,553.7 34,531.0 92,190.7 1,890.3 2,798.3 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 7 of 28 Title: Job# Dsgnr: Date: 2:27PM, 15 AUG 17 Description: Scope: Timber Beam &Joist Page 1 8056ab.ecw:Calculations Description 8056A-GT RXNS (2 OF 2) [Timber Member Information GTA9 GTA10 Timber Section Prllm:5.25x36.0 Prllm:525x36.0 Beam Width in 5.250 5.250 Beam Depth in 36.000 36.000 Le:Unbraced Length ft 0.00 0.00 Timber Grade Truss Joist- Truss Joist- MacMillan, MacMillan, Fb-Basic Allow psi 2,900.0 2,900.0 Fv-Basic Allow psi 290.0 290.0 Elastic Modulus ksi 2,000.0 2,000.0 Load Duration Factor 1.150 1.150 Member Type Manuf/Pine Manuf/Pine Repetitive Status No No Center Span Data Span ftl 7.00 6.50 Dead Load #/ft 217.00 277.00 Live Load #/ft 363.00 463.00 Results Ratio= 0.0113 0.0124 Mmax @ Center in-k 42.63 46.90 @X= ft 3.50 3.25 fb:Actual psi 37.6 41.4 Fb:Allowable psi 3,335.0 3,335.0 Bending OK Bending OK fv:Actual psi 2.3 1.5 Fv:Allowable psi 333.5 333.5 Shear OK Shear OK Reactions @ Left End DL lbs 759.50 900.25 LL lbs 1,270.50 1,504.75 Max.DL+LL lbs 2,030.00 2,405.00 @ Right End DL lbs 759.50 900.25 LL lbs 1,270.50 1,504.75 Max.DL+LL lbs 2,030.00 2,405.00 Deflections Ratio OK Deflection OK Center DL Dofl in -0.000 -0.000 L/Defl Ratio 292,530.9 286,223.8 Center LL Defl in -0.000 -0.000 UDefl Ratio 174,873.8 171,239.7 Center Total Defl in -0.001 -0.001 Location ft 3.500 3.250 L/Defl Ratio 109,446.9 107,140.5 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 8 of 28 Title: Job# Dsgnr: Date: 2:19PM, 15 AUG 17 Description: Scope: Multi-Span Timber Beam Page 1 8056ab.ecw:Calculations Description 8056A-GT RXNS (GTA6) LGeneral Information Truss Joist-MacMillan,Parallam 2.0E Fb:Basic Allow 2,900.0 psi Elastic Modulus 2,000.0 ksi Spans Considered Continuous Over Support Fv:Basic Allow 290.0 psi Load Duration Factor 1.150 Timber Member Information Description SPAN 1 SPAN 2 Span ft 20.50 22.50 Timber Section Prllm: Prllm: 5.25x36.0 5.25x36.0 Beam Width in 5.250 5.250 Beam Depth in 36.000 36.000 End Fixity Pin-Pin Pin-Pin Le:Unbraced Length ft 0.00 0.00 Member Type Loads Live Load Used This Span? Yes Yes Dead Load #/ft 30.00 30.00 Live Load #/ft 50.00 50.00 Point#1 Dead Load lbs 1,046.00 Live Load lbs 1,749.00 @ X ft 16.000 Results Mmax @ Cntr in-k 75.5 19.4 @ X= ft 12.57 16.20 Max @ Left End in-k 0.0 -105.8 Max @ Right End in-k -105.8 0.0 fb:Actual psi 93.3 93.3 Fb:Allowable psi 3,335.0 3,335.0 Bending OK Bending OK Shear @ Left k 1.00 1.29 Shear @ Right k 3.43 0.51 fv:Actual psi 25.3 8.3 Fv:Allowable psi 333.5 333.5 Shear OK Shear OK Reactions&Deflection DL©Left k 0.38 1.77 LL @ Left k 0.63 2.95 Total @ Left k1.00 4.72 DL @ Right k 1.77 0.19 LL @ Right k 2.95 0.32 Total @ Right k 4.72 0.51 Max.Deflection in -0.011 0.002 @ X= ft 10.39 4.65 Query Values Location ft 0.00 0.00 Moment in-k 0.0 -105.8 Shear k 1.0 1.3 Deflection in 0.0000 0.0000 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 9 of 28 ®' '® ieKB FOGF n a-94: BB '1' e r ® BA'0 o Y �� -ki�._.--- (V� y.: 1 .1\--3.41PONIVALL Z 4- ST S Eoncsw z w ri � Ioo S fr-sw YY n 5 p. •3. 