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Specifications (3) CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206285.4512 (V) 206.285.0618 (F) #17159 SEP 2 1 2037 Structural Calculations '. Polygon at River Terrace (Area 7) Single—Family aO)�INE,' Plan 8256A • 4d Tigard, OR ^y 4REcolk, Design Criteria: 2015 IBC (2014 ORSC, OSSC) 09/05/2017 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_2017.09.05_River Terrace(Area 7)_Plan 8256A_Slruclural Calculalions.pdf Page 1 of 29 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_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 2 of 29 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 17159 8256 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 Insulation 1.0;psf (1)518"gypsum ceiling 2.8'psf Misc./Meeh_ 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish • 2.8 psf NO gypsum concrete 0.0',psf 3/4"plywood (0 S.B ) 3.D 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_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 3 of 29 AM V.r ullillilli • . q. , 1111:::::11( Wl rtr 1el qa I 111 11 a abil 1111111"0411111101 , i4Ii1i1I ..1-. 7:rlIEAlh • • ,11,,,.,,,-,,,,* , . . 1 . . = 1 ,41110111E1 l �� ' • R:A GT.3 \ lulli vr- 1i ..., ,..... , ...... (2).00,.. RI MO MR .- , , ,t,41% dItlh t _Q j al aw HDR rLaw NM F _____• _'._ ._.__..... j AL 8256A ROOF FRAMING PLAN r/-ra• ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED 17159_2017.09.05 River Terrace(Area 7)_Plan 8256A_Structurel Calculalions.pdf Page 4 of 29 Title: Job# Dsgnr: Date: 12:47PM, 22 AUG 17 Description: Scope: Timber Beam & Joist Page 1 - 8256ab.ecw:Calculations Description 8256A-ROOF FRAMING (1 OF 2) Timber Member Information RBA1 RBA2 RBA3 RBA4 RBAS RBA6 RBA7 Timber Section 2-2x10 4x8 4x10 4x8 5.125x12 5.125x12 4x8 Beam Width in 3.000 3.500 3.500 3.500 5.500 5.500 3.500 Beam Depth in 9.250 7.250 9.250 7.250 12.000 12.000 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Douglas Fr- Douglas Fir- Douglas Fir- Douglas Fir,24F- Douglas Fir,24F- Douglas Fir- Larch,No.2 Larch,No.2 Larch,No.2 V4 V4 Larch,No.2 Fb-Basic Allow psi 850.0 900.0 900.0 900.0 2,400.0 2,400.0 900.0 Fv-Basic Allow psi 150.0 180.0 180.0 180.0 240.0 240.0 180.0 Elastic Modulus ksi 1,300.0 1,600.0 1,600.0 1,600.0 1,800.0 1,800.0 1,600.0 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 k Span ft 3.50 2.67 6.00 7.00 16.00 20.50 11.50 j Dead Load #/ft 315.00 300.00 334.00 30.00 217.00 86.00 45.00 Live Load #/ft 525.00 500.00 556.00 50.00 363.00 144.00 75.00 Dead Load #/ft 90.00 Live Load #/ft 150.00 Start ft End ft 2.000 Results Ratio= 0.3355 0.2074 0.7753 0.1425 0.6113 0.3998 0.6490 Mmax @ Center in-k 15.43 8.55 48.06 5.88 222.72 144.99 26.77 @ X= ft 1.75 1.33 3.00 3.50 8.00 10.25 5.38 fb:Actual psi 360.8 279.0 962.9 191.8 1,687.3 1,098.4 873.2 Fb:Allowable psi 1,075.3 1,345.5 1,242.0 1,345.5 2,760.0 2,747.2 1,345.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 44.5 34.8 92.0 13.8 92.8 48.4 54.0 Fv:Allowable psi 172.5 207.0 207.0 207.0 276.0 276.0 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 551.25 400.50 1,002.00 105.00 1,736.00 881.50 423.10 LL lbs 918.75 667.50 1,668.00 175.00 2,904.00 1,476.00 705.16 Max.DL+LL lbs 1,470.00 1,068.00 2,670.00 280.00 4,640.00 2,357.50 1,128.26 @ Right End DL lbs 551.25 400.50 1,002.00 105.00 1,736.00 881.50 274.40 LL lbs 918.75 667.50 1,668.00 175.00 2,904.00 1,476.00 457.34 Max.DL+LL lbs 1,470.00 1,068.00 2,670.00 280.00 4,640.00 2,357.50 731.74 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.004 -0.002 -0.026 -0.009 -0.224 -0.240 -0.114 UDefl Ratio 10,157.9 16,610.2 2,730.5 9,217.5 855.4 1,026.2 1,212.8 Center LL Defl in -0.007 -0.003 -0.044 -0.015 -0.375 -0.401 -0.190 UDefl Ratio 6,094.7 9,966.1 1,640.3 5,530.5 511.4 612.9 727.7 Center Total Defl in -0.011 -0.005 -0.070 -0.024 -0.600 -0.641 -0.303 Location ft 1.750 1.335 3.000 3.500 8.000 10.250 5.658 UDefl Ratio 3,809.2 6,228.8 1,024.7 3,456.6 320.1 383.7 454.8 17159_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 5 of 29 Title: Job# Dsgnr: Date: 12:49PM, 22 AUG 