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ki3A. -1WA\NILS �,M . CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206285.4512 (v) 206.285.0618 (F) #17159 Structural Calculations Polygon at River Terrace (Area 7) Single—Family ��c, �G I NF360 I� Plan 8056B tg Tigard, OR fwv4REGFJNA Ilitrp/es _2f2V/ Design Criteria: 2015 IBC (2014 ORSC, OSSC) 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_ilve Terrace(Aron 7)_Pldii 805813_Stwclural Calculaliuno.pdf Paye 1 of 28 CT ENGINEERINGG 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 3.5!psf Misc. 0.9 psf 5/8"plywood (O.S.B.) 2.2 psf Framing:at 24"o.c. 3.0,psf lnsulatiot 1.0,psf (1)518".gypsum ceiling 2.8 psf Misc./Mech. 1.6,I psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 2.8 psf NO gypsum concrete i 0.0;psf 3/4"plywood (O.S .). • 3.0 psf TJls a•t.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_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 3 of 26 IIa m , ,mwl aln.nMl .,, 0 Lb 2 . ev, rb5 ul . i: 1♦D "er w.' R,., I Ai ! QV b., NARIM1=11 411,1 2 �J. 'i dm e .. "Fry, .. r,d, • �, ///, .uIEL NRIE r , i :, , ....,-7.7.1 3 r r 1 S IFMWAI rte �- � M' AIR.Nr. ,' . p_Opitpr pp.An • A ' 1 ii S0°0H .G A ._-3 L101$ Y m f ® AR:Nornw tt IOlr 4 -- - „ ,4 ....c.:N` c..� SWAM PE m ,4:::::1:::::::,,....H,:::i ± ea , . 111 i t I Rs i' ..i } :`�` ��i anon �_. J Q ! .:.., e .0 I RBB5 lotAmtix I111111r NI1 L_-- rosp :: '_=iaa INSTALL ornm.sic ;aRANR Ai Q cav eaW .. RKmrun.In .; ,i.e. . ....RAa.I.,-ts m m e WY ALL BEAMS/HDRS NOT LABELED ARE 80566 ROOF FRAMING PLAN 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED 17159_2017.08.23_RIver Terrace(Area 7)_Plan 80568_Struclurel Calculatlons.pdf Page 4 of 26 Title: Job# Dsgnr: Date: 12:02PM, 16 AUG 17 Description: Scope: Timber Beam & Joist Page 1 8056ab.erw:Calculations Description 8056B-ROOF FRAMING (1 OF 2) Timber Member Information RBB1 RBB2 RBB3 RBB4 RBB5 RBB6 RBB7 1 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 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 enter Span DataII 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 i 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 Reactions @ 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 Deft 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 Informationil 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 Hent Ar,No.2 Douglas Fr- 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 DataII 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 LLL 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 Reactions1 @ 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 4,411.00 Deflections Deflection OK Deflection OK Deflection OK Deflection OKII 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 8056a b.ecw:Calculations Description 8056B-GT RXNS Timber Member Informationil GTB1 GTB2 GTB3 Timber Section PrIlm:5.25x36.0 Prlim:5.25x36.0 Prllm: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 Center 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 Results 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 LJDefl Ratio 9,549.7 5,222.0 75,312.1 Center LL Defl in -0.042 -0.086 -0.003 LJDefl 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 LJDefl 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 I... u.,v;• w x ,rte;• AP x me a° SEM v "" 0 iior iuM i, aTy.• •• r.. Y y a : I I� ,.o.s. ny as ,... A AI . Z s Q ® ams 61:16611 =FM so, �p miW rori(M UNOI I I Y 1-..-2a1--1-•it ,q e s aHe• r.Ntf .:e.d1 € r-r 17,,,,,,,,,,,.......= 1,-::....-.1.::.-.:. IT — :.r 1 _�_sT_I-IKIONO „, � WIM GM.dN4 • I L T © .. Pl ( flEWIMW 1 _ __ X.XCOW...a,wA[ i� RISE Slik I1. ..nx r�yS i .cw. ::. s•.1.:I ® own COW.r�CTEO u NO co ° n' s*• ,,J. t S.i!fel '°I: Y ® D P�oemv E w� 0. aillifa it) ---- T� © I —a .. ���E7 1, v'MOCHAS 'rgF (iL MH.'w'µc b Ali 4 T ..._� I �MO.6 POST "w - ::':® .1- rY. wxDl.N --©- �1 a..'