1 Tos. A *J:' Yx' 4 'Yx' r Y { *-66A' i 0 c ,71 le uy < 1 ----ice t---•-e f _.,— 14-1,3s --1, i .dse. F :———F--- 4- ._—{ ---1 xw E«4404E 8 y L w 8x; 4 ---1 0 '-F —--H-� — I i----� FtW-- +-w+ B- 3-+' —E•r -- 1,-_--1_,... a—i i -',, k-zvi I--sa•I o uF ten.vo,nrY''ea, L' 1° ,B w DEEP D AeoasJ ® ® •''�"3u+8 e { r' na�ce ' ABOVE e Aeo a [-I-246.1- rl 11 r04' ury iny 6:� F+" *,04• e:. G, ♦ Yr YEPSGOADS UB WIGHT 1 i— — 1A—._ fs -t—J---'---- --rIL - i F swas 1=51 k no, �,1COMPACTED L , Y iWii IO to fv . £ 10'o[f A TY ll .--M S6 3 FU ° ®'Q y VZ ABOVE R At �rG —1B ass o -j BT:.,,, : _ G GT AeovE i� � U. i(` r _ �� r A® ��J I-r-8461 ►® 1 r *� I o%27 § ,._ ABOVE Aw PoS a. `J.....:: 1 I. smw/w cor Q r .� ' iirow BASE ^_ --- --'��— .rxova WOO • ;aE Ali WISH mrs8042 Su I 05556 POST BASE B.Sl• Br/y V'11,Y4. l ,y , 154)_04 ,o la r ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS 8056A FOUNDATION PLAN WHICH ARE LABELED 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 10 of 28 FORTE * MEMBER REPORT evel,Floor:Joist PASSED 1 piece(s) 11 7/8"TM® 210 @ 16" OC Overall Length:13'1" F B 1 •1 ., 12'6" a 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. D�7;t Astval 0 tacatn, Allowed System:Floor Member Reaction(lbs) 472 @ 2 1/2" 1134(2.25") Passed(42%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 458 @ 3 1/2" 1655 Passed(28%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 1471 @ 6'6 1/2" 3795 Passed(39%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.099 @ 6'6 1/2" 0.317 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.136 @ 6'6 1/2" 0.633 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) TJ-ProT"Rating 56 35 Passed -- -- •Deflection criteria:LL(L/480)and TI.(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 6'1"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 12'11"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'^Rating include:None 1-Stud wall-HF 3.50" 2.25" 1.75" 131 349 480 1 1/4"Rim Board 2-Stud wall-HF 3.50" 2.25" 1.75" 131 349 480 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. 1-Uniform(PSF) 0 to 13'1" 16" 15.0 40,0 Residential-Using Areas . .„ .,.,.�.<:_4.. '"'.- . .r,;�.�.T :«. � �'�:� -. ,;• . -. .,, r___ .... . �.a_...... .. £ ��� SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 7/25/2017 4:48:58 PM Arnold SolomonForte v5.2,Design Engine:V6.6.0.14 CT Engineering.Inc. (206)285-4512 asoEomon@cte1>aln ing"�cra.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculation s.pdf Page 11 0? e 1 of.1 Title: Job# Dsgnr: Date: 11:25AM, 9 AUG 17 Description: Scope: Timber Beam &Joist Page 1 8056ab.ecw:Calculations Description 8056AB - CRAWLSPACE FRAMING • Timber Member Information FB2 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 7.00 Dead Load #/ft 173.00 Live Load #/ft 460.00 Results Ratio= 0.8631 Mmax @ Center in-k 46.53 @ X= ft 3.50 fb:Actual psi 932.2 Fb:Allowable psi 1,080.0 Bending OK fv:Actual psi 80.5 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs: 605.50 LL lbs 1,610.00 Max.DL+LL lbs 2,215.50 @ Right End DL lbs 605.50 LL lbs 1,610.00 Max.DL+LL lbs 2,215.50 Deflections Ratio OK Center DL Defl in -0.025 L/Defl Ratio 3,319.7 Center LL Defl in -0.067 L/Defl Ratio 1,248.5 Center Total Defl in -0.093 Location ft 3.500 L/Defl Ratio 907.3 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 12 of 28 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 17159_8056 AB Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE=II I,€; 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= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.50 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 M *s=FaSs SMS= 1.17 EQ 16-37 EQ 11.4-1 SMi=Fv x Si 51,41= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3 x SMS SDS= 0.78 EQ 16-39 EQ 11.4-3 SDi=2/3 x SMi Sol= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCS= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels -- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 3.0 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 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 13 of 28 2015 IBC EQUIV.LAT. FORCE SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 17159_8056 AB Sips= 0.78 h„ = 10.00(ft) SD,= 0.50 X = 0..75ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) 1E= 1.0 T= 0.112 ASCE 7-10(EQ 12.8-7) S,= 0.50k = 1 ASCE 7-10(Section 12.8.3) TL_ 6'ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sps/(R/IE) 0.120 W ASCE 7-10(EQ 12.8-2) Cs=SD,I(T*(R/IE)) (for T<TL) 0.684 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD,*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.038 W ASCE 7-10(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) (sqft) (ksf) (kips) (kips) 13w, *h;k Vi DESIGN Vi Roof -- 10.00 10.00 4240 0.025' 106 1060.0 1.00 9.05 9.05 1st' 10.00 0.00 0.00 0 0.000 0 0.0 0.00 0.00 9.05 0.00 0.00: 0.00 0 0.0 0.00 0.00 9.05 0.00 0.04 SUM= 106.0 1060.0 1.00 9.05 E=V= 12.68 E/1.4= 9.05 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 14 of 28 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART CT PROJECT#: 17159_8056 AB F-B S-S ASCE 7-10 2015 IBC Ridge Elevation(ft)= 24.00 24.00ft. Roof Plate Ht.= 10.00 10.00 Roof Mean Ht.= 17.00 17.00 ft. --- Building Width= 80.0 55.5'ft. Basic Wind Speed a seg.oust= 120 120 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable r Gable Ps30 A= 25.7 '.. 25.7 psf Figure 28.6-1 Ps3o B= 17.6 17.6,,psf Figure 28.6-1 PS30 C= 20.4 l 20.4',psf Figure 28.6-1 Ps30 o= " 14.0 14.0'psf Figure 28.6-1 N= 1.00 1.00` Figure 28.6-1 Kai= : 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00= *Ke*Iw*windward/lee : 1.00 1.00 Ps=N*Kzt*I*Ps30= (Eq.28.6-1) PSA = 25.70 25.70 psf (Eq.28.6-1) Ps B = 17.60 17.60 psf (Eq.28.6-1) Ps c = 20.40 20.40 psf (Eq.28.6-1) Ps o= 14.00 14.00 psf (Eq.28.6-1) Ps A and c average= 23.1 23.1 psf Ps B and D average= 15.8 15.8 psf a= 5.55 5.55 Figure 28.6-1 2a= 11.1 11.1 width-2*2a= 57.8 33.3 MAIN WIND-ASCE 7-10 CHAPTER 28 PART: Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00' 1,00' 1,00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac Ac AA AB Ac AD wind wind 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) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 24.00 14.0 0 310.8 0 809.2 0 310.8 0 466.2 Roof --- 10.00 10.00 0.0 0 0 0 0 0 0 0 0 17.9 12.4 17.92 17.92 12.43 12.43 #REFI 0.00 0.00 0.00 0.0 0 0 0 0 0 0 0 0 0.0 0.0 0.00 17.92 0.00 12.43 1st 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0.0 0.0 0.00 0.00 0 0.00 0.00 AF= 1120 AF= 777 17.9 12.4 V(F-B)= 17.92 V(S-S). 