17 Description: Scope: Timber Beam & Joist Page 1 8256ab.ecw:Calculations Description 8256A-ROOF FRAMING (2 OF 2) Timber Member Information RBAB Timber Section 2-2x10 Beam Width in 3.000 Beam Depth in 9.250 Le:Unbraced Length ft 0.00 Timber Grade Hem Fir,No.2 Fb-Basic Allow psi 850.0 Fv-Basic Allow psi 150.0 Elastic Modulus ksi 1,300.0 Load Duration Factor 1.150 Member Type Sawn Repetitive Status No Center Span Data Span ft 8.00 Dead Load #Jft 142.00 Live Load #Ift 238.00 Results Ratio= 0.7930 Mmax @ Center in-k 36.48 @ X= ft 4.00 fb:Actual psi 852.7 Fb:Allowable psi 1,075.3 Bending OK fv:Actual psi 66.4 Fv:Allowable psi 172.5 Shear OK Reactions @ Left End DL lbs 568.00 LL lbs 952.00 Max.DL+LL lbs 1,520.00 @ Right End DL lbs 568.00 LL Ibs 952.00 Max.DL+LL Ibs 1,520.00 Deflections Ratio OK Center DL Defl in -0.051 UDefl Ratio 1,886.9 Center LL Defl in -0.085 UDefl Ratio 1,125.8 Center Total Defl in -0.136 Location ft 4.000 UDefl Ratio 705.1 17159_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 6 of 29 Title: Job# Dsgnr: Date: 12:50PM, 22 AUG 17 Description: Scope: Timber Beam & Joist Page 1 8256ab.ecw:Calculations Description 8256A-GT RXNS Timber Member InformationII GTA1 GTA2 GTA3 GTA4 GTAS Timber Section PrIlm:5.25x36.0 Prllm:5.25x36.0 Prllm:5.25x36.0 PrIlm:5.25x36.0 Prllm:5.25x36.0 Beam Width in 5.250 5.250 5.250 5.250 5.250 Beam Depth in 36.000 36.000 36.000 36.000 36.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Truss Joist- Truss Joist- Truss Joist- Truss Joist- Truss Joist- MacMillan, MacMillan, MacMillan, MacMillan, MacMillan, Fb-Basic Allow psi 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 Elastic Modulus ksi 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 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No Center Span Data Span ft 6.00 10.00 16.00 22.00 11.50 Dead Load #/ft 225.00 158.00 105.00 105.00 86.00 Live Load #/ft 375.00 262.00 175.00 175.00 144.00 Dead Load #/ft 210.00 90.00 Live Load #/ft 350.00 150.00 Start ft 6.000 End ft 12.500 22.000 Results Ratio= 0.0086 0.0200 0.0988 0.0944 0.0151 Mmax @ Center in-k 32.40 63.00 302.31 352.04 45.63 @ X= ft 3.00 5.00 7.74 11.35 5.75 fb:Actual psi 28.6 55.6 266.6 310.4 40.2 Fb:Allowable psi 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 fv:Actual psi 0.0 6.7 32.9 31.5 5.0 Fv:Allowable psi 333.5 333.5 333.5 333.5 333.5 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 675.00 790.00 2,439.61 1,678.64 494.50 LL lbs 1,125.00 1,310.00 4,066.01 2,797.73 828.00 Max.DL+LL lbs 1,800.00 2,100.00 6,505.62 4,476.36 1,322.50 @ Right End DL lbs 675.00 790.00 1,865.39 2,071.36 494.50 LL lbs 1,125.00 1,310.00 3,108.98 3,452.27 828.00 Max.DL+LL lbs 1,800.00 2,100.00 4,974.37 5,523.63 1,322.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.000 -0.001 -0.011 -0.023 -0.001 UDefl Ratio 448,011.6 137,806.1 18,224.1 11,375.8 166,469.1 Center LL Defl in -0.000 -0.001 -0.018 -0.039 -0.001 UDefl Ratio 268,807.0 83,104.5 10,934.5 6,825.5 99,419.0 Center Total Defl in -0.000 -0.002 -0.028 -0.062 -0.002 Location ft 3.000 5.000 7.936 11.088 5.750 UDefl Ratio 168,004.4 51,841.3 6,834.1 4,265.9 62,245.0 17159_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 7 of 29 I III as n. a W s L tray,. 0 NOKINFO riffira Me no w AAS FTG[ OZ ---r liVIIMINIIMIIIIMIIIIMMil 10.1 11111110.1 IVINIIIIILIMMIIIINIIIMMMKINI i____,__. 1 r...........,......,.......„._,.r ..rr -.-. .-.,.,-..,.,:....r-....."....,..,•.'":*r.':-..-..- -!--'!.-.'."-:, . -1 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I, {, LNPpMV/l rr W i I •i amr p : >'''y7 ' ` writ'..� 1 Mealli 1% VZ, u� r: ��•�{r. i © k . h a•ramvus �- ti)aC11 0 ::. .. L Q MIS WM�-1 J :. :' '�•°`� . .� ernrMWAUAeWf.+ i '� M 'i .N ,. .: wor4 ala -Jar' m 1Var r :: POne1UN0+ i" -'a' '1. ' eMT1!'Aan[cNFWniue �® • 1^ry! m �Lo :Transit i V' I-e mi �', ' * : lBFB MWF 1 r� '..1 IYGGMM ,.�. IL C) Iii .w•coNCAM r ... w'14 'tizo .....f.:.`.-t....4....l.......:.:-.. ..-....-::::.':,..i. {t'� 10 ♦�1M r . t .,S 1 .47' RNMW POr '; 5 1 FiN1 �6dNn .