.__ .POST WITH PIM 0S1 MOO SUe10Er _I WiEntl © PO MSS NY Ar016 0- •$ ,Y ) w. I ,...h. rrx mo, "Th1.0. r'rl'l..rl NW ,M1r' 8056B FOUNDATION PLAN ALL BEAMS/HDRS NOT LABELED ARE „r•.,•.e• 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED 17159_2017.08.23_Rlver Terrace(Area 7)_Plan 60568 Structural Calculatlone.pda Page 8 o126 MEMBER REPORT Level,Floor:Joist PASSED 1 piece(s) 11 7/8"TM® 210 © 16" OC Overall Length:13 1. F B1 12,6" X X 0 0 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/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) 17-ProTM Rating 56 35 Passed -- -- •Deflection criteria:LL(L/480)and TL(1/240). •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 then-Pro'''.Rating include:None � 4777 ems- 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-Living Areas Ey _�` ,.{..a,s S9z ^ , ., @ SUSTAINABLE FORESTRY INITIATNE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. ll 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 Solomon Forte v5.2,Design Engine:V6.6.0.14 CT Engineering,Inc. (206)285-4512 asolomon@cte n 171 2b11�D/.08. 23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 9 o?gge 1 of 1 Title: Job# Dsgnr: Date: 11:25AM, 9 AUG 17 Description: Scope: Timber Beam &JoistPage 1 8056ab.ecw:Calculations Description 8056AB-CRAWLSPACE FRAMING Timber Member Information F32 Timber Section 4x10 Beam Width in 3.500 Beam Depth in 9.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fr- 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 111 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 UDefl Ratio 3,319.7 Center LL Defl in -0.067 UDefl Ratio 1,248.5 Center Total Defl in -0.093 Location ft 3.500 UDefl Ratio 907.3 17159_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 10 of 26 A 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 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.= 0 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 Slits=Fa*Ss Sens= 1.17 EQ 16-37 EQ 11.4-1 SMt=F,*Si SMt= 0.75 EQ 16-38 EQ 11.4-2 Sos=2/3*SMs SIDS= 0.78 EQ 16-39 EQ 11.4-3 Sot=2/3*Sim Son= 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= 0 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 00= 3.0 . N/A Table 12.2-1 14. Deflection Amplification Factor Co= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities -- No N/A Table 12.3-2 17. Permitted Procedure Equiv.Lateral Force -- Table 12.6-1 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 Sos= 0.78 h„ = 10.00(ft) So,= 0.50 Xfl75'ASCE 7-10(Table 12.8-2) R= 6.5 C, 0,020"'.ASCE 7-10(Table 12.8-2) IE= 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=Sos/(R)IE) 0.120 W ASCE 7-10(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.684 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(So,*TL)/(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,x = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h1(ft) (sqft) (ksf) (kips) (kips) Ew1 *h;k Vi DESIGN Vi Roof - 10:00 10.00 ,- 4240 0 025 106 1060.0 1.00 9.05 9.05 ,Vgglif;ik1410.00 000 000 i 0 0000 0 0.0 0.00 0.00 9.05 0.00 `000 0.00 ig . 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 24.00ft. 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 3 Sec.Gust= 120 120 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= ! B B Roof Type= .Gable Gable PS30A= ' 25.7 25,7;psf Figure 28.6-1 Psao s= ' 17.6 17.6 psf Figure 28.6-1 Ps3oc= 20.4. 20.4!psf Figure 28.6-1 Ps30 D= 14.0 !' 