12.43 kips kips kips kips 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 15 of 28 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 17159_8056 AB MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(SS) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 10.00 10.00 0.00 0.00 0.00 0.00 17.92 17.92 12.43 1243 #REF1 10.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17.92 0.00 1243 1st 0.00 0.00 0.00 0 0.00 0.00 V(F-B). 0.00 V(S-S)= 0.00 V(F-B)= 17.92 V(S-S)= 12.43 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(SS) Roof 10 10 10 17.92 10.75 10.75 12.43 7.46 7.46 #REFI 0 0 0 0.00 0.00 10.75 0.00 0.00 7.46 1st 0 0 0 0 0 0 V(F-B)= 10.75 V(S-S)= 7.46 kips kips 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 16 of 28 Design Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D "Stiff Soil" Risk Category I/II/III I � ��'1PLr�4rf ---,::::_,..;:::::;!TIC,',,,?: it � ;,1 5 max_ ii."'" iifiiittel' miitaukie F f y" .1-C4---<''''''''''''' <S"' " l�v.m. . Lalke.Oswe+gcs""... .. . 1 Karg D > r / ?, ;: , -�r� f :, �Q 3 ualatiC! ,, ,,,,,:. ,-,!; ,-- _:litia-i4;iii.,;. _ USGS—Provided Output Ss = 0.972 g SMS = 1.080 g S°5 = 0.720 g Si = 0.423 g 5.,, = 0.667 g S°1 = 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 o 29 select the"2009 NEHRP"building code reference document. MCEK Response Sped drum DesignResponse Sped€u Lie 0 go 0,22 0,22 o.71 ic,s4,72 0 0,44 0,2) 0.24 i.11 o IC 048 022 cam ' 58.E 0.206. 4 f1. 1. 1 1.te iso o °-'21;1' +.2 o.dQ fl, 3 1-e° 1.20 1-4° 1. . 1, 9 P od I(s.c) Ptriod.I{stc) to0 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. 17159--017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 17 of 28 e Ordf r ,e sl: SA. ,c r.v 0 A ,li' „ 3r , 3'4. T "1'._4, A ,M.,i• i, ,st `d4' B1a ,ao,N S. ,ase ,N f 3OD-0 S~ Bir ,.,e ,oios81d v ,. ,,eE ,qs-o. B2a ,a,e sw , 5N B2b qs-o w1_ IJ EGRESS ® 55NELVES EGRESS _ �m - ® Pantry O N Covered Patio 11 9; LOW WALL•ivi SOFFIT DOWN Torr c' - Nook rI m Sitting 9 �, g n p g Bedroom 3 < '; 6 Master Bedroom 11�,r 5#' , r `F8 r n,y, so♦ eY- ,A,o SO;DT oowN,o }�{ —,, : k . d a I �l rr�, MI m '®® 55NELVES , ``�' 1 Alli uiM6 ad del arm a4• r,4• ri t,•E y'! 4' T'�4' tl'km a �Sy © SOFFIT Dorm TO ���� I,Linesn �,.— , CLEARSTORY ''^�', ABOVE I, 1 �'w°sa•HIGH LOW L IT t+— ai • ,, I Jf = — ,. „I s: m }4. e.il4 s. y,Y fora of I i,........ Mud I Iiiiii _ I 1 s A — /10:0 Bath p f Ce1 ^si v �' I ca C Nc ,1 ii or A M,n , 11 0 � ih _+ Dov ,° Kitchen;IAS.., ,� pd Great Room , DER T 1114 r/ 1111111 No o..A. I�Ns ME CONDITION, - W. MATS,AT TOWELM L__ IT, HAAT L� -1— ° '� �` QAWLs ACE M DOERR I +•• 5I_- lny a MATwnAI L2DAFEwaun.ry r mmT 112/ 1 ii ,uaill Master h ABpvE iaW uL i ____......._.. - I lath �ry � - „� "" ..._._._ WALL Nr Garage (- IF,°W rY I1 r j, } ,''jr.f� B7ISH 35.GM ELNGNVAAZIL',GEVL M W LA TOAfl MNG AF I��in''-'1P.'" RDOWN S D • r r BELOW DOLING 1TE ABOVE 0 _E. B5L DOWN ..,,y. `°as rl Ir.r B6 �1 .4i' 1 ` eg' i' I Den iFoyer § D NE off ¢ 0 Q Bedroom 2 5 ° aWALL :TY ABOVE /�7�/ ® S p% f� Dining O s I ,FOA.oRo„o G� 4 § EGRESS..... I,5aw5ON1312 0 C_r.