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Specifications (11) UQ)?. `7105k; .jSC1 ' CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) RECEIr . P 3L #15238 DEC 2 3 2015 Structural Calculations Lift/ ' R!) BUILDINGIVV,;J River Terrace c��° NF4�� Swim Center Wi 1. d Tigard, OR P/es/es Design Criteria: 2012 IBC (ORSC, OSSC) 10/27/2015 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 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 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 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: Swim Center • ROOF Roofing 3.5 psf Roofing-future 0.0 psf 518"plywood(O.S.B.) 2.2,,psf Trusses at 24"oc. 4.0;,psf Insulation 1.0'psf (1)5/8"gypsum ceiling 2.8 pot Misc./Meeh. 1.5!psf ROOF DEAD LOAD 15.0 PSF 13 51. .,-ea-EF -TRUSS 15 i II An S1.2 I ce NUP _ . I Aft I' m ,,,1 13NEP I� IX ' t 51.2 r I C O„ QT CO /r -�--- - -cABLE�MB�Rus3- I ) R4 ' • (2) 2x8 HDR 2) 2x8 DR (2) 2x8 HDR 71®I oce 4x12 HDR ^- 2 x8 HDR4m2) 2x8HDR , 0 GCx, r i o = 12 RB5 .. a 401 I I i A I_ l .v 1 1 C.7 N..:.I.:, -.:y CC \.I/I h . 13 14 Mr m S1,2 DRAG TRUSS St N 5 v (150 PLF) Ir =Et J l 2 2x8 HDR = w N RB7 N IN co .® aa Y HOLD GABLE TRUSSES FLUSH P I y N TO INSIDE FACE OF FRAMING J w I J ce 3 a or �RJJ = = W N ' V o o CO Y Ix T< K Na (2) 2x8 HDR (2) 2x8 HDR 2) 2x8 HDR I n, ® ED , I z 1 A Wco N 2) 2x8 DR 2z8 �' 1 2x3 H)R e) 2,8 -I) (2) 2x8 HDR x10 HDF (2) 2x.3 HCR R L I- I ,,,-s1 :s_- .. — R '—+-4"R84 RB2 - -- 15 z l S1.2 +2.-0" RAISED BALLOON FRAMED WALL joj .x�0 HDF. (� PLATE TYP. AT CLERESTORY HATCHED WALLS SEE 2/A2 6x6 POST RB3 \- 6x6 POST ROOF FRAMING ALL BEAMS/HDRS NOT LABELED ARE • 'SIM' IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED I J. Title: SWIM CENTER Job#15238 Dsgnr: ARS Date: 4:15PM, 27 OCT 15 Description: r Scope: Timber Beam & Joist Page 1 15238_swim center_enerralc.ecw.Calculations - Description ROOF FRAMING Timber Member Information R131 RB2 RB3 RB4 RB5 RB6 RB7 Timber Section 6x12 4x10 4x10 2-2x8 4x12 2-2x8 2-2x8 Beam Width in 5.500 3.500 3.500 3.000 3.500 3.000 3.000 Beam Depth in 11.500 9.250 9.250 7.250 11.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Douglas Fir- Douglas Fir- Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Hem Fr,No.2 Larch,No.1 Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 1,350.0 900.0 900.0 850.0 900.0 850.0 850.0 Fv-Basic Allow psi 170.0 180.0 180.0 150.0 180.0 150.0 150.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,300.0 1,600.0 1,300.0 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 Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data II Span ft 4.00 6.00 13.00 4.00 7.67 5.00 5.00 Dead Load #/ft 330.00 90.00 323.00 356.00 113.00 281.00 Live Load #/ft 550.00 150.00 538.00 594.00 188.00 469.00 Point#1 DL lbs 4,800.00 LL lbs 8,000.00 @ X ft 3.250 L - Results Ratio= 0.4970 0.7666 0.9814 0.6703 0.9974 0.3661 0.9123 r - Mmax @ Center in-k 93.54 47.52 60.84 20.66 83.83 11.29 28.12 @ X= ft 3.25 3.00 6.50 2.00 3.83 2.50 2.50 fb:Actual psi 771.6 952.1 1,219.0 786.3 1,135.5 429.5 1,070.2 Fb:Allowable psi 1,552.5 1,242.0 1,242.0 1,173.0 1,138.5 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.9 91.0 64.2 83.6 105.5 39.4 98.3 Fv:Allowable psi 195.5 207.0 207.0 172.5 207.0 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions 0 ©Left End DL lbs 900.00 990.00 585.00 646.00 1,365.26 282.50 702.50 LL lbs 1,500.00 1,650.00 975.00 1,076.00 2,277.99 470.00 1,172.50 Max.DL+LL lbs 2,400.00 2,640.00 1,560.00 1,722.00 3,643.25 752.50 1,875.00 ©Right End DL lbs 3,900.00 990.00 585.00 646.00 1,365.26 282.50 702.50 LL lbs 6,500.00 1,650.00 975.00 1,076.00 2,277.99 470.00 1,172.50 Max.DL+LL lbs 10400.00 2,640.00 1,560.00 1,722.00 3,643.25 752.50 1,875.