� CO 1i. 1 ` : Sm>` A l ' -_ Mr M 1 Slain e[ axrl FNIMF '•teSnTs4g.Pl'.3212iFr63m i Mc avn r.l_.r.w . ..."'t". rtewn. � rw ry I ® .1e . . --I srsorw ti, SuN01.(0 MOSMWF I' "2% ..".h.::.:. © m i auGN wAa Ev d�ar '®1ii le ilk - ..::..1 _ SSI♦_ ® _ (-r-ew1 DFFN7RGrwi0 `) �' re, ! i © MEM I A*N aG •• , {: .....,17.7..:"..:,..1r....:.,.: Ir 4 161Wr �� ' SOT.Ew. : : t. I >MCrRXAM 'Y✓'� " I I - Nesumemmitainni J____„, 1� .pNgimL smierverce 4--. _ �_ O . O Q • M ,\-TMrfN =15 © O � J SUSIGGf Na f-0f ,,,Ye J� ua r-�' ea)f. 8256A FOUNDATION PLAN lie•ro" ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED 17159_2017.09.05_RIver Terrace(Area 7)_Plan 8256A_Structurel CalculatIons.pol Page 8 of 29 FO R K MEMBER REPORT Level,Floor:Joist PASSED v R G 1 piece(s) 11 7/8"TJI® 210 © 16" OC Overall Length:13'7" F B 1 4 13' All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Veagn'_ 1._ % a Dtt yh It. , • °;E%.' xi <; }2"•s.. system:Floor Member Reaction(lbs) 490 @ 2 1/2" 1134(2.25") Passed(43%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 477 @ 3 1/2" 1655 Passed(29%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 1589 @ 6'9 1/2" 3795 Passed(42%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.114 @ 6'9 1/2" 0.329 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Dell.(in) 0.157 @ 6'9 1/2" 0.658 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) TJ-Pro'''Rating 54 35 Passed -- -- •Deflection criteria:LL(LJ480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 5'10"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 13'5"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" 136 362 498 1 1/4"Rim Board 2-Stud wall-HF 3.50" 2.25" 1.75' 136 362 498 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 13'7" 16" 15.0 • 40.0 Residential-Living 1 31a."5., ., .rr,. - ` * o.a Areas ,';s , „£ "' ;b £: o"�; F @ SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser wan-ants 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.corn/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 8'1712017 5:21:40 PM Arnold Solomon Forte v5.2,Design Engine:V6.6.0.14 CT Engineering,Inc. (206)285-4512 asolomon©cte in 17n159 2017 09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculation Page 9 oP€ I of I Title: Job# Dsgnr: Date: 12:57PM, 22 AUG 17 Description: Scope: Timber Beam &Joist Page 1 8256ab.ecw:Calculations Description 8256AB-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 6.83 Dead Load #/ft 158.00 Live Load #/ft 420.00 Results Ratio= 0.7503 Mmax @ Center in-k 40.44 @ X= ft 3.41 fb:Actual psi 810.3 Fb:Allowable psi 1,080.0 Bending OK fv:Actual psi 71.0 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 539.57 LL lbs 1,434.30 Max.DL+LL lbs 1,973.87 @ Right End DL lbs 539.57 LL lbs 1,434.30 Max.DL+LL lbs 1,973.87 Deflections Ratio OK Center DL Defl in -0.021 UDefl Ratio 3,913.1 Center LL Defl in -0.056 UDefl Ratio 1,472.1 Center Total Defl in -0.077 Location ft 3.415 UDefl Ratio 1,069.7 17159_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 10 of 29 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 17159 8256 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.= 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 SM1=F,*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 SDS=2/3*SMS Sos= 0.78 EQ 16-39 EQ 11.4-3 Sol=2/3*SM1 SD1= 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 120= 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_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 11 of 29 2015 IBC EQUIV.LAT.FORCE SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 17159_8256 AB Sips= 0.78 h„ = 10.00(ft) SDI= 0.50 X ,O 75i ASCE 7-10(Table 12.8-2) R= 6.5 C, O O2O ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.112ASCE7-10(EQ12.8-7) Si= 0.50 k ,' 1r ASCE 7-10(Section 12.8.3) TL 6ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SosI(R/IE) 0.120 W ASCE 7-10(EQ 12.8-2) Cs=Sot/(T`(R/IE)) (for T<TL) 0.684 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Sot*TO/0-2*(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) Ew; `h;k Vi DESIGN Vi Raof - 10 00; 10 00 = 3660''W X10,25; 91.5 915.0 1.00 7.82 7.82 1st , ;€ 10 00 0.00 0 00 0 0.000 0 0.0 0.00 0.00 7.82 0.00 0 O0 0 00 0 0.0 0.00 0.00 7.82 0.00 00© SUM= 91.5 915.0 1.00 7.82 E=V= 10.94 E/1.4= 7.82 17159_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 12 of 29 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART; CT PROJECT#: 17159_8256 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= 82.0 46,5;:ft. Basic Wind Speed 3 sec.Guet= 120" 120 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable Ps3o A= 25.7 25.7 psf Figure 28.6-1 PS30B= 17.6! 