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Specifications (24) v3 ticNacxv. CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) SE? #17159 C`sy Structural Calculations Polygon at River Terrace (Area 7) Single—Family -; 60 f , e Plan 8056B Tigard, OR dREcNk 2P4-S T. GO<` Design Criteria: 2015 IBC (2014 ORSC, OS SC) 08/23/2017 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_2017.08.23_River Terrace(Area 7)_Plan 8056B_Struc,turaf Cak.ulations.pdf Pdge 1 of 26 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_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 2 of 26 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : 17159_8056 AB ROOF Roofing-asphalt shingles 3.5j,psf Misc. .: .0.9'psf 518"plywood (O.S.B.) IIE_. EIE[( i I2.2 psf Framing at 24"o.c. EI 3.0'psf Insulation E, €iI(€`I` 1.0 psf 1111p(1)518"gypsum ceiling ` ,I,�il(((( `(E 2.8 psf Mise/Meeh. �1 .«<E`:i I�I�(ll ,1.•6 psf ROOF DEAD LOAD 15.0 PSF FLOOR fi ,rfinish ;i`1(` ;lilt,1 ,((1€ 2.8 psf NO gypsum ncr�E€i�€ E €��1 EO 0.0 psf 314"p1+woc� 4 iti�l(hjE 3.0'psf Tads of l6"o c E`I('i1€ E E€II EE€�[`` EE 45 psf fasele# II(((,(E1F'i €IEi E i( 1.0`psf N{3 S/8H gypsum cet2. .g ,i i( ` 111 00 psf Mise 3.7;psf FLOOR DEAD LOAD 15.0 PSF 17159_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 3 of 26 Eh Ea Eh Eb ID OCR.PMEL NEMER PE 9•1' 11.17 NU Eh Eh 03 NED M2:, _ _ ___r __ ® m m mm w m.o LT i-l -- -------cLe--- - - wH 2!.10 mr,. m m • R:: :B: ® RBB3 i nt' mo'r'1 : ,"67:::,,,L ''.''‘,',.•;B.,,,,,.00,,ir,,,' P.-.r. ' -:' '6'''''T I. ' '1 III 00 1 I. 11 I 1 11 I Eh Ili I II aaw� 11420 II ,ipIIe 11 gch. . I CO:.a ��..�. iii. Ivu eiaWc� 19 4 1 aar ,I ... ° wa. 1 -I u 8a pporldtMORY r: , A! r, ' 1 e caIpPPIflLI ii 1 it ,, 1 rip R.. .... .. i G o „. T ® I , ® '417 gh NII MUSS eiaz wi E "ILI:IL MISS NH inP. IV µ I IIP PI /3";,.. 471. 41.6 ME 11 /.':',.:::-::::-::...::::.::::.:::,-.:-...:.....1:-.'......::::::::::.:':::.:: :::::::11::.,'.1: ..:::•::......i....:. -.Nd ilielitenci:_::::::..::.:::: :::.. : :: „.....:::....::..:::,...::.....:::::::::::::::::::\ i , ,.::::::::.:::.:..:.,.::.::.::.::::::.::::::.::,,Em -, . „glom: L,Lv.-...:::: :::::::::::::::::::::::..,:....:.....:::::.....,1 �. .� ®a m o .Ank 1� I _kmsR,AND/OR PROTECTION DEVICES 5,. o 0INSTALLMESMCONINENOLVIONS WI W.PAISED"Eh ..0.,, .%,.a HEELM...%. t,y„roP. ME ....,>f m EU Eh MP ALL BEAMS/HORS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HORS 8056B ROOF FRAMING PLAN WHICH ARE LABELED 17159_2017.08.23_River Terrace(Area 7)_Plan 80568_Structural Calculations.pdf Page 4 0f 26 Title: Job# Dsgnr: Date: 12:02PM, 16 AUG 17 Description: Scope: Timber Beam &Joist Page 1 6056ab.ecw:Calculations ,, ,. Description 8056B- ROOF FRAMING (1 OF 2) :Timber Member Information RBB1 RBB2 RBB3 RBB4 RBB5 RBB6 RBB7 ' Timber Section 2-2x10 4x8 2-2x10 4x8 5.125x15 5.125x12 2-2x10 Beam Width in 3.000 3.500 3.000 3.500 5.500 5.500 3.000 Beam Depth in'I 9.250 7.250 9.250 7.250 15.000 12.000 9.250 Le:Unbraced Length ft', 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Douglas Fir- Douglas Fir,24F- Douglas Fir,24F- Hem Fir,No.2 Larch,No.2 Larch,No.2 V4 V4 Fb-Basic Allow psi 850.0 900.0 850.0 900.0 2,400.0 2,400.0 850.0 Fv-Basic Allow psi 150.0 180.0 150.0 180.0 240.0 240.0 150.0 Elastic Modulus ksi 1,300.0 1,600.0 1,300.0 1,600.0 1,800.0 1,800.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn GluLam GluLam Sawn Repetitive Status No No No No No No No Center Span Data Span ft, 4.50 3.50 3.00 11.00 16.00 19.67 6.00 Dead Load #/ft 150.00 390.00 420.00 82.00 375.00 86.00 285.00 Live Load #/ft 250.00 650.00 700.00 138.00 625.00 144.00 475.00 Results Ratio= 0.2641 0.4632 0.3287 0.9679 0.6760 0.3666 0.8922 Mmax @ Center in-k 12.15 19.11 15.12 39.93 384.00 133.48 41.04 @ X= ft 2.25 1.75 1.50 5.50 8.00 9.83 3.00 fb:Actual psi 284.0 623.3 353.4 1,302.3 1,861.8 1,011.2 959.3 Fb:Allowable psi 1,075.3 1,345.5 1,075.3 1,345.5 2,754.0 2,758.6 1,075.