14.0 psf Figure 28.6-1 = 1.00 1.00' Figure 28.6-1 Kai= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00 X*Kr*Iw*windward/lee : 1.00 1.00 Ps=N*Kzt*I*Pa3o= (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) Psc = 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 6.14.1 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_2017.08.23_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 .,0:00 0.00 i DM 0.00 17.92 17.92 12.43 12.43 #REF! 10.00 0.00 0.00 0.000.00-,..:',!;...::I.'0.00 0.00 0.00 17.92 0.00 12.43 1st 0.00 0.00 0.00 II .' .;.!'':::'!:';::::'..;;;.'''.- 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 #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(SS)= 7.46 kips kips 17159_2017.08.23_River Terrace(Area 7)_Plan 8056B_Structural Calculations.pdf Page 14 of 26 ELSGS 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 �----moi f I tton °���� Y :****,:*z.---.4.,„4:ti lokrwr,_...cr,7, .. ,-.,.-,,,,,-„,,,:l.wi..,,A41-.--„,:;,,,,„;,,,,,,.A-, ri cit.,::-,-,,: i., } f- ,,,,,,„,,...,4,....0%,,,,,,,-: 7.,:.r.,44--., -,„.., `k�' .", 'i •- � v O H. 7-',44, r"+'gy, * ++s .....,.. Optitit:', ‘;;11;..- . atm li • s .:. . .' c:.-.. m.7'.1;." 's �..... 0 west USGS-Provided Output SS = 0.972 g SMS = 1.080 g S°S = 0.720 g Si = 0.423 g SM. = 0.667 g SDI 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. mcER# espouse Spectrum Design Response Spectrum :ton 1.143 . 4.1* o. 022 n 4 0:/rTS 0. , 0. 0-40 w 044 0,22 A„31 Q;.24 6:c2 0.1C 0:.11 C4 i3 0 000,00 13.00 0.-”' . 0.40 0.00 0.420 1.0# 1. 1.40 1. r 1_g0 4.430 "0. . 0 i5d43 000b. 1.II83 1.20 1.40 1.00 1,'00 Per'sod 7(5e0) Period:T(sec) 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 Lb m r.0',• w r Err sr.' r s r.44' .01' r s s E ,r ^sl£ TA• rr rr T-iri' I.r 1 6 r 41. r.45' rr ^dY 81 3-ts-0 ,J.r ,0441» 31 ,..4611 v B2a fF— ..-7...... —�— 7... 14.,—..—.—Ti fP� EOA rr Q �� I o II p a I v lowwsu er sarn oowrErova :00e red Patlo .'S' Nook xwrs. - p L. 1 - Bedroom 3 M : Sitting 9 n v ¢ " . Q Master Bedroom rr TaK.� a ' .41 * "• a{ soreroax,rorvr S • :Oil '� .0mm, R rar.t. .A .T..................... «u no.rCu Pat s,... I:: rah. r.TK. .1 r••r.s°F r.4Ef. r.T1f. M�.Ir ra roar Sig. ® 1 le nen t-yrr1oE I..,.� ..orE I, A wKIUEOEw"• i•�! -.4-- a ll a samroom ro li dfi }:44+ ••r : :i :i 1 ou o II 1 MI 1 IMMIIIIMMIlliiiiill �'�f��°'�1 E.r ::j � II::�E OBath pv v� I ,:: .� rE .. � r I ILchoo shopaB ,,4,,_, .. 144 OK FIRM. O E�' ri'MPNOOUl11FA0 ° Great Room I 1.... D \ E.w.oF°ainn ns 14 - ii ® 1i ILEI I11111 © ILLgMFO ; ', 11111=111111111, '� 0 3Q�� 551. .. t.u�/._ E F.7.-1'1'"!-noun r I l I.1111 8 wal ROVIREi. r L mink! �.. _ I, !Bill WUXI I Ett.,1014 1. ii- V ' 419Ia 11:7DIll r� r�'r�.a�r.n �LLaauri.ry,L.L. r• � MasterI .Bath v�,> `' j _I (( sf j 3-CargeVil (�— �. I :. := iiY�i;r._. (,-�®_________ _• Ml aeaww cws a �'`jpseae _• F co.. I a.gvr. #I .yr yv r 1 i w 7 cEu 444.14•4..1mLLiiw araie I- rowa '1®'nnu. I��_� sv+E , l� o�oxrl 4 r—, M7,.'' • Y .__ �E+ W°"r°rao+ MIL Illik_1 ® 6 4N'^409 r .LQM}T • �i tul 11.0111M1.11: r.S;. T_.. 14 e Y " B6 r r I .49 r °'syT•r 1.47 Den Foyer }i---sam ooze Lk CY g '4 no v.r p iL': \'� iE «ws(o:°.:o.E O - O- - •�-� Dining yr� i ,,'r5P Y ,. '1 � Porch -y © E .. ; 4mi jAlrat « it I Lk I :a. I L j j ji Bg B� I 1 r( ( °t ..noo uoE i^4310t i I 1 I I �' ( rr a,4. y rr 1 T.as. ,.,>f. I a... ,K r,.• i P r-r11• m Tr ; .. r T>1 3 T T' .r r ( ...Vt. a LLr wr 4' p nr V/ I 8056B FLOOR PLAN 17159_2017.06.23_River Terrace(Area 7j_Plan 8056B_Structural Calculallons.pol IIS 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 eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v f OTM ROTM Unet U.m OTM ROTM U„at Usum U,um (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pit) (pit) (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 11.81.00,',":;,'...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 - 7 .'..' 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-...'26,.0 6.0 1 00,, 015: 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- 0.151 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..i.,:.