17.6 psf Figure 28.6-1 P830 c= 20.4 20,4 psf Figure 28.6-1 Ps3o D= 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= 1.00I 1,00- A*Ke*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) PsB = 17.60 17.60 psf (Eq.28.6-1) Psc = 20.40 20.40 psf (Eq.28.6-1) Ps D= 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= 4.65 4.65 Figure 28.6-1 2a= 9.3 9.3 width-2*2a= 63.4 27.9 MAIN WIND-ASCE 7-10 CHAPTER 28 PART i 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 0 260.4 0 887.6 0 260.4 0 390.6 Roof --- 10.00 10.00 0.0 0 0 0 0 0 0 0 0 18.4 10.4 18.37 18.37 10.42 10.42 #REFI 0.00 0.00 0.00 0.0 0 0 0 0 0 0 0 0 0.0 0.0 0.00 18.37 0.00 10.42 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 Ar= 1148 AF= 651 18.4 10.4 V(F-B). 18.37 V(S-S). 10.42 kips kips kips kips Page 13 of 29 17159_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf 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_8256 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 10.00X00 0 00 x 000' 0.00 18.37 18.37 10.42 10.42 #REF1 10.00 0.00 0.00 O 00 0.00 000 0.00 0.00 18.37 0.00 10.42 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)= 18.37 V(S-S)= 10.42 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 18.37 11.02 11.02 10.42 6.25 6.25 #REF! 0 0 0 0.00 0.00 11.02 0.00 0.00 6.25 1st 0 0 0 0 0 0 V(F-B)= 11.02 V(S-S)= 6.25 kips kips 17159_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 14 of 29 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 .a '.'-iii:i:::::1';iE:tiltiiliii:i`k,i;i::,!1;4;,.iovit :T7i!..•,*.NE1i,::...iitiZP .,;:7:':',-, % :4- $ vr ,."� • ,...� ""a y, cam . 'y � Ilaukie &_ l iilit Fa _ �� f -3r Yom*'as.,„,�, '� (R ,}, 4`'. - * X .o 'A✓ -. a �e F .�s .'sem ..cog ` $" '' +. m l gniktakilei COs a a � 4. h . It:titql,ii4)!;;#,'"as' 11;fig%44tippir*:•10444,7011itit::tf:!;i::...,!: :',4,01,. aatm fX.N ., I� hiss ' �' . y .� 3� � ` b"vow„ ✓A C, f , i USGS—Provided Output Ss = 0.972 g SMS = 1.080 g Sin = 0.720 g Sl = 0.423 g SMS = 0.667 g Sol = 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 0.30 select the"2009 NEHRP"building code reference document. NSC Re") on Spectrum Des gn Response pe r lm 0.33 044 0,22 m ixtit 0,17 ° 0.10 I Xs t44 0.22 a; a- 02 0,10 o:ti 0,00 0.22 0,000.00 0,00 4. C U.&G .Sd9 4„ # 1.00 Y><f 1.M 1/0 Lett? r 0 0.000,20 0.40 0.4 0. 0 1. d 1. k 1.401, .1•2° 2 period.T(SSLtiCI Period, I(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_2017.09.05_RiverTerrase(Area 7)_Plan 8256A_Structural Calculations.pdf Page 15 of 29 A m r. ”Ye II"' mo ms +sat:. say,• r..1y ..x.• r-4f A ..r .o ^s.' © r.k. .. s'di' +cst r-c ,.• .iii. Bla ,.1..., B1b,"' ' 2a ," B2b v B3a 31i54*I ,.Kat, :3. »B3C nIivl �= a . a �_m . .,,I........... .:=11 r a rIATi.r,sxsrunw0 I ® �Pwd. Nook I .Covered Patlo - a� ( Sitting ' �) 'u,r, Q , �r V�� x It t' !O a Laundry - -- 9 rw �� � r g I�1 t r ® r r r r1 SOFFIT n Master Bedroom WV wart oowrs s r �,r1 .. r r, i _ —i, ft. a,a.. �- ..E........7.77.°&4-" !_,.._....wr K.;; _..;- I '® W.Sui� r �FMSO1A3�•'�s a,r.wo.r ss,wumiw • S' t+ •":',:.--40 WALLA, Ss.,,r� swKimi°Ww r s swocµsa muo5�- 1 - ,11 j r uf—s�i'sJf' Shop B4 �� O I i � +asf' .r 's I a i �'w..��f A© nn _— I 'Xrr WOOD /MTO.�I jr ��l , , i i ..- i . b.e r ....� 11111"1"1 � r-Q{ rn'.