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 32.3 70.6 44.3 64.1 123.3 46.5 91.7 Fv:Allowable psi 172.5 207.0 172.5 207.0 276.0 276.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK 1 Reactions , F,• ,;,, �.,,,,,;,, „ ., .;r ..�.,.max:_�� @ Left End DL lbs 337.50 682.50 630.00 451.00 3,000.00 845.81 855.00 LL lbs 562.50 1,137.50 1,050.00 759.00 5,000.00 1,416.24 1,425.00 Max.DL+LL lbs 900.00 1,820.00 1,680.00 1,210.00 8,000.00 2,262.05 2,280.00 @ Right End DL lbs 337.50 682.50 630.00 451.00 3,000.00 845.81 855.00 LL lbs 562.50 1,137.50 1,050.00 759.00 5,000.00 1,416.24 1,425.00 Max.DL+LL lbs 900.00 1,820.00 1,680.00 1,210.00 8,000.00 2,262.05 2,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in' -0.005 -0.007 -0.003 -0.152 -0.199 -0.203 -0.032 UDefl Ratio 10,036.7 5,672.3 12,097.8 869.0 966.8 1,161.7 2,228.5 Center LL Defl in -0.009 -0.012 -0.005 -0.256 -0.331 -0.340 -0.054 UDefl Ratio 6,022.0 3,403.4 7,258.7 516.4 580.1 693.8 1,337.1 Center Total Defl in -0.014 -0.020 -0.008 -0.408 -0.530 -0.543 -0.086 Location ft 2.250 1.750 1.500 5.500 8.000 9.835 3.000 UDefl Ratio 3,763.8 2,127.1 4,536.7 323.9 362.6 434.4 835.7 17159_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 5 of 26 Title: Job# Dsgnr: Date: 11:22AM, 9 AUG 17 Description: Scope: Timber Beam &Joist Page 1 8056ab.ecw:Calculations Description 8056B- ROOF FRAMING (2 OF 2) Timber Member Information RBB9 RBB10 RBB11 RBB12 Timber Section 2-2x10 6x12 4x10 6x10 Beam Width in 3.000 5.500 3.500 5.500 Beam Depth in 9.250 11.500 9.250 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Ar,No.2 Douglas Fir- Douglas Fir- Douglas Fr- Larch,No.1 Larch,No.2 Larch,No.1 Fb-Basic Allow psi 850.0 1,350.0 900.0 1,350.0 Fv-Basic Allow psi 150.0 170.0 180.0 170.0 Elastic Modulus ksi 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Manuf/Pine Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 6.00 11.00 5.00 4.00 Dead Load #/ft 285.00 285.00 Live Load #/ft 475.00 475.00 Point#1 DL lbs 1,568.00 3,308.00 LL lbs 2,612.00 5,514.00 @ X ft 1.000 2.000 Results Ratio= 0.9814 0.7329 0.7485 0.8242 Mmax @ Center in-k 41.04 137.94 40.13 105.86 @ X= ft 3.00 5.50 1.00 2.00 fb:Actual psi 959.3 1,137.8 804.0 1,279.6 Fb:Allowable psi 977.5 1,552.5 1,242.0 1,552.5 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 91.7 82.5 154.9 126.6 Fv:Allowable psi 172.5 195.5 207.0 195.5 Shear OK Shear OK Shear OK Shear OK Reactions �,. �.a. ;,ate.,. ..:,.�..,�,. .. �a;,,,➢��,,;., � .. ,,,,, ,,.,,.,,� @ Left End DL lbs 855.00 1,567 50 1,254.40 1,654.00 LL lbs 1,425.00 2,612.50 2,089.60 2,757.00 Max.DL+LL lbs 2,280.00 4,180.00 3,344.00 4,411.00 @ Right End DL lbs 855.00 1,567.50 313.60 1,654.00 LL lbs 1,425.00 2,612.50 522.40 2,757.00 Max.DL+LL lbs 2,280.00 4,180.00 -836.00 4,41-1:00- Deflections ;4t1O0Deflections Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.032 -0.084 -0.011 -0.012 UDefl Ratio 2,228.5 1,568.1 5,422.0 3,959.8 Center LL Defl in -0.054 -0.140 -0.018 -0.020 UDefl Ratio 1,337.1 940.9 3,254.9 2,375.6 Center Total Defl in -0.086 -0.224 -0.029 -0.032 Location ft 3.000 5.500 2.180 2.000 UDefl Ratio 835.7 588.0 2,033.9 1,484.8 17159_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 6 of 26 Title: Job# Dsgnr: Date: 1:57PM, 12 AUG 17 Description: Scope: Timber Beam & Joist Page 1 8056ab.ecw:Calculations Description 8056B-GT RXNS Timber Member Information GTB1 GTB2 GTB3 Timber Section Prllm:5.25x36.0 Prllm:5.25x36.0 PrIlm:5.25x36.0 Beam Width in 5.250 5.250 5.250 