��I 7 ,J3 I M f Lk 1 �I- ,\ :� 36oPorch -_y+ Ter. ®` I B9a:Aa, B rf! -�;4a = nr,ABOVE i ,-04' i ..r i ,444' ..AN,. ; 3•,l' # ,-,y.. i ' ,,)i' ., ; .e ; ,-r c ,44' i s.94' r ; rr •v, e r Irr IF 0 8056A FLOOR PLAN vr'-ro• 17159_2017.08.22_Ftiver Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 18 of 28 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17159_8056 AB Diaph.Level: Roof Panel Height= 10 ft. Seismic V i= 9.05 kips Design Wind F-B V i= 10.75 kips Max.aspect= 3.5 SDPWS-15 Table 4.3.4 Sum Seismic V i= 9.05 kips Sum Wind F-B V 1= 10.75 kips Min.Lwall= 2.86 ft. per SDPWS-15 Table 4.3.3.5 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. Grid ID T.A. Lwall LoL OS, C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Usst Usum OTM RoTM Unca Us„m Us„m (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 Al 546 13.7 14.9 1.00 0.15 1.38 0.00 1.17 0.00 1.00 1.00 85 P6TN P6TN 101 11.66 13.77 -0.16 -0.16 13.85 10.20 0.28 0.28 0.28 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 539 13.5 16.5 1.00 '0.15' 1.37 0.00 1.15 0.00 1.00 1.00 85 P6TN P6TN 101 11.51 15.04 -0.27 -0.27 13.67 11.14 0.20 0.20 0.20 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 372 9.3 11:8 1.00 0.15 0.94 0.00 0.79 0.00 1.00 1.00 85 P6TN P6TN 101 7.94 7.45 0.06 0.06 9.43 5.52 0.35 0.35 0.35 - - 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 239 6,0 6,0 1.00 '0,151 0.61 0.00 0.51 0.00 1.00 1.00 85 P6TN P6TN 101 5.10 2.43 0.50 0.50 6.06 1.80 0.57 0.57 0.57 0 0.0 0.0I 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 A5 696 19.0 19.0' 1.00 0.15 1.76 0.00 1.49 0.00 1.00 1.00 78 P6TN P6TN 93 14.86 24.37 -0.52 -0.52 17.65 18.05 -0.02 -0.02 -0.02 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 A6 211 5.8 5.8 1.00 0.15 0.54 0.00 0.45 0.00 1.00 1.00 78 P6TN P6TN 93 4.51 2.23 0.45 0.45 5.35 1.65 0.73 0.73 0.73 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 ': A7 1063 29.0 30:0 1.00 0.15' ' 2.70 0.00 2.27 0.00 1.00 1.00 78 P6TN P6TN 93 22.70 58.73 -1.27 -1.27 26.96 43.50 -0.58 -0.58 -0.58 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 A8 574 15.7 16.7 1.00 0.15 1.46 0.00 1.23 0.00 1.00 1.00 78 P6TN P6TN 93 12.26 17.63 -0.36 -0.36 14.56 13.06 0.10 0.10 0.10 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 0.04 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 - - 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 4240 111.9 111.9=Leff. 10.75 0.00 9.05 0.00 Vwind 10.75 E VEo 9.05 Notes: denotes a wall with force transfer 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 19 of 28 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17159_8056 AB Diaph.Level: Roof Panel Height= 10 ft. Seismic V i= 9.05 kips Design Wind F-B V i= 7.46 kips Max.aspect= 3.5 SDPWS-15 Table 4.3.4 Sum Seismic V i= 9.05 kips Sum Wind F-B V i= 7.46 kips Min.Lwall= 2.86 ft. per SDPWS-15 Table 4.3.3.5 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 eff. 