�I W I�� y. 4 M. aaa sats WFD R 1.101' sm com nag— t �•1 1'q`} Great Room i'I i�c.. 2-Car Garage f; l6 ii �� i1 ` a• '- n»runown roll! st,:a•Owr 5 f I ,anw 'O ® mur. neauw/ cnn¢rww�i OWCFM6 a Kitchen y� rms r.rc rucwe j1 r .:...:..:. , . .. ..::.. Master y l'5 1:1 eaowanaassvu s� ! r:uuuscr�w,c noao++ ' wno„ I • Bathroom ! p p I ,a 1 cn m.vur j s m,rsncr.mc i ....ay r�sy, A Ci) .. "'W39.:”. ow 1 ,.,',. rdY• ,,4't +If,,r.r xy z+q.af r wruer ;` it u. 1 J\ 11 ii�®® r iel'� rllmig aaresia na ® ' 110 3 41 . .,,..:.:_ ''ff11...... Foyer ,r il ra,• .".ng. 0 R3 . a EDGE17ap ilk irk MOW 11 , ��t t k gng lir ro r ;ilk ' I ';+ wt,o Irk IGIF { _ Dining nmk'j `Bath - Bedroom '`"1501 EIFI _ �i� Den/Office b �;!��'n • 1 wr, `� if Ii f i MO'1 Parch. : 'S• ■yam ra I. '(( 1 WNW B a9a9 I., '., a«.B W amass ..._°�!B11a� 11hrmrr - _ I 1 f 1 ==Q , ..1 Oa ,�,a ,.rat,B10b I v j I I grow j i1 , r .-4i• .r / .a r .a .,• I,. I.0 SW 1 .41 sa ,.r N. r ,B. y a ..-t y. r .r ir-dC 14 a "P.. a ilf• A 6S7 8256A FLOOR PLAN ,n'-,a 17159_2017.09.05_RNer Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf I ; Page 16 of 29 ........._._...._......................... . SHEET TITLE: LATERAL F-i3(front to back) CT PROJECT#: 17159_8256 AB Diaph.Level: Roof Panel Height= 10 ft. Seismic V i= 7.82 kips Design Wind F-B V i= 11.02 kips Max.aspect= 3.5 SDPWS-15 Table 4.3.4 Sum Seismic V I= 7.82 klps Sum Wind F-B V I= 11.02 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 LEL off. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unci U. OTM RoTM Unew U9„R, U.um (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (p11) (p11) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Al 834 '32,0 ',33.0 1.00' 0.15 2.51 0.00 1.78 0.00 1.00 1.00 56 P6TN P6TN 78 17.81 71.28 -1.71 -1.71 25.11 52.80 -0.88 -0.88 -0.88 - 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 156' 6.0 ' 7.0 1.00: 0.15. 0.47 0.00 0.33 0.00 1.00 1.00 56 P6TN P6TN 78 3.33 2.84 0.09 0.09 4.70 2.10 0.49 0.49 0.49 - - 0'' 0.0 - 0.0 1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A3 117 ' 4.5 4.5 1,00 0.15 0.35 0.00 0.25 0.00 1.00 0.90 62 P6TN P6TN 78 2.50 1.37 0.30 0.30 3.52 1.01 0.65 0.65 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 Int A4 599 23.0 23,0 1,00 0.15, 1.80 0.00 1.28 0.00 1.00 1.00 56 P6TN P6TN 78 12.79 35.71 -1.03 -1.03 18.04 26.45 -0.38 -0.38 -0.38 - - 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 124, 4.8,i, 4.8 1,00' 0.15 0.37 0.00 0.26 0.00 1.00 0.95 59 P6TN P6TN 79 2.65 1.52 0.28 0.28 3.73 1.13 0.64 0.64 0.64 - - 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 228 6,3 ' 6 3. 1.00 0.15. 0.69 0.00 0.49 0.00 1.00 1.00 78 P6TN P6TN 110 4.87 2.64 0.40 0.40 6.87 1.95 0.80 0.80 0.80 - -. 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 A7 373 110.3 10.3 1.00; 0.15 1.12 0.00 0.80 0.00 1.00 1.00 78 P6TN P6TN 110 7.97 7.09 0.09 0.09 11.23 5.25 0.62 0.62 0.62 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 Int A8 .' 364 10.0.'.11.3 1.00: 0.15' 1.10 0.00 0.78 0.00 1.00 1.00 78 P6TN P6TN 110 7.77 7.59 0.02 0.02 10.96 5.63 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 A9 546 15.01, 16,3, 1,00: 0,15! 1.64 0.00 1.17 0.00 1.00 1.00 78 P6TN P6TN 110 11.66 16.45 -0.33 -0.33 16.44 12.19 0.30 0.30 0.30 - - 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 A10 319 8.8' 11.3 1.00 0.15 0.96 0.00 0.68 0.00 1.00 1.00 78 P6TN P6TN 110 6.81 6.64 0.02 0.02 9.61 4.92 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 - - 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 S. 0.0, 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 i 0 0 ' 0.0 1.00; 0.00. 0.00 0.00 0.00 0.00 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'" 0.001 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 3660 120.5 120.5=Leff. 11.02 0.00 7.82 0.00 El/wind 11.02 EV E0 7.82 Notes: denotes a wall with force transfer 17159_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 17 of 29 SHEET TITLE: LATERAL;B-9(Side,to,:side) CT PROJECT#: 17159_8256 AB Diaph.Level: Roof Panel Height= 101 ft. Seismic V i= 7.82 kips Design Wind F-B V I= 6.25 kips Max.aspect 345`.SDPWS-15 Table 4.3.4 Sum Seismic V i= 7.82 klps Sum Wind F-B V I= 6.25 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 eR. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Line Usum OTM ROTM Unet Usurn Uaum (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 61a 110 3 3 5 D 1 00 10 15 0.19 0.00 0.23 0.00 1.00 1.00 72 P6TN P6T14 58 2.35 1.10 0.48 0.48 1.88 0.81 0.41 0.41 0,48 Ext B1 b 144 4 3 6 8 1 D0 015 0.25 0.00 0.31 0.00 1.00 1.00 72 P6TN 1261-N 58 3.08 1.94 0.32 0.32 2.46 1.43 0.29 0.29 0.35 0.00 0.00 0.00 0.00 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 6 a" 313 9 3 18 8 1 00 ,_Orf . 0.53 0.00 0.67 0.00 1.00 1.00 72 P6TN P6TN 58 6.68 8.59 -0.22 -0.22 5.34 6.36 -0.12 -0.12 -0.44 Ext B2be 93 Z 8 6 5 1 tltl 0 15 0.16 0.00 0.20 0.00 1.00 1.00 72 P6T N 1:16T44 58 1.99 1.21 0.37 0.37 1.59 0.89 0.33 0.33 047 0 p 0 D 0, i 00 `O 0b 0.00 0.00 0.00 0.00 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_ ,a_B3a u;:T,126 ;-3 8 7.D' 1 00 x,015; 0.22 0.00 0.27 0.00 1.00 1.00 72 P6TN P6TN 57 2.69 1.77 0.30 0.30 2.15 1.31 0.27 0.27 0.30 Ext B3bu 211 6 3 14 511 1 00 016= 0.36 0.00 0.45 0.00 1.00 1.00 72 P6TN 126714 58 4.51 6.12 -0.29 -0.29 3.60 4.53 -0.17 -0.17 -0.47 Ext Bice k 101 3 0 8 i3 1 00 0°15 0.17 0.00 0.22 0.00 1.00 1.00 72 P6714 P6114 57 2.16 1.62 0.23 0.23 1.72 1.20 0.22 0.22 0.43 Noupgolitaitimitg.mtlak0111:1Aqin'OIVOi0.00 0.00 0.00 0.00 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 243 5 f)8 '1 tl0 0 f16 0.41 0.00 0.52 0.00 1.00 1.00 69 P6TN P6TN 55 5.19 4.43 0.11 0.11 4.15 3.28 0.13 0.13 0.13 0 D 0 0 0 1 00 :040: 0.00 0.00 0.00 0.00 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 85 277 8 5 9 8 1 D0 0 X15; 0.47 0.00 0.59 0.00 1.00 1.00 70 P6TN P6TN 56 5.92 5.59 0.04 0.04 4.73 4.14 0.07 0.07 0.07 0 . '6 0 0.0 1 00 0 00? 0.00 0.00 0.00 0.00 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 342 10 5 10,5, 1 00 ;015': 0.58 0.00 0.73 0.00 1.00 1.00 70 P6TN P6TN 56 7.30 7.44 -0.01 -0.01 5.84 5.51 0.03 0.03 0.03 6 0 0 6 b 1 00 0 40 0.00 0.00 0.00 0.00 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 260 8 tl 8 0 1 00 0 15; 0.44 0.00 0.56 0.00 1.00 1.00 69 P6TN P6TN 55 5.55 4.32 0.17 0.17 4.44 3.20 0.17 0.17 0.17 0.00 0.00 0.00 0.00 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 88 342 1q 5 10 6 1 00 0 15', 0.58 0.00 0.73 0.00 1.00 1.00 70 P6TN P6TN 56 7.30 7.44 -0.01 -0.01 5.84 5.51 0.03 0.03 0.03 0 D D 0 b 1 00 0 00' 0.00 0.00 0.00 0.00 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 ::89a ,. 120 2 5 8`3 1 00 ?0 15;' 0.20 0.00 0.26 0.00 1.00 1.00 103 P6T14 PIT-14 82 2.56 1.39 0.64 0.64 2.05 1.03 0.56 0.56 0.64 ext BDb 120 5 8 3 1 00 tl 15 0.20 0.00 0.26 0.00 1.00 1.00 103 P6TN P6T44 82 2.56 1.39 0.64 0.64 2.05 1.03 0.56 0.56 0.64 tl 0 0 0 8 1 00 0 00' 0.00 0.00 0.00 0.00 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 B10a` 157 3 3 7.0 1 00 0.1 0.27 0.00 0.34 0.00 1.00 1.00 103 126T41 P6174 82 3.35 1.54 0.70 0.70 2.68 1.14 0.60 0.60 0.70 Ext 610b 157 3 3 7 0 1 00 01 0.27 0.00 0.34 0.00 1.00 1.00 103 P6TN 1267N 82 3.35 1.54 0.70 0.70 2.68 1.14 0.60 0.60 0,70 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 B 11 a 144 3 0 4 0 1 00 s&16 0.25 0.00 0.31 0.00 1.00 1.00 103 P6T'N P6TN 82 3.08 0.81 0.97 0.97 2.46 0.60 0.80 0.80 0.97 Ext 511 b* 168 , ,3 5 4,5 1 tl0 :o0' 0.29 0.00 0.36 0.00 1.00 1.00 103 P81 N P6714 82 3.59 1.06 0.89 0.89 2.87 0.79 0.73 0.73 0.89 0.00 0.00 0.00 0.00 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 -,'812a .'+ 1D0 1 58 1 00 0 16 0.17 0.00 0.21 0.00 1.00 1.00 103 P6T14 P6TN 82 2.14 0.82 0.93 0.93 1.71 0.61 0.78 0.78 0,93 0.23 0.00 0.28 0.00 1.00 1.00 103 P6TN P6TN 82 2.82 1.21 0.77 0.77 2.25 0.89 0.65 0.65 0,37 3660 100.3 100.3=Leff. 6.25 0.00 7.82 0.00 EVeand 6.25 EVEQ 7.82 Notes: • denotes a wall with force transfer 17159_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 18 of 29 JOB#: 17159_8256 AB'; ID: Blab w dl= . '150! p/f V eq 540.0 pounds V1 eq = 234.0 pounds V3 eq = 306.0 pounds V w= 440.0 pounds V1 w= 190.7 pounds V3 w= 249.3 pounds ► v hdr eq= 49.1 plf ► A H head = A v hdr w= 40.0 plf I ! v Fdragl eq= 74 F2 eq=197 Fdrag1 w= : F2 ,- 79 H pier= v1 eq = 72.0 p/f v3 eq = 72.0 p/f 5.0 v1 w= 58.7 plf v3 w= 58.7 p/f feet H total = 2w/h = 1 2w/h = 1 10 w Fdrag3 eq= 7' F4 e.- 97 feet A Fdrag3 w= 61 F4 w= 79 P6TN E.Q. 2w/h = 1 P6TN WIND H sill = v s//I eq= 49.1 plf 4.0 EQ Wind v sill w= 40.0 plf feet OTM 5400 4400 R OTM 8168 6050 v w UPLIFT -280 -167 UP sum -280 -167 H/L Ratios: L1= 3.3 L2= 3.5 L3= 4.3 Htotal/L= 0.9141 o-4I 0.