Beam Depth in 36.000 36.000 36.000 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Truss Joist- Truss Joist- Truss Joist- MacMillan, MacMillan, MacMillan, Fb-Basic Allow psi 2,900.0 2,900.0 2,900.0 Fv-Basic Allow psi 290.0 290.0 290.0 Elastic Modulus ksi 2,000.0 2,000.0 2,000.0 Load Duration Factor 1.150 1.150 1.150 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No enter Span Data Span ft 20.00 22.50 9.50 Dead Load #/ft 285.00 165.00 322.00 Live Load #/ft 475.00 275.00 538.00 Dead Load #/ft 240.00 68.00 Live Load #/ft 400.00 112.00 Start ft 6.000 6.500 End ft 22.500 9.500 LResults Ratio= 0.1273 0.2006 0.0386 Mmax @ Center in-k 456.00 752.45 121.33 @ X= ft 10.00 11.70 4.86 fb:Actual psi 402.1 663.5 107.0 Fb:Allowable psi 3,335.0 3,335.0 3,335.0 Bending OK Bending OK Bending OK fv:Actual psi 42.5 66.9 12.9 Fv:Allowable psi 333.5 333.5 333.5 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 2,850.00 3,308.25 1,561.71 LL lbs 4,750.00 5,513.75 2,608.55 Max.DL+LL lbs 7,600.00 8,822.00 4,170.26 @ Right End DL lbs 2,850.00 4,364.25 1,701.29 LL lbs 4,750.00 7,273.75 2,838.45 Max.DL+LL lbs 7,600.00 11638.00 4,539.74 deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.025 -0.052 -0.002 UDefl Ratio 9,549.7 5,222.0 75,312.1 Center LL Defl in -0.042 -0.086 -0.003 UDefl Ratio 5,729.8 3,133.2 45,104.2 Center Total Defl in -0.067 -0.138 -0.004 Location ft 10.000 11.430 4.788 UDefl Ratio 3,581.1 1,958.2 28,209.6 17159_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 7 of 26 tad mm m p _r=°— • a ePaE� �����i �� ISII j O i I x coNcsue f in i '/ 1 • t w { rj:' r.os. A EY. 1 P°f f_... ...a Y Y. 5573 m� v s-1- _I-e—.—._ 4-4.------4-1.-1-1.9628--' oP_� t • _.—{ . —1-11 2141 �_.�—�•-�� m --` .,o$ _ s_-----�, _ f X01.° 0 ..,rosra B +F �,I Fr-zn1 NoiI 1---- 4:-.H.-- +^ --F- — e':soz• t:. c\l, P , _r- a„APSk . " A6.POST a./u y v '''4e�}1 5 a.' aY: L >^' wxPOP su -1. +j+ -� Illiffei WRIry nwxPury 0 yuSLAB • Mion ® 'mY0CMPPC0 0Flu G r 7 d/ d y ty, �e nl: , ----rF-e-1 --- Fr +.--t3 —'-.4.--'-'-'-''..."'Ho FM-i—'' ti' ® We CRAWL v NR AEI&Is r PL sS sir �. , . . _i_ C ® hLL tom` - el MEM P PONYW 4 e - ---- .'i 1 Pe 'no4 mmw ©}', •_ _ __, e.e Pon Ps smn„u 0 % I` / ,rs aye sy }THICKET. cove ,n., j r-OFF' o,MECUM KII, POST use sY ea i`s5•-. wa X00 • ALL BEAMS/HDRS NOT LABELED ARE 8056B FOUNDATION PLAN 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED 17159_2017.0823_fdiver Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Pegs 8 of 26 1I ,rl T E " MEMBER REPORT Level,Floor:Joist PASSED 1 [ 1 piece(s) 11 7/8"T]I® 210© 16" OC Overall Length: 13'1" FB1 „ o 12 6" 111 Jl All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. 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/9994-) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.136 @ 6'6 1/2" 0.633 Passed(1/9994-) -- 1.0 D+1.0 L(All Spans) T3-Pro""Rating 56 35 Passed -- -- •Deflection criteria:LL(L/480)and TL(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 T)-Pro"Rating include:None KI,t4h.:44W71,2,174 ` t 'mr: 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. p y 1-Uniform(PSF) 0 to 13'1" 16" 15.0 40.0 Residential-Using Areas _ H . . . .:. SUSTAtNABIE FORESTRY 1M11ATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. "1tr 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 frame 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 Solomon Forte v5.2,Design Engine:V6.6.0.14 CT Engineering,Inc. (206)285-4512 asoomon@cte7'1 ir: 1 of 1 1 _201/.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculation s.pdf Page 9°for Title: Job# Dsgnr: Date: 11:25AM, 9 AUG 17 Description: Scope: Timber Beam &Joist Page 1 6056ab.