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK r Center DL Defl in -0.005 -0.026 -0.157 -0.015 -0.042 -0.013 -0.032 UDefl Ratio 8,847.0 2,763.6 996.3 3,195.4 2,206.2 4,676.5 1,880.6 Center LL Defl in -0.009 -0.043 -0.261 -0.025 -0.070 -0.021 -0.053 UDefl Ratio 5,308.2 1,658.2 597.8 1,918.4 1,322.2 2,810.9 1,126.7 Center Total Defl in -0.014 -0.069 -0.418 -0.040 -0.111 -0.034 -0.085 Location ft 2.272 3.000 6.500 2.000 3.835 2.500 2.500 UDefl Ratio 3,317.6 1,036.3 373.6 1,198.7 826.7 1,755.6 704.6 I] Design Maps Summary Report Page 1 of 1 • 111/nitioth Design Maps Summary Report User-Specified Input -- 11,04,10 Building Code Reference Document 2012 International Building Code _ (which utilizes USGS hazard data available in 2008} Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III Bev! 0n -e W x� a �� t -tea . , .n>•:',,, �� - � tiok t , � eke Oswego�� - � / £ i a" lit O `i i' "'• .✓ $Gi#t qa a z dN.` v*1,,,!'::,* . intp City i. }Z�I mss' M%x s € x ed ;: 1._ s -' :;;"" •�'� ,.�... � ,.,.x ..-a, ,e..._ i' '. . .. USGS-Provided Output S: = 0.972 g SMS = 1.080 g Soy = 0.720 g Si = 0.423 g SM1 = 0.667 g 501 = 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"2004 NEHRP"building code reference document. a l p Response Spectrum DesignResponse spectrum #3 04" 0.22 1.10 tr. 010 v 0, O 044- #.S5 #-40 . #-tt 042 0.020.24 0.2201 #.3€ 010 6,41 41, r 43,,.48#!-, 0.4`&! t9 o&o o.i. alto 1.043 1.20 3.d4d 3.. L 2,400.00 #. 0.40 4.G# #, 1.001. 4 1..40 1.t0 i_oo 002. ' 1'4* arrad.1(s.c) 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. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 • 2012 IBC SEISMIC OVERVIEW i. SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238: River Terrace-Swim Center Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response .S1= 0.50 Fgure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usqs.qov/designmaps/us/application.php 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= Fv*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 , SDs=2/3*SMs SDs= 0.78 EQ 16-39 EQ 11.4-3 SDi=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 Qo= 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 Page 1 • 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238:River Terrace-Swim Center Sps= 0.78 h„ = 10.00(ft) So,= 0.50 X = 0 75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0,020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.112 ASCE 7-05(EQ 12.8-7) S,= 0.50 k = 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=So,/(T*(R/IE)) (for T<TL) 0.684 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD,*T1)/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 Si)/(RIE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if SI>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,« = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) > w, *h;k Vi DESIGN Vi Roof - 10.00 10.00 3000 0,022 66 660.0 1.00 5.53 5.53 Base 10.00 0.00 0.00 0 0.000• 0 0.0 0.00 0.00 5.53 0.00 0.00 SUM= 66.0 660.0 1.00 5.53 E=V= 7.89(LRFD) 0.7*E= 5.53(ASD) ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: 15238:River Terrace-Swim Center N-S E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 25.25 25:25 ft. Roof Plate Ht.