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 Use( Usum Usum (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 B1 a* 115 2.5 7.5 1.00 0.150.20 0.00 0.25 0.00 1.00 1.00 98 R6TN P6TN 81 2.46 1.27 0.65 0.65 2.02 0.94 0.59 0.59 0,65 0 0,0 0.0 1.00 ,i-0:00r 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* 241 5.3 12.5 1.00 0.15 0.42 0.00 0.51 0.00 1.00 1.00 98 P6TN PSTN 81 5.15 4.43 0.16 0.16 4.24 3.28 0.21 0.21 0.24 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 B1c* 126 2.8 5.0 1.00 0,15' 0.22 0.00 0.27 0.00 1.00 1.00 98 PSTN P6TN 81 2.69 0.93 0.85 0.85 2.22 0.69 0.73 0.73 0.85 - - 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 Ext B2a* 641 14.0 22.3 1.00 0.15' 1.13 0.00 1.37 0.00 1.00 1.00 98 R61N P6T44 81 13.69 21.03 -0.55 -0.55 11.28 15.58 -0.32 -0.32 -0,32 - - 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* 149 3.3 6.5 1.00 0.15 0.26 0.00 0.32 0.00 1.00 1.00 98 PSTN PSTN 81 3.18 1.43 0.68 0.68 2.62 1.06 0.61 0.61 0.68 - 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 B3 302 7.5 7.5 1.00 015', 0.53 0.00 0.64 0.00 1.00 1.00 86 P6TN P6TN 71 6.45 3.80 0.39 0.39 5.31 2.81 0.37 0.37 0.39 - - 0 00 0.0 1.00 0100', 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 B4 241 6.0 6.0 1.00 0,15' 0.42 0.00 0.51 0.00 1.00 1.00 86 P6TN P6TN 71 5.15 2.43 0.51 0.51 4.24 1.80 0.46 0.46 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 Int 135 429 10.7 10.7 1.00 0.15 0.75 0.00 0.92 0.00 1.00 1.00 86 P6TN P6TN 71 9.16 7.68 0.15 0.15 7.55 5.69 0.19 0.19 0.19 - - 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 B6 252 - 6.0 6.3 1.00 0.15 0.44 0.00 0.54 0.00 1.00 1.00 86 P6TN P6TN 71 5.38 2.64 0.49 0.49 4.43 1.95 0.44 0.44 0.49 - - 0 0.0 00 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 B7 403 10.0 10.0 1,00 0,15 0.71 0.00 0.86 0.00 1.00 1.00 86 P6TN P6TN 71 8.61 6.75 0.20 0.20 7.09 5.00 0.22 0.22 0.22 - - 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 68 493 12.3 12.3 1.00 0,15,' 0.87 0.00 1.05 0.00 1.00 1.00 86 P6TN P6TN 71 10.53 10.13 0.03 0.03 8.67 7.50 0.10 0.10 0.10 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 B9a* 255 3.4 4.6 1.00 0115' 0.45 0.00 0.54 0.00 1.00 1.00 161 R6 P6TN 133 5.45 1.06 1.62 1.62 4.49 0.78 1.36 1.36 4,52 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 B9b* 255 3.4 4.6 1.00 0.151 0.45 0.00 0.54 0.00 1.00 1.00 161 P6 P61N 133 5.45 1.06 1.62 1.62 4.49 0.78 1.36 1.36 4,62 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 810a* 169 2.3 6.0 1.00 0.15' 0.30 0.00 0.36 0.00 1.00 1.00 160 R6 P6TN 132 3.61 0.91 1.70 1.70 2.97 0.68 1.45 1.45 4-70 - - 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 B10b* 169 2,3 6.0 1.00 0,15 0.30 0.00 0.36 0.00 1.00 1.00 160 P6 P61N 132 3.61 0.91 1.70 1.70 2.97 0.68 1.45 1.45 4-70 - 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 4240 91.7 91.7=L eff. 7.46 0.00 9.05 0.00 EVw;,,d 7.46 EVEQ 9.05 Notes: * denotes a wall with force transfer 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 20 of 28 JOB#: 17159 8056 AB ID: B1abc w dl= 150 plf V eq 1030.0, pounds V1 eq= 245.2 pounds V3 eq= 515.0 pounds V5 eq= 269.8 pounds V w= 840.0 pounds V1 w= 200.0 pounds V3 w= 420.0 pounds V5 w= 220.0 pounds ► ► v hdr eq= 41.2 plf ► • H1 head=A v hdr= 33.6 plf H5 head= /C 1 v Fdragl eq= 98.1 Fdragl eq= 206.0 Fdrag5 eq= 92.7 Fdrag6 eq= 48.6 1 A Fdragl w= ; 0 Fdragl , 168.0 Fdrag5 w= ..6 Fdra•• w= 39.6 A H1 pier= v1 eq= 98.1 plf v3 eq= 98.1 plf v5 eq= 98.1 H5 pier= 5.0 v1 w= 80.0 plf v3 w= 80.0 plf v5 w= 80.01 5.