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 LJDefl Ratio 3,319.7 Center LL Defl in -0.0bi UDefl Ratio 1,248.5 Center Total Defl in -0.093 Location ft 3.500 LJDefl Ratio 907.3 17159_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 10 of 26 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 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 Si= 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 SMS=Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SMI= F„*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 Sos=2/3*SMS SDS= 0.78 EQ 16-39 EQ 11.4-3 SD,=2/3*SMI SDI= 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 no= 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_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 11 of 26 2015 IBC EQUIV.LAT. FORCE SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 17159 8056 AB SDs= 0.78 h„ = 10.00(ft) SDI= 0.50 X = 075 ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-10(Table 12.8-2) 1E= 1.0 T= 0.112 ASCE 7-10(EQ 12.8-7) S1= 0.50 k = 1 ASCE 7-10(Section 12.8.3) TL_ ' 6 ASCE 7-10(Section 11.4.5: Figure 22-15) Cs=SDS/(R/IE) 0.120 W ASCE 7-10(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<TL) 0.684 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(S01*TO/(TZ*(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 SAME) 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 wX *hXk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *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 0.00 SUM= 106.0 1060.0 1.00 9.05 E=V= 12.68 E/1.4= 9.05 17159_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 12 of 26 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 24.00 ft. 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 3sec Gast= 120 120 mph Fig. 26.5-1Athru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable PS30 A= 25.7 25.7 psf Figure 28.6-1 Ps30 B= 17.6 17.6'psf Figure 28.6-1 Ps3o c= 20.4 20.4 psf Figure 28.6-1 Ps30 o= 14.0 14.0 psf Figure 28.6-1 X= 1.00 1.00 Figure 28.6-1 Kit= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00 N*Kit*Iw*windward/lee : 1.00 1.00 Ps=N*Kzt*I*Ps3o= (Eq.28.6-1) Ps A = 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 AD 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 #REF! 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_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 13 of 26 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 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(S-S) 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 0.000.00 0.001 0.00 17.92 17.92 12.43 12.43 #REF! 10.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 17.92 0.00 12.43 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(S-S) Roof 10 10 10 17.92 10.75 10.75 12.43 7.46 7.46 #REF! 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_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 14 of 26 dills usGsDesign Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III .. r, . - -.— x � z , I soon. 6 i� f /4,-4-„,„ F"4r044 x ;' to utkiB : . - P '. z-4,= Lake Oswego I 7 F br° 1 , �;y'}♦��n. dMRICA T laidi5 uA- ., P y£ }, , 02015 saQuestrr data. a-,i... k ,+ USGS-Provided Output S5 = 0.972 g SMS = 1.080 g SDs = 0.720 g S, = 0.423 g SM, = 0.667 g SD, = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.22 1.10 040 0,40 0 72 0,101 0,44 017 0,74 VI 0.44 0.72 #27 qts 0.22 : 019 0.11 0.OS *00 k, 0.00 0.20 0.40 040 0.70 1.00 1.10 1.40 L90 1.00 200 6.00 0,20 0.40 0,90 0.60 1.00 1.20 1.30 1.90 1.70 214 Period T(sec) Per ,T(14417.) 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_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 15 of 26 A MY rs veh oe na a-3.y.,- rs z44- r,OF to 33' 3 332' 3.012 e< . © .t .. .. ..1; e-, 3 s 43334. 