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Specifications (15) # PERMIT ADDRESS CLOSED 9.1 MST2017-00059 13370 SW Beach Plum 9.2 MST2017-00060 13380 SW Beach Plum 9.3 MST2017-00061 13394 SW Beach Plum OFFICE COPY 9.4 MST2017-00062 13404 SW Beach Plum i 1 9.5 MST2017-00063 13410 SW Beach Plum CT ENGINEERING Structural Engineers INC. 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) #16043 DEC 2 0 2016 Structural Calculations Civfiu :h River Terrace �,�,��� NF ti Lots 190-194 0 60 ' �, ... (Row Houses) IREG�iNA Tigard, OR 22,N� <c(`' '(FS T T.G (7k\F 07/11/2016 Design Criteria: 2012 IBC (2014 ORSC, OSSC) 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 Cfass = D, Bearing = 2000 psf Client —Polygon Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 P h: 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 16043_2016.0/li_mver Ierrace(Lots 19D-194)_ealculatlons.pat Page 1 01 82 C T ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)2854512(V) (206)285-0618(F) Polygon Northwest Company River Terrace—Lots 190-194 (Row Houses)-Tigard,OR DESIGN SUMMARY: The proposed project is to be alley-loaded row houses that are comprised of E7 exterior units and K7 interior units. The row house structures are three-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Middle floor framing is primarily with pre-manufactured wood joists. The lower floor is a slab-on- grade. 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. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 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:2012 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. 16043 2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 2 of 82 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 16043-River Terrace Lots 190-194 (Row Houses) ROOF Roofing ashphalt shingles 3.5 psf Misc. 0.9 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"oc. 3.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0 psf 3/4"plywood(O.S.B.) 2.7 psf Floor Framing(Trusses/Joists) 4.3 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 3 of 82 1 0 ROOF BELOW I ❑ f' I 19.-I. + 3'-71y2'-3Y2" 9'-10" 3'-4" I ♦ ♦ • e 5'-7A" 4'-23/4" 1 4Y2'1'-11y2 q COMMON WALL t I I{ — — r -7-4 �O :: .. _.may-y I VLOOR BE4.t)N I .,n''' TV NICHE r INSULATE FLOOR 1 AT+36" 4VEH UNHEATEL 1 A.F.F. • SPACE '® r PAISEET................. EIL1NG ROOF '® ABV UPPER::FF _ j I , ..,r`.,.......:.. BELOW ._.. 'MaSt2��::6�'dGOOTi'1 RAP' l REDUCTION I SYSTEM ..:is :...._........ _ U 'Lk e 5 SH. _ Linen e 0 { 1" N `"' 5' SHOWS" F , 'V ♦.N Si 2-6 3 i _+ '' I� ��11' �N 1 2x4 FLAT 24"TB 1 '1 v..� PLANT 5, STUDS �.1. --M SHELF M. Bath o ., LOCATE PLUMBING 0 1 2_ J• I II ROUGH-IN ACCOUNTING -.I, III - —_� ® ®t �' 1. FOR (2) LAYERS GWB gar I • AT PARTY WALL RADON * DRYER a 2.6 WALL REDUCTION _ 0!'I I1f AI SYSTEM m �'I .� I '� SEE SH T. xp ... WASHER J, A ' 5 B.'., I "o U4 FOR STAIR pp :::TO I I "1, iHOWE'� - DETAILS •"'BELOW Y2 2-4 HCW24I ♦ 3'-7 Bath i 3 7Y2 .;: 3 9 L,?"...10*I S 'h LOW WALL o `_ 1 AT+4P Wf _m PAS I i �---v WOOD CAF 36-0----- BIPASS TI L(2I o Uri ) : ' 1' :"::"i1 `.. -5,V2 I TYP. :Tec1h Rm I c .RAISED CEILINGI::;4:i�::::: 1 • ITo 0 ABV UPPED FF . : Bedroom 2 Tyr). o, 2-6 47. SH EGRESS `��! .1 I _ 7-0 5-0 XOX I I I t 3'-3" k 3'-10" ♦ 5'-0" 5-0 ♦ III 1 . 10'-0" . ! it 19.