-4 Hpier/L1= 1.54 Hpier/L3= 1.18 L total = 11.0 feet 17159_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 19 of 29 JOB# 17159-8256 AB ID Blab w dl- 1 SCY plf V eq 870 0-. pounds V1 eq = 670.6 pounds V3 eq = 199.4 pounds V wx:690 0 pounds V1 w= 531.9 pounds V3 w= 158.1 pounds > v hdr eq= 44.6 p/f •H head = A v hdr w= 35.4 plf '1 °v Fdragl eq= 258 F2 eq= 77 A Fdragl w= II5 F2 - 61 H pier= vi eq = 72.5 p/f v3 eq= 72.5 plf 0 v1 w= 57.5 p/f v3 w= 57.5 plf feet H total = 2w/h = 1 2w/h = 1 10 v Fdrag3 eq= .; F4 e.- 77 feet A Fdrag3 w= 205 F4 w= 61 P6TN E.Q. 2w/h = 1 P6TN WIND H sill = v sill eq= 44.6 plf 4,0 EQ Wind v sill w= 35.4 plf feet 'OTM 8700 6900 IR OTM 25667 19013 UPLIFT -967 -690 UP sum -967 -6901 H/L Ratios: L1= .9 3i L2= 7:5 L3= 2,8 Htotal/L= 0.51 ►--t N ► Hpier/L1= 0.54 Hpier/L3= 1.82 L total = 19.5 feet 17159_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 20 of 29 JOB#: 17159_8256 ABI' ID B3abc:':` w dl= 150: plf ...__...._..................._..... V eq 940.0 pounds V1 eq= 271.2 pounds V3 eq= 451.9 pounds V5 eq= 216.9 pounds V w= 750.0; pounds V1 w= 216.3 pounds V3 w= 360.6 pounds V5 w= 173.1 pounds -0. ► v hdr eq= 31.9 plf o• ► H1 head=A v hdr= 25.4 plf H5 head= A 1 v Fdragl eq= 59.7 Fdrag2 eq= 99.6 Fdrag5 eq= 153.2 Fdrag6 eq= 73.5 1 A Fdragl w= , 7 Fdragl , 79.4 Fdrag5 w= 2.2 Fdra•%w= 58.7 A H1 pier= v1 eq= 72.3 plf v3 eq= 72.3 plf v5 eq= 72.3 H5 pier= 5.0 v1 w= 57.7 plf v3 w= 57.7 plf v5 w= 57.71 5.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 10.0 v Fdrag3= 1. Fdrag•- 99.6 feet n Fdragl w= 47.66949 Fdragl w= 79.4 Fdrag7eq= 3.2 Fdrag8e• 73.5 V P6TN E.Q. Fdrag7w= 122.2 Fdrag8w= 58/ A P6TN WIND v sill eq= 31.9 plf H1 sill= v sill w= 25.4 plf H5 sill= 4,0` EQ Wind 4.0'. feet OTM 9400.0 7500.0 feet R OTM 32863 37203 y V UPLIFT -837 -1060 - Up Sum -837 -1060 H/L Ratios: L1= 3.8j L2= 6.5 L3= 6.3 L4= 10.0 L5= 3.0 Htotal/L= 0.34 ► It 0-4 ► ► ► Hpier/L1= 1.33 Hpier/L3= 0.80 L total= 29.5 feet Hpier/L5= 1.67 0.95 L reduction 17159_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 21 of 29 JOB# 17159, 8256 AB 21 ID: Blab w dl1:i5O p/f V eq N%T.g52qt,0 pounds V1 eq = 260.0 pounds V3 eq = 260.0 pounds V w 4t10 0= pounds V1 w= 200.0 pounds V3 w= 200.0 pounds v hdr eq= 31.5 p/f A H head = A v hdr w= 24.2 p/f ;,�1 v Fdragl eq= 181 F2 eq= 181 „ ��� A Fdragl w= .9 F2 .- 139 H pier= v1 eq = 124.8 p/f v3 eq= 124.8 plf 6 0 v1 w= 80.0 plf v3 w= 80.0 plf feet H total = 2w/h = 0.833333 2w/h = 0.833333 10 Fdrag3 eq= : F4 et- 181 feet Fdrag3 w= 139 F4 w= 139 P6TN E.Q. 2w/h = 1 P6TN WIND H sill = v sill eq= 31.5 plf 30 EQ Wind vsil/w= 24.2 plf feet OTM 5200 4000 R OTM 18377 13613 v UPLIFT -887 -647 UP sum -887 -647 H/L Ratios: L1= 2>5 L2= ... :115 L3=, .......25' Htotal/L= 0.61 4 0--4 0- Hpier/L1= 2.40 0 Hpier/L3= 2.40 L total = 16.5 feet 17159_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 22 of 29 JOB#: 17159_8256 AB ID: B10ab w dl= 150 plf V eq 680.0 pounds V1 eq = 340.0 pounds V3 eq = 340.0 pounds V w= 540.0 pounds V1 w= 270.0 pounds V3 w= 270.0 pounds v hdr eq= 48.6 plf ► A H head = A v hdr w= 38.6 p/f 1 v Fdragl eq= 182 F2 eq= 182 A Fdragl w= ,5 F2 ,- 145 H pier= v1 eq = 104.6 plf v3 eq= 104.6 p/f 6.0 v1 w= 83.1 plf v3 w= 83.1 p/f feet H total = 2w/h = 1 2w/h = 1 10 v Fdrag3 eq= : F4 e•- 182 feet A Fdrag3 w= 145 F4 w= 145 P6TN E.Q. 2w/h = 1 P6TN WIND Hsill = vsill eq = 48.6 p/f 3.0 EQ Wind v sill w= 38.6 plf feet OTM 6800 5400 R OTM 13230 9800 • y UPLIFT -510 -349 UP sum -510 -349 H/L Ratios: L1= 3.3 L2= 7.5 L3= 3.3 Htotal/L= 0.71 0--4 0-4 Hpier/L1= 1.85 Hpier/L3= 1.85 L total = 14.0 feet 17159_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 23 of 29 JOB# ,17159 8256 AB ID B11ab w dl .15;0: plf V eq ,.:6700.: pounds V1 eq = 309.2 pounds V3 eq = 360.8 pounds V w i#1.5,1,..,,&:40.:;.Q. pounds V1 w= 249.2 pounds V3 w= 290.8 pounds v hdr eq= 78.8 plf •H head = A v hdr w= 63.5 plf 1 vFdragl eq= 73 F2 eq= 85 A Fdragl w= ', F2 , 68 H pier= vi eq = 103.1 plf v3 eq= 103.1 plf ggfi,W1J1 v1 w= 83.1 plf v3 w= 83.1 plf feet H total = 2w/h = 1 2w/h = 1 10 v Fdrag3 eq= 7. F4 e.