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 10.0 v Fdrag3= •:.1 Fdrag-- 206.0 1 feet A Fdragl w= 80 Fdragl w= 168.0 Fdrag7eq= • .7 Fdrag8e• 48.6 V P6TN E.Q. Fdrag7w= 75.6 Fdrag8w= 39.6 A P6TN WIND v sill eq= 41.2 plf H1 sill= v sill w= 33.6 plf H5 sill= 4.0 EQ Wind 4.0 feet OTM 10300.0 8400.0 feet R OTM 23602 26719 v UPLIFT -560 -771 v Up Sum -560 -771 H/L Ratios: L1= 2.5 L2= 10.0 L3= 5.3 L4= 4,5 L5= 2.8 Htotal/L= 0.40 4 0-4 01 0 f 0 Hpier/L1= 2.00 Hpier/L3= 0.95 L total= 25.0 feet Hpier/L5= 1.82 0.95 L reduction 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 21 of 28 JOB#: 17159 f30 ID: B2ab w dl= 150 p/f V eq 1690.0 pounds V1 eq = 1371.6 pounds V3 eq = 318.4 pounds V w= 1390.0 pounds V1 w= 1128.1 pounds V3 w= 261.9 pounds ► v hdr eq= 71.2 plf -0- A ►A H head = A v hdr w= 58.5 plf I v Fdrag1 eq= 375 F2 eq= 87 A Fdrag1 w= 09 F2 •- 72 H pier= v1 eq = 98.0 plf v3 eq= 98.0 p/f 5.0 v1 w= 80.6 plf v3 w= 80.6 plf feet H total = 2w/h = 1 2w/h = 1 10 v Fdrag3 eq= F4 e.- 87 feet A Fdrag3 w= 309 F4 w= 72 1P6TN E.Q. 2w/h = 1 P6TN WIND Hsill = vsill eq= 71.2 p/f 4.0 EQ Wind v sill w= 58.5 p/f feet OTM 16900 13900 R OTM 38074 28203 • • UPLIFT -991 -669 UP sum -991 -669 H/L Ratios: Ll= 14.0 L2= 6.5 L3= 3.3 Htotal/L = 0.42 0-4 0. ► Hpier/L1= 0.36 Hpier/L3= 1.54 L total = 23.8 feet 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 22 of 28 JOB#: 17159_8056 AB ID: B9ab w dl= 150 plf V eq 1080.0 pounds V1 eq = 540.0 pounds V3 eq = 540.0 pounds V w= 900.0 pounds V1 w= 450.0 pounds V3 w= 450.0 pounds v hdr eq= 116.6 plf •H head = A v hdr w= 97.2 p/f 1 Fdragl eq= 146 F2 eq= 146 A Fdragl w= 1 F2 .- 121 H pier= v1 eq = 159.8 plf v3 eq= 159.8 p/f 6.0 v1 w= 133.1 plf v3 w= 133.1 plf feet H total = 2w/h = 1 2w/h = 1 10 v Fdrag3 eq= , . F4 et- 146 feet A Fdrag3 w= 121 F4 w= 121 P6 E.Q. 2w/h = 1 P6TN WIND Hsill = vsill eq= 116.6 p/f 3.0 EQ Wind v sill w= 97.2 p/f feet OTM 10800 9000 R OTM 5788 4287 v UPLIFT 601 565 UP sum 601 565 H/L Ratios: L1= - 3.4 L2= 2.5 L3= 3.4 Htotal/L= 1.08 0-4 0 41 0 Hpier/L1= 1.78 0- Hpier/L3= 1.78 L total = 9.3 feet 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 23 of 28 JOB#: 17159_8056 ID: B10ab w dl= 150 p/f V eq 720.0 p unds V1 eq = 360.0 pounds V3 eq = 360.0 pounds V w= 600.0 pounds V1 w= 300.0 pounds V3 w= 300.0 pounds ► ► v hdr eq= 60.0 plf •H head = A v hdr w= 50.0 plf 1 v Fdragl eq= 225 F2 eq= 225 * Fdragl w= ;8 F2 , - 188 H pier= v1 eq = 213.3 plf v3 eq= 213.3 p/f 6.0 v1 w= 133.3 p/f v3 w= 133.3 p/f feet H total = 2w/h = 0.75 2w/h = 0.75 10 Fdrag3 eq= F4 e.