-1- UNIT E-7(B) UPPER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 4 of 82 SEE SHEET U9 FOR PATIO CONDITION WHERE EEfVABON OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11Yi ABOVE LOWER FINISHED FLOOR. -- 0 1 19•-1' 2•-5)12 '-2- 134" Itt 8' IFozr-no-6vr z •rt------�— -- •- �— GUARDRAIL AT+42" I o ABV. DECK SURFACE Deck a o 6 4'-5" 4•-8}2' 6•-4' q. COMMON WALL 1n FLOOR 1n w [FLOOR I �-2=9-4-0Sit L-� B=drt-OVER--- TY - NC 6-0 6 0 SGD I _ L EI/1=1=1=•��1 C: ,' m _ 'r 2x6 WALL W7 R-21 BATT INSUL. T ` 1 FACTORY-BUILT DIRECT-VENT GAS FIREPLACE I I' a VENT UP THRU LOW ROOF Q .N ) ROOF ABOVE--i 1 1I 4 TILE HEARTH 1 In: (OPTIONAL) I � . j INSUL FLOOR JOISTS AND ROOF RAFTERS AT F/P ENCLOSURE V/ .11 Living INSULATE FLOOR OVER o RADON^'iI UNHEATED SPACES i REDUCTION? 1412' 3•-10' 10)1" 2'-6' SYSTEM - . 2 3-8' 2-8 S k P N � i 41 ��I ON N T. C°11am 0Ql LOW •LL AT Q +42" .F.F. o WAIFp Ki then •m I DW s D RADON I 1 mom U4 FOR STAIR 1101.111 6 SEE SH T. = YSTEM ON l� 1 I, 1XIV DETAILS = N 7 mri L.,2•_8• —_-9 UP CONTINUE PARTY WALL- 1_ N A►r�7 TYPICAL 04p DinJFam e Pw.r. INSULATE FLOOR OVER OM ell UNHEATED SPACES FLOOR BELOW iv o 7-0 5-0 XOX M••••. I Afk -�ROOF BELO 0 I -- II I 1 _3• 2_2• 5.-0" 5•-0• 5•_5• 10._0. 2'-0' 19•-1 UNIT E-7(B) MIDDLE FLOOR PLAN 1/4"-P-0" AMERICAN MODERN 16043_2016.07.1.1_River Terrace(Lots 190-194)_Calculations.pdf Page 5 of 82 SEE SHEET U9 FOR PATIO CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11Y." ABOVE LOWER FINISHED FLOOR. 1 • e 1 19'-1 3_742 4_1 11-4y2 1% r} --DECICWOVE 6 II 1 oG T , o 4� POST :--F-fE COMMON WALL Wo I C h " 0 I V O". { , e I ; • ec T Iri FIREPLACE ABOVE 1 • R3 OCCU- DIRECT VENT GAS WATER HEATER DOORS SHALL BE I_ _— SELF-CLOSING — — — — — — L- 20-MIN. RATED 1 DIRECT VENT GAS ,/,•' Tandem 2-Car I Sr l� FURNACE FURN. 6 I RADON Garage v ,..„,,41117-11R:DUCTION I I U OCCUPANCY 11 SYSTEM WALL FINISH: 96" ` * GWB CEILING FINISH 4b" TYPE 'X' GWB a'-3y2 1 FIRE-TAPE ALL - I INSULATE GWB WRAP BEAMS i 5--r�i UNDER STAIRS BELOW CEILING m in I I I AND LANDING LEVEL INSULATE 010 0 I I I FLOOR ABOVE. II ♦ ♦ ••---•"•-----.., INSULATE WALL _ PER DETAIL 4/01 ^., RADON ___ __ WHERE ADJACENT .431 REDUCTION TO HEATED SPACE--11 .1liar SYSTEM IN SH T. U4 FOR STAIR in DETAILS \ Q 3'-0"1 9Y2 '� SP WOOD TREAD, MAX. RISER 8" (ADD OR REMOVE STEPS AS 'N REQUIRED PER SITE CONDITION) 1 2 • P -- z< or, KJ +-_ __ __4A_ I Entry e I 'NN N , 3 U In h h `I Porch Ce 8-0 7-0 S. 0 N I 1 ' I ee I DS11 I io 3'-7y2 2'-73/2" Is 2'I � � n "1 J 1. Q AT FLOOR ABOVE STEPS 1 T J 7y2. UP 7y.'-t '2._2.r 8•_0• .,'-g- , . UNIT E-7(B) LOWER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 6 of 82 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E7(B) Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= If 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= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usgs.qov/designmaps/us/application.php http://eartho uake.usgs.gov/hazards/ 6. Site Coefficient(short period) Fa= 1,11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 Skis=Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM,=Fv*S1 Sim= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, SD,= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = 0 Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= 0 Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural 1 n=. - _ Tabs 12.2-t 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor no= 3.0 N/A Table 12.2-1 14.(E&W) 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 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 7 of 82 SHEET TITLE: CT PROJECT#: Unit E7(B) SDs= 0.70 h„ = 25.92(ft) SD1= 0.44 x = 0.75:ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-10(Table 12.8-2) lE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S,= 0.41 k= 1ASCE 7-10(Section 12.8.3) Tt.