= 10.00 10.00 Roof Mean Ht.= 17.83 17.63 ft. -- -- Building Width= 74.8 51.0 ft. V ult. Wind Speed 3 Sea Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thni C V asd. Wind Speed P 3S ...,.�.. �' : :mph (E016-33) Exposure= B B Iw= 1.0 1.0' N/A N/A Roof Type= Gable Gable PS30 A= 25.7 25.7',psf Figure 28.6-1 Ps3o B= 17.6 17.6'psf Figure 28.6-1 Ps3o c= 20.4 20.4',psf Figure 28.6-1 PS30 D= 14,0 14,0'.psf Figure 28.6-1 A= 1.00 1.00' Figure 28.6-1 Ka= 1.00 1;00 Section 26.8 windward/lee= 1.00 1.00'(Single Family Home) X*Ke*I : 1 ps=A'Kzt"I'ps30= (Eq.28.6-1) PSA= 25.70 25.70 psf (LRFD) (Eq.28.6-1) psa= 17.60 17.60 psf (LRFD) (Eq.28.6-1) Ps c= 20.40 20.40 psf (LRFD) (Eq.28.6-1) Ps D= 14.00 14.00 psf (LRFD) (Eq.28.6-1) Ps A and c average= 23.1 23.1 psf (LRFD) Ps B and D average= 15.8 15.8 psf (LRFD) a= 5.1 5.1 Figure 28.6-1 2a= 10.2 10.2 width-2*2a= 54.35 30.6 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00' 0.89 0.89 16 psf min. 16 psf min. width factor 2nd-> 1.00', 0.89; wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-1A/) V(E-1A1) 25.25 15.3 0 311.1 0 828.8 0 276.9 0 415.3 Roof - 10.00 10.00 0.0 0 0 0 0 0 0 0 0 18.2 11.1 17.08 17.08 10.69 10.69 Base 0.00 0.00 0.00 0.0 0 0 0 0 0 0 0 0 0.0 0.0 0.00 17.08 0.00 10.69 0 0.00 0.00 0.00 0 0.00 0.00 AF= 1140 Ar= 692.2 18.2 11.1 V(ns)= 17.08 V(e-w)= 10.69 kips(LRFD) kips(LRFD) kips kips Page 1 It ASCE 7-10 Part1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238:River Terrace-Swim Center SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vii(N-S) V(N-S) Vi(E-VV) V(E-VV) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 10.00 10.00 0.00 0.00 ___.0.00. 0.00 18.24 18.24 11.08 11.08 Base 10.00 0.00 0.00 0.00'. 0.00 0.00 0.00 0.00 1824 0.00 11.08 0 0.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 18.24 V(e-w)= 11.08 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-MinJPart 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N.S)(ASD) Wind(E-W)(ASD) 0.6*W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(NS) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 10 0 0 18.24 18.24 11.08 11.08 10.94 10.94 6.65 6.65 Base 0 0 0 0.00 18.24 0.00 11.08 0.00 10.94 0.00 6.65 0 0 0 0 V(n.$)= 18.24 V(e-w)= 11.08 V(n-s)= 10.94 V(e-w)= 6.65 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) , Page 1 . . , , . . . . / 87 y Cir) ENTIRE SIDE 0 <-—-- lib 1 NEP S1.1 ___ 0 ___ B I: ....- < B6 9 .4.. _ _ IM ____1 42aI 31::) 1111-1 0' 7--- co III A 3,) ._ I. 0i-- SIDE 0 .1 . . us 1 ,..._, .,= r.,,, __ , __.... < L L .3 .. . . . . . . . ...... _ B9 B8 0 EN TIRE SIDE El Ell SHEAR WALL PLAN SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: 15238:River Terrace-Swim Center Diaph.Level: Roof Panel Height-- 10 ft. Seismic V i= 5.53 kips Design Wind N-S V i= 10.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.53 kips Sum Wind N-S V i= 10.94 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 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 eft. 