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.:1,..,'29 0 "30.0 .":•,,A.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',:-...0.0.1",' 0.0 "::.1:',03 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 0.0 _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 --:OA 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. 0:00',.1.:.,..: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..061:1::,:!..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 00 000 . 1 0.00 0.00 0.00 0.00 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 0A 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 00.0 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 A.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 EVmod 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: LATER1.L9$-S'tSide tb side) CT PROJECT#: 17159_8056 AB Diaph.Level: Roof Panel Height= i.il'Ti:i;1.4.0i ft. Seismic V I= 9.05 kips Design Wind F-B V i= 7.46 kips Max.aspect -3',.SDPWS-15 Table 4.3.4 Sum Seismic V I= 9.05 kips Sum Wind F-B V I= 7.46 kips Min.Lwal1= 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. Lwali LDL efl. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Limn OTM ROTM Unei Usum Usum (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 'Ext B1 a 115 2°5 7 5; 1 00 :015,, 0.20 0.00 0.25 0.00 1.00 1.00 98 P6T14 P6T14 81 2.46 1.27 0.65 0.65 2.02 0.94 0.59 0.59 0465 0 0.0 D 0 1 00 iS 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 1 Ext B1b* 241 a;8 12 8 100 015" 0.42 0.00 0.51 0.00 1.00 1.00 98 P6T14 P6TN 81 5.15 4.43 0.16 0.16 4.24 3.28 0.21 0.21 0.24 0 f 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 ci126 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 0.73 046 b 0`b b b; 1,D0 4 0d 0.00 0.00 0.00 0.00 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'''''T''''"'401'45. 1.13 0.00 1.37 0.00 1.00 1.00 98 R6TH P6TH 81 13.69 21.03 -0.55 -0.55 11.28 15.58 -0.32 -0.32 -0,32 0 O Q D 0, 1 00 h Q 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 8;3 6 5} 1 B0 <8 15' 0.26 0.00 0.32 0.00 1.00 1.00 98 P6-T 4 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 B3 302 7 5 5; 100 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 00 00- 1 DD 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 84 241 fi 0 6 D 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 00 p 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 '.' li1( B5 '429 °10.7 10 7. 1,00 0 1 w 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 q 04) 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 in( B6 252 6'.3 63' 100 tD1 ' 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 b 0'0 0 0: 1.00 `0 0t 0.00 0.00 0.00 0.00 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 1 goo 10 0 1 00 Q 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 -00 0,0 1,00 s 5 041 0 00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ent B8 '493 1 '3 12.3; 1.00 0 155; 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 D 0 1 00 Q OO 0.00 0.00 0.00 0.00 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" 265 3.4 4 6= 100 0.18 0.45 0.00 0.54 0.00 1.00 1.00 161 P6 P6TH 133 5.45 1.06 1.62 1.62 4.49 0.78 1.36 1.36 4,62 D D D 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 '89b 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 D 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 IO 15` 0.30 0.00 0.36 0.00 1.00 1.00 160 P6 P6TN 132 3.61 0.91 1.70 1.70 2.97 0.68 1.45 1.45 4,70 0 0.0 b 0: 1 00 Q 0031 0.00 0.00 0.00 0.00 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 Bl Ob" 169 :2 3 6.01 1 00 m01(5+ 0.30 0.00 0.36 0.00 1.00 1.00 160 P6 P6T44 132 3.61 0.91 1.70 1.70 2.97 0.68 1.45 1.45 4,70 :0 0 D 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 x,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=Leff. 7.46 0.00 9.05 0.00 EVwlnd 7.46 EV Eo 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:'B1abc w dl= 150 Of __.._.._....