= 6°'ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) CS=So,I(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.032 WC E 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,x = DIAPHR. Story Elevation Height AREA DL w; w; *h;k w,, *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof - 25.92' 25.92 693 0.030', 20.79 538.8 0.49 2.36 2.36 3rd(uppr) 8.08 17.83' 17.83 693 0.030 20.79 370.8 0.34 1.62 3.98 2nd(main)', 8.92 8.92' 8.92 693 0.030' 20.79 185.4 0.17 0.81 4.79 1st(base) 8.92 0.00 SUM= 62.4 1094.9 1.00 4.79 E=V= 6.70 E/1.4= 4.79 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 8 of 82 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: Unit E7(B) N-S E-W F-B S-S I ASCE Ridge Elevation(ft)= 44.00: 40.00;ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. - --- Building Width= 19.0 40.0ft. Basic Wind Speed 3 sec orad= 95 95 mph Figure 1 09 Figure 6-1 Exposure= B B Roof Type= Gable Gable Ps3oA= 16.1 16.1 psf Figure 6-2 Ps3o B= 11.0 11.0,:psf Figure 6-2 Ps3o c= 12.9 12.9 psf Figure 6-2 PS30 D= 8.9 8.9,Pat Figure 6-2 X= 1.00 1.00; Figure 6-2 Kg= 1,00 1.00" Section 6.5.7 windward/lee= 1.00 0.61 (Exposed to wind load on front,back and one side-apply max of leeward or windward forces) X*Kn*Iw*windward/lee : 1.00 0.61 Ps=X*Kzt e l e l#3o= (Eq.6-1) PsA= 16.10 9.82 psf (Eq.6-1) pss= 11.00 6.71 psf (Eq.6-1) Psc= 12.90 7.87 psf (Eq.6-1) PsD= 8.90 5.43 psf (Eq.6-1) Ps A and c average= 14.5 8.8 psf PSB and D average= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2*2a= 7 28 MAIN WIND-METHOD 1 PER ASCE Areas(Ri-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 11.00i, 1.001 1.00' 1.00 10 psf min. 10 psf min. Ie DIAPHR. Story Elevation Height AA (�B Ac AD AA As Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(s{q.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 As= 626.2 As= 1318 6.3 8.0 V(n-s). 8.32 V(e-w)= 9.93 kips kips kips kips 16043_2016.07.11 River Terrace(Lots 190-194)_Calculations.pdf Page 9 of 82 9 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: unit E7(B) 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 - 25.92 25.92 41.00' 0.00 0.000.00 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 0.00' 0.00 0.00' 0.00 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00' 0.00 0.00' 0.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(SS)= 0.00 V(F-B)= 8.32 V(S-S)= 9.93 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 8.08 17.83 17.83 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.92 8.92 8.92 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.92 0.00 0.00 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 9.93 kips kips 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf _ Page 10 of 82 Design Maps Summary Report al mei Design Maps Summary Report User—Specified Input 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 ' �' ,-;;;:•,,,,,,,,,c,:‘,,,,,z--trr).:,, .f,, --, -- ; ii.7,7r7i, ;-1$i 'fie ,-,1',, "t'''''''. `�. il. 87CDl�P 11 �4ai { C� �" ,;:/„-‘,-4., .r �` ', ,' i may£,{ ,4 '" nc �� '', - i�. d.i tj .. -. a a T/ ✓h ti stltr : '" $ ,ar �1 ( tls tAr x ,,,..:t, 1il / re tcr'' e ae-,,,.,:-.—,44.4-;,,,,,,, .ma , e_ � ., USGS—Provided Output SS = 0.972 g SMS = 1.080 g S°S = 0.720 g S. = 0.423 g SM: = 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 select the"2009 NEHRP"building code reference document. MCE Response Spectrum 3esign Response Spectrum tt. 0.20 - 0.72 &SI !