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 Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIO) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext f'Al a* 333 4.0 10.5 1.00 0,15 1.21 0.00 0.61 0.00 1.00 1.00 153 P6 P6 304 6.13 1.56 1.37 1.37 12.15 1.89 3.08 3.08 3.08 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 A2a* 417 5.0 13.5 1.00 0.15 1.52 0.00 0.77 0.00 1.00 1.00 154 P6 P6 304 7.68 2.51 1.19 1.19 15.21 3.04 2.81 2.81 2.81 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 1500 2890 28.0' 1.00 0.15' 5.47 0.00 2.76 0.00 1.00 1.00 99 P6TN P6 195 27.63 29.11 -0.05 -0.05 54.72 35.28 0.71 0.71 0.71 - - 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 216 8.5 10.5 1.00 0.15' 0.79 0.00 0.40 0.00 1.00 1.00 47 P6TN P6TN 93 3.98 3.31 0.08 0.08 7.88 4.02 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 A5 339 13:3 17.3 1.00 0.15 1.24 0.00 0.62 0.00 1.00 1.00 47 P6TN P6TN 93 6.24 8.58 -0.18 -0.18 12.37 10.40 0.16 0.16 0.16 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 195 7.7 11.7' 1.00 0.15 0.71 0.00 0.36 0.00 1.00 1.00 47 P6TN P6TN 93 3.59 3.32 0.04 0.04 7.11 4.03 0.44 0.44 0.44 0 0.0 0,0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 00 0.0 f 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 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 00 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 3000 66.5 66.5=L eff. 10.94 0.00 5.53 0.00 EV,„nd 10.94 EVEQ 5.53 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel • ' r i JOB#: 15238: River Terrace-Swim Center SHEARWALL WITH FORCE TRANSFER ID: A1a/A2a w dl= 150 plf V eq 1380.0 pounds V1 eq = 613.3 pounds V3 eq = 766.7 pounds V w= 2730.0 pounds V1 w= 1213.3 pounds V3 w= 1516.7 pounds -__•.. v hdr eq= 62.7 plf A H head = A v hdr w= 124.1 plf 1 v Fdragl eq= 362 F2 eq= 453 • Fdrag1 w= 7 F2 - 896 H pier= v1 eq= 153.3 p/f v3 eq= 153.3 plf P6 E.Q. 4.0 v1 w= 303.3 plf v3 w= 303.3 plf P6 WIND feet H total= 2w/h = 1 2w/h = 1 10 v Fdrag3 eq= s F4 e.- 453 feet • Fdrag3 w= 717 F4 w= 896 2w/h = 1 H sill= (0.6-0.14Sds) D 0.6D v sill eq= 62.7 plf P6TN 5.0 EQ Wind v sill w= 124.1 plf P6TN feet OTM 13800 27300 R OTM 17830 21780 v . UPLIFT -189 259 Up above 0 0 UP sum -189 259 H/L Ratios: L1= 4.0 L2= 13.0 L3= 5.0 04 14 Htotal/L= 0.45 i. Hpier/L1= 1.00 I. Hpier/L3= 0.80 L total = 22.0 feet SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: 15238:River Terrace-Swim Center Diaph.Level: Roof Panel Height= 10 ft. Seismic V i= 5.53 kips Design Wind E-W V I= 6.65 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.53 kips Sum Wind E-W V I= 6.65 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 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 eft. C 0 w dl V level V abv.V level V abv. 2w/ft v i Type Type v i OTM ROTM Unet Deem OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIO) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext E B1a* 125 2.7 5.7 1.00 ''0.15' 0.28 0.00 0.23 0.00 1.00 1.00 86 P6TN P61N 104 2.30 0.56 0.87 0.87 2.77 0.68 1.04 1.04 444 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B2a* 210 4.5 10.5 1.00 0.15 0.47 0.00 0.39 0.00 1.00 1.00 86 126i# 1261:N 103 3.87 1.75 0.55 0.55 4.65 2.13 0.66 0.66 046 0 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3a* 210 4.5 10.5' 1.00 0,15 0.47 0.00 0.39 0.00 1.00 1.00 86 126T44 P6T14 103 3.87 1.75 0.55 0.55 4.65 2.13 0.66 0.66 0,66 - - 0 0.0 0.0 1.00 f0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B4a* 109 2.3 5.3 1.00 0.15 0.24 0.00 0.20 0.00 1.00 1.00 86 P6TN P6iN 104 2.01 