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'' i Den Foyer § 4 ,� F 7soe,oav" f C Bedroom 2 ® i oe..eo,. g It' A.ovr 0 r— L CLEATS '''F' :....4''' �. n © Dining .1911111.11.11 ,- ,3,/,40f�q� CO �C q "I A 0 I EGRESS _. \ i�I 1 „ .'I s I�Porch _ I at h �in— ei.. sclasr ,E �A�1I 1� I ®., 4 ��weI I 1 dig I ` I 69a, r B re , I i' r,, ,zii. 6 orAern,r0=lot ! i sa • r)4 l . y r.,a<i. + r ,g faY• a. 2.44 „ ro f¢ 7 0 "a + s r sey, r s# s e +r r s , 4 IV A m 8056B FLOOR PLAN I/4..FAY I 17159_2017.08.23_River Terrace(Area 7)_Plan 80568_Structural Calculations.pdf Page 16 of 26 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 i= 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 LDL eR. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usurn OTM ROTM Unet 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 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 0.15 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 0.0 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 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 '0.151 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 f 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 10.00' 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' IMO 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 EVwlnd 10.75 EVEQ 9.05 Notes: * denotes a wall with force transfer 17159_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 17 of 26 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-8 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 Unet 11.„m Usum (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 B1 a* 115 2.5 7.5 1.00 .'0.15 0.20 0.00 0.25 0.00 1.00 1.00 98 P6114 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 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 B1 b* 241 5.3 12.5 1.00 0.15 0.42 0.00 0.51 0.00 1.00 1.00 98 P6TN P6TN 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 81 c* 126 2.8 5.0 1.00 0.15,', 0.22 0.00 0.27 0.00 1.00 1.00 98 P6T14 PSTN 81 2.69 0.93 0.85 0.85 2.22 0.69 0.73 0.73 045 - - 0 0.0 0.0 1.00 0.00f 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 P6T14 P6TN 81 13.69 21.03 -0.55 -0.55 11.28 15.58 -0.32 -0.32 -042 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 P6T14 P6TN 81 3.18 1.43 0.68 0.68 2.62 1.06 0.61 0.61 048 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 83 302 7.5 7.5 1,00 0.15 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 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 B4 241 60 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 85 429 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 6.3 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 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 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 88 493 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 0.15 0.45 0.00 0.54 0.00 1.00 1.00 161 P6 P6TN 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 B9b* 255 3A 4.6 1.00 0.15 0.45 0.00 0.54 0.00 1.00 1.00 161 P6 P6TN 133 5.45 1.06 1.62 1.62 4.49 0.78 1.36 1.36 442 - - 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 0.15ff 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 Ext B10b* 169 2.3 6.0 1.00 0.15 0.30 0.00 0.36 0.00 1.00 1.00 160 R6 P61N 132 3.61 0.91 1.70 1.70 2.97 0.68 1.45 1.45 4.79 - - 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_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 18 of 26 JOB#:'17159 8056 AB ID:Blabc 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= iC 1 V Fdragl eq= 98.1 Fdrag2 eq= 206.0 Fdrag5 eq= 92.7 Fdrag6 eq= 48.6 1 '' v A Fdragl w= :s 0 Fdragl , 168.0 Fdrag5 w= •.6 Fdra.