__.................. 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 .4. ► 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 v A Fdragl w= ;a 0 Fdragl . 168.0 Fdrag5 w= ..6 Fdra•• w= 39.6 A H1 pier= vi 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 feet A Fdragl w= 80 Fdragl w= 168.0 Fdrag7eq= • .7 Fdrag8e• 48.6 I 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= 28 Htotal/L= 0.40 Hpier/L1= 2.00 II 0-1 10 4 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 B2at7- . ,, w dl 150= plf V eq 1690 0 pounds V1 eq = 1371.6 pounds V3 eq = 318.4 pounds V w=, 1 390 9 pounds V1 w= 1128.1 pounds V3 w= 261.9 pounds ► v hdr eq= 71.2 plf ► A H head= A v hdr w= 58.5 p/f . . � Fdragl eq= 375 F2 eq= 87 Fdrag1 w= 09 F2 ,- 72 H pier= v1 eq = 98.0 plf v3 eq= 98.0 plf $;b v1 w= 80.6 p/f v3 w= 80.6 plf feet H total = 2w/h = 1 2w/h = 1 10 v Fdrag3 eq= F4 9.- 87 feet A Fdrag3 w= 309 F4 w= 72 ' P6TN E.Q. 2w/h = 1 P6TN WIND H sill = V sill eq= 71.2 p/f giVailffiraa EQ Wind v sill w= 58.5 plf feet OTM 16900 13900 R OTM 38074 28203 UPLIFT -991 -669 UP sum -991 -669 H/L Ratios: L1= '14.0 .. L2= ... 65 L3=NaliliMo. . Htotal/L= 0.42 4 ► 4 ►4 ► 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, 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 p/f --0- A ►A H head = A v hdr w= 97.2 p/f 1 V Fdragl eq= 146 F2 eq= 146 A Fdragl w= 1 F2 .- 121 H pier= vi eq = 159.8 p/f v3 eq= 159.8 plf 60 vi w= 133.1 p/f v3w= 133.1 p/f feet H total = 2w/h = 1 2w/h = 1 10 w Fdrag3 eq= '. F4 e.- 146 feet A Fdrag3 w= 121 F4 w= 121 P6 E.Q. 2w/h = 1 P6TN WIND H sill= v sill 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 w UPLIFT 601 565 UP sum 601 565 H/L Ratios: L1= 3.4? L2= . 2.5 L3= 3.4 Htotal/L= 1.08 t 1--41 ►. Hpier/L1= 1.78 44 Ir• H ler/L3= 1.78 p 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 AES ID ,BlOaks w dl= bilti61150'. plf V eq tiiipiiiI2piA pounds V1 eq = 360.0 pounds V3 eq = 360.0 pounds V w= 6;10,0 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 p/f V Fdragl eq= 225 F2 eq= 225 Fdrag1 w= ,8 F2 , - 188 H pier= v1 eq = 213.3 plf v3 eq = 213.3 plf 6,6 v1 w= 133.3 plf v3 w= 133.3 plf feet H total = 2w/h = 0.75 2w/h = 0.75 10Fdrag3 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 plf : EQ Wind v sill 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= . ... , 75 L3= 23` Htotal/L= 0.834 I.-4 4 Hpier/L1= 2.67 10 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 N C. Seattle,WA Project: e p 98109 lefa Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 "Fwl.tofinoN I cr 2.000 RsF Root= W =CO PsP)CS 2/2 + 2.9 ¢ (lo KIP) (10') z 122() obetwW PRC t (04 (ss pa IV (1%2) t 24 8 S�t'm taitILL w - Ctsv PcP)C&/lzf )(2') ti Zoo FICA. tot. (Iso PCP) ((112 ) (I Lha 9 = 13 3 Wer ` 1201 PLP 1/01 Ptl' UJIpT1i - z _13x1 P.sR < 2000 PSF ('It -.) Cop-rt. rr.. : 164 love 1. D"DeT • 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 FootingDesign Page 1 Q 9 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 Pc 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 II 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 1 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_2017.08.23_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 FootingDesignPage 1 L 8056ab.ecw:Calculations Description FTG 2 General InformationIII 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 f'c 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: 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 Pc 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 ReinforcingII 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 11 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