0.46 0.93 0.93 2.41 0.56 1.12 1.12 4.42 - - 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 B5 316 6.8 8.8 1.00 0.15 0.70 0.00 0.58 0.00 1.00 1.00 86 P6TN P6TN 104 5.82 2.19 0.60 0.60 7.00 2.66 0.71 0.71 0.71 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 B6 292 6.3 8.3 1.00 0.15' 0.65 0.00 0.54 0.00 1.00 1.00 86 P6TN P6TN 103 5.38 1.91 0.62 0.62 6.47 2.32 0.74 0.74 0.74 - - 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 B7 538 11.5 11.5 1.00 0.15 1.19 0.00 0.99 0.00 1.00 1.00 86 P6TN P6TN 104 9.91 4.91 0.46 0.46 11.92 5.95 0.55 0.55 0.55 - - 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 B8 486 8.0 10.0 1.00 0.15 1.08 0.00 0.90 0.00 1.00 1.00 112 P6TN P6TN 135 8.95 2.97 0.82 0.82 10.77 3.60 0.93 0.93 0.93 - - 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 B9 714 11.8 13.3 1.00 0.15 1.58 0.00 1.31 0.00 1.00 1.00 112 P6TN P6TN 135 13.15 5.78 0.66 0.66 15.82 7.01 0.79 0.79 0.79 - - 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0' 1.00 '0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 '0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0«; 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 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 3000 58.3 58.3=L eff. 6.65 0.00 5.53 0.00 EVt.nd 6.65 EVEQ 5.53 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: 15238: River Terrace-Swim Center SHEARWALL WITH FORCE TRANSFER'. ID: B1a/B2a w dl= 150 plf V eq 620.0'' pounds V1 eq = 230.9 pounds V3 eq = 389.1 pounds V w= 750.011 pounds V1 w= 279.3 pounds V3 w= 470.7 pounds ► v hdr eq= 47.1 plf ► A H head = A v hdr w= 56.9 plf I v Fdragl eq= 105 F2 eq= 177 A Fdragl w= 7 s F2 - 214 H pier= v1 eq= 86.5 plf v3 eq= 86.5 plf P6TN E.Q. 4.0 v1 w= 104.6 plf v3 w= 104.6 plf P6TN WIND feet, H total= 2w/h = 1 2w/h = 1 10Fdrag3 eq= s F4 e•- 177 feet A Fdrag3 w= 127 F4 w= 214 2w/h = 1 H sill= (0.6-0.14Sds) D 0.6D v sill eq= 47.1 plf P6TN 5.0 EQ Wind v sill w= 56.9 plf P6TN feet OTM 6200 7500 R OTM 6390 7805 A v UPLIFT -15 -24 Up above 0 0 UP sum -15 -24 H/L Ratios: L1= 2.7 L2= 6.0 L3= 4.5 Htotal/L= 0.76 ► ► ► Hpier/L1= 1.50 ► Hpier/L3= 0.89 L total = 13.2 feet JOB#: 15238: River Terrace-Swim Center SHEARWALL WITH FORCE TRANSFER ID: B3a/B4a w dl= 150 plf V eq 590.0 pounds V1 eq = 388.7 pounds V3 eq = 201.3 pounds V w= 710.0 pounds V1 w= 467.8 pounds V3 w= 242.2 pounds ► v hdr eq= 46.0 plf 0. • H head = A v hdr w= 55.3 plf 1 v Fdrag1 eq= 182 F2 eq= 94 A Fdrag1 w= 9 F2 - 113 H pier= v1 eq= 86.4 plf v3 eq= 86.4 plf P6TN E.Q. 4.0 v1 w= 104.0 plf v3 w= 104.0 plf P6TN WIND feet H total = 2w/h = 1 2w/h = 1 10 v Fdrag3 eq= : F4 e•- 94 feet • Fdrag3 w= 219 F4 w= 113 2w/h = 1 H sill= (0.6-0.14Sds) D 0.6D v sill eq= 46.0 plf P6TN 5.0 EQ Wind v sill w= 55.3 plf P6TN feet OTM 5900 7100 R OTM 6064 7407 v • UPLIFT -13 -25 Up above 0 0 UP sum -13 -25 H/L Ratios: L1= 4.5 L2= 6.0 L3= 2.3 Htotal/L= 0.78 4 ► / ►/ ► Hpier/L1= 0.89 Hpier/L3= 1.72 L total = 12.8 feet ► 180 Nickerson St. CT ENGINEERING suite 302 • I N O. Seattle,WA SWIM CENTER • 98109 Project: Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 Fount)m1ol.l : zoo. TLooi; to , {4o pli) ( 441'1) + (to p d f) Un`) ¶ao p h 4'i1_m WILL W t (ase pttt)( t2 ) ( `) z too frc, w (Iso pt4)(.4'II2' ):( lbIia'): 33 (' torl312p« 1313p i� rr a at F», Win1N � 9� 'pa� c:, P (1e1, CotT :tr% It,," Wife : x et DR)) • Structural Engineers