- 225 feet • Fdrag3 w= 188 F4 w= 188 P6 E.Q. 2w/h = 1 P6TN WIND H sill = v sill eq= 60.0 p/f 3.0 EQ Wind v si//w= 50.0 p/f feet OTM 7200 6000 R OTM 9720 7200 UPLIFT -233 -111 UP sum -233 -111 H/L Ratios: L1= 2.3 L2= 7.5 L3= 2.3 Htotal/L= 0.83 ►—t ►4 ► Hpier/L1= 2.67 Hpier/L3= 2.67 L total = 12.0 feet 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 24 of 28 180 Nickerson St. CT ENGINEERING Sultc 302 I N C. Seattle,WA lS., 98109 Project: GIGS Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 Tvt.)14ofnOH $1.2000 RTF abOr w =(yu hsP)(S21/2 2t) + (1t) P) 009 z 1220 PLP CP-06-1/J PACE W (5S PJ F)(9%2) t 248 Sm.vh too Lt lu - (-1 o PCP)()l121 )ca 4) L 2,00 FTG, L4) - (Iso PCF) (&/t) (iLha ) "- 13 3 W.roz ' IRA PIF IN)! PLP pry, 6J1DTH - z I3st PSR 4 2000 PSF (16/ILI) Cohn' ?,. ' Ie' WIVE it r • 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 25 of 28 Structural Engineers Title: Job# Dsgnr: Date: 11:35AM, 9 AUG 17 Description: Scope: Square Footing Design Page 1 8056ab ecw:Calculations Description FTG 1 General Information Dead Load 1.000 k Footing Dimension 1.500 ft Live Load 3.200 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 f c 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 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,991.67 psf Vu:Actual One-Way 2.58 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 569.44 psf Vu:Actual Two-Way 19.24 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.59 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 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 26 of 28 Title: Job# Dsgnr: Date: 11:54AM, 15 AUG 17 Description: Scope: Square FootingDesignPage 1 q 8056ab.ecw:Calculations Description FTG 2 General Information Dead Load 4.200 k Footing Dimension 2.500 ft Live Load 6.900 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 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 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 0.540 in2 As Req'd by Analysis 0.0007 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 2.50ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,901.00 psf Vu:Actual One-Way 18.38 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 797.00 psf Vu:Actual Two-Way 50.36 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 1.56 k-ft/ft 3 #4's 2 #5's 2 #6's Mn*Phi:Capacity 6.71 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 27 of 28 Title: Job# Dsgnr: Date: 11:56AM, 15 AUG 17 Description: Scope: Square Footing Design Page 1 8056ab.ecw:Calculations Description FTG 3 General Information Dead Load 2.300 k Footing Dimension 2.000 ft Live Load 3.900 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 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 0.432 in2 As Req'd by Analysis 0.0004 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % LSummary I Footing OK 2.00ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,675.00 psf Vu:Actual One-Way 10.57 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 700.00 psf Vu:Actual Two-Way 33.53 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.96 k-ft/ft 3 #4's 2 #5's 1 #6's Mn*Phi:Capacity 8.30 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 17159_2017.08.22_River Terrace(Area 7)_Plan 8056A_Structural Calculations.pdf Page 28 of 28