• w= 39.6 A H1 pier= vl 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 I 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 ►1 0 0 Hpier/L1= 2.00 Hpier/L3= 0.95 < L total= 25.0 feet Hpier/L5= 1.82 0.95 L reduction 17159_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 19 of 26 JOB#: 17159 8056 AB ID: B2ab w dl= 150 plf 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 ► •H head = A v hdr w= 58.5 p/f 1 y Fdrag1 eq= 375 F2 eq= 87 Fdrag1 w= g9 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 p/f feet H total = 2w/h = 1 2w/h = 1 10 • Fdrag3 eq= F4 e.- 87 feet A Fdrag3 w= 309 F4 w= 72 P6TN E.Q. 2w/h = 1 P6TN WIND Hsill = vsill eq= 71.2p/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: L1= 14.0 L2= 6.5 L3= 3.3 Htotal/L= 0.42 4 lb--4 lo 4 10, Hpier/L1= 0.36 Hpier/L3= 1.54 L total = 23.8 feet 17159_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 20 of 26 JOB#: 17159_8056 AB ID: B9ab w dl= 150 p/f 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 p/f ► •H head = A v hdr w= 97.2 plf 1 V Fdragl eq= 146 F2 eq= 146 A Fdrag1 w= 1 F2 , - 121 H pier= vi eq = 159.8 p/f v3 eq= 159.8 p/f 6.0 v1 w= 133.1 p/f v3 w= 133.1 p/f feet H total = 2w/h = 1 2w/h = 1 10 v Fdrag3 eq= F4 e.- 146 feet • Fdrag3 w= 121 F4 w= 121 P6 E.Q. 2w/h = 1 P6TN WIND H sill = v sill eq = 116.6 plf 3.0 EQ Wind v sill w= 97.2 plf 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 4 —1 04 0 Hpier/L1= 1.78 Hpier/L3= 1.78 L total = 9.3 feet 17159_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 21 of 26 JOB#: 17159_8056 AB ID: B10ab w dl= 150 plf V eq 720.0', pounds 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 I v Fdragl eq= 225 F2 eq= 225 A Fdragl w= ;8 F2 .- 188 H pier= v1 eq = 213.3 p/f v3 eq = 213.3 p/f 6.0 v1 w= 133.3 plf v3 w= 133.3 p/f feet H total = 2w/h = 0.75 2w/h = 0.75 10 Fdrag3 eq= F4 e.- 225 feet A 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 sill w= 50.0 plf feet OTM 7200 6000 R OTM 9720 7200 v r UPLIFT -233 -111 UP sum -233 -111 H/L Ratios: L1= 23L2= 7.5 L3= 2.3 Htotal/L= 0.83 4 ►- 4 10 ► Hpier/L1= 2.67 Hpier/L3= 2.67 L total = 12.0 feet 17159_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 22 of 26 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA Project: 98109 6w�.�p Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 100I4o1Yri o N 4.-z000 W F Root w =(q0 PsP)t 2/2 + 2.() ¢ (10 PEP) OW) z 121-0 PLP C.aALAJ PAC W ' Css?Jr) t 97 ) t 2y$ STeih Lt t - (ISO Pc P)C Y12' )( i) t 20 0 Lvl (Iso PO) (8/ti ) ()b/ia') = 13 3 LoToi • 18(31 FLF [MI PLP Frr lJIDTH = • 1351 PS12 ` 2(300 PSF (16102.) �ol�cr. Flt.. . 1e4 WIDEF"Deep 17159_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 23 of 26 Structural Engineers Title: Job# Dsgnr: Date: 11:35AM, 9 AUG 17 Description: Scope: Square Footing Design Page 8056ab.ecw:Calculations Description FTG 1 General Information mammal 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 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% SummaryI 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 4 6's Mn*Phi:Capacity 7.42 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 17159_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 24 of 26 Title: Job# Dsgnr: Date: 11:54AM, 15 AUG 17 Description: Scope: Square FootingDi Page 1 qesDesign 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 Pc 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 % SummaryI 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_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 25 of 26 Title: Job# Dsgnr: Date: 11:56AM, 15 AUG 17 Description: Scope: L. 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 % Summary Footing OK 2.00ft square x 10.Oin 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_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 26 of 26