- 85 feet * Fdrag3 w= 59 F4 w= 68 P6TN E.Q. 2w/h = 1 P6TN WIND H sill = v sill eq= 78.8 plf 0 EQ Wind v sill w= 63.5 plf feet OTM 6700 5400 R OTM 4877 3613 ' v • UPLIFT 238 234 UP sum 238 234 H/L Ratios: L1= 3:01 L2= 2,0 L3= 3:5' Htotal/L= 1.18 4 0- 4 0 4 ► Hpier/L1= 2.00 0 Hpier/L3= 1.71 L total = 8.5 feet 17159_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 24 of 29 JOB#: 17159_8256 AB ID: B:12ab w dl= 150: plf V eq 490.0 pounds V1 eq = 211.0 pounds V3 eq = 279.0 pounds V w= 400,0 pounds V1 w= 172.3 pounds V3 w= 227.7 pounds ► v hdr eq= 39.7 p/f ► A H head = A v hdr w= 32.4 p/f 1 v Fdragl eq= 128 F2 eq= 170 A Fdragl w= 45 F2 ,- 139 H pier= vi eq = 146.3 plf v3 eq= 110.7 p/f 6.0 i v1 w= 82.8 plf v3 w= 82.8 plf feet H total = 2w/h = 0.693333 2w/h = 0.916667 10 v Fdrag3 eq= : F4 e.- 170 feet A Fdrag3 w= 105 F4 w= 139 P6TN E.Q. 2w/h = 1 P6TN WIND H sill = v sill eq= 39.7 p/f 3.0 EQ Wind v sill w= 32.4 p/f feet OTM 4900 4000 R OTM 10262 7601 • UPLIFT -483 -325 UP sum -483 -325 H/L Ratios: L1= 2.1 L2= . 7.5 L3= 2.8 Htotal/L= 0.81 0--4 OA Hpier/L1= 2.88 = 2.18 Hpier/L3=p� L total = 12.3 feet 17159_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 25 of 29 180 Nickerson St. CT ENGINEERING Suite 302 �t p I N C. Seattle,WA Project: 87 S6 ITR Date: 98109 (206)285-4512 PAX: Client: Page Number: (206)285-0618 F00 tCRTLO 1 200b Kr FL Lot* W (Ho PJ I9 C1 +19 +CIU PJ R) lib') z c40 P Lf� C{tAww Pitce W, (c p(rF)(i) z Zig STe WRt1 . (1so p . ) 1k/f 21 )(a.1) t tad w , (1st. Kr)thlat)(1g122 z X33 Low r t 1,$q 8 P L(- Frt.. W 1 t Ii + 1V-18 PLS 1 ►1t.1 Psl= < 2000 Kyr cib�1z ) Cora- Prb,. 1101' W Ln e x ` De'P • • 17159_2017.09.05_River Terrace(Area 7)_Plan 8256A_Stnictural Calculations.pdf. Page 26 of 29 Structural Engineers Title: Job# Dsgnr: Date: 12:58PM, 22 AUG 17 Description: Scope: Square Footing Design Page 1 8256ab.ecw Calculations Description FTG 1 General InformationlIl Dead Load 1.100 k Footing Dimension 1.500 ft Live Load 2.900 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 LReinforcing 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 0.0002 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014% Summary Footing OK 1.50ft square x 10.Oin thick with 2-#4 bars Max.Static Soil Pressure 1,902.78 psf Vu:Actual One-Way 2.44 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 613.89 psf Vu:Actual Two-Way 18.25 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.56 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_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 27 of 29 Title: Job# Dsgnr: Date: 1:01 PM, 22 AUG 17 Description: Scope: Square FootingDesign Page 1 A g 8256ab.ecw:Calculations Description FTG 2 General Information Dead Load 2.100 k Footing Dimension 2.000 ft Live Load 3.500 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 pd 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 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 I Summary 1 Footing OK 2.00ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,525.00 psf Vu:Actual One-Way 9.61 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 650.00 psf Vu:Actual Two-Way 30.48 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.87 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_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 28 of 29 Title: Job# Dsgnr: Date: 1:02PM, 22 AUG 17 Description: Scope: Square Footing Design Page 1 1 8256ab.ecw:Calculations Description FTG 3 LGeneral Information111 Dead Load 4.300 k Footing Dimension 2.500 ft Live Load 7.100 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.Oin thick with 3-#4 bars Max.Static Soil Pressure 1,949.00 psf Vu:Actual One-Way 18.86 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 813.00 psf Vu:Actual Two-Way 51.65 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 1.60 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_2017.09.05_River Terrace(Area 7)_Plan 8256A_Structural Calculations.pdf Page 29 of 29