&Sat 4.77 b,54 * t p 0,48 41 4'53 (; jt 040 l 0.44 0,32 "2 0,24 d« 3 0.20 011 0,00 0.00 0.00 8100 010 , O.44 0.40 0. 1.00 2.20 1.40 1.40 3_ i 0.00 0 0.40 0.40 0. ! 1.00 !." 1.40 1.43 2. 9 200 P.r 1 p. T(54130) 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. Page 11 of 82 16043_2016.07.11_RiverTevrace(Lots 190-194)_Calculations.pdf http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... ism Design Maps Detailed Report 2012 International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1V" SS = 0.972 g From Figure 1613.3.1(2)`2] S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs N or N,, s. A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength S. < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 12 of 82 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss < 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period Si 0.10 S1 = 0.20 S, = 0.30 S, = 0.40 S, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C - 1-7 1-6- 1s .4_ 1,3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and Si =0.423 g, F„= 1.577 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 13 of 82 Equation (16-37): SMS = Ss = 1.111 x 0.972 = 1.080 g Equation (16-38): SMl = F,SI = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % SMs = % X 1.080 = 0.720 g Equation (16-40): Sol = % SMS = % x 0.667 = 0.445 g 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 14 of 82 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sns I or II III IV Sps < 0.167g A A A 0.167g <_ Sos< 0.33g B B C 0.33g <_ Sns < 0.50g C C D 0.50g5Sos D D D For Risk Category=I and S.= 0.720 g,Seismic Design Category= D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF S01 I or II III IV SDI < 0.067g A A A 0.067g <_ S0 < 0.133g B B C 0.133g 5 S01 < 0.20g C C D 0.20g 5 SD. D D D For Risk Category=I and Sol= 0.445 g,Seismic Design Category= D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D - -Note:-See Section 1613.3.S,1 for alternative approaches to calculat-fng Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 15 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E7(B) Diaph.Level: Roof Panel Height= 8 ft, Seismic V I= 2.36 kips Design Wind Fa V i= 3.38 kips Max.aspect= 3.5SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.36 kips Sum Wind F-B V i= 3.38 kips Min.Lwall= 2.29 ft. per SDPWS-08 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/ft v i Type Type v i OTM Ram not Ueum OTM Row Unet U,um U.um HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (p11) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 139.6 6.8 6.8 1.00 0.10' 0.68 0.00 0.47 0.00 1.00 1.00 70 P6TN P6TN 101 3.80 2.05 0.29 0.29 5.45 1.52 0.65 0.65 0.65 A A.3b 206.9 10.0 10.0 1,00 0.10 1.01 0.00 070 0.00 1.00 1.00 70 P6TN P6TN 101 5.62 4.50 0.12 0.12 8.07 3.33 0.51 0.51 0.51 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0A0 B B.3a 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 0A0 B B.3b 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 GAO 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 0A0 C C.3a 97.35 7.8 7,8 1.00 0.15 0A7 0.00 0.33 0.00 1.00 1.00 43 P6TN P6TN 61 2.65 4.05 -0.20 -0.20 3.80 3.00 0.11 0.11 0.11 C C.3b 102.6 : 8.2 0.0 1.00 0.00' 0.50 0.00 0.35 0.00 1.00 1.00 43 P6TN P6TN 61 279 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.63 C C.3c 146.6 11.7 117 1.00 0.00' 0.71 0.00 0.50 0.00 1.00 1.00 43 P6TN P6TN 61 3.98 0.00 0.36 0.36 572 0.00 0.52 0.52 0.52 693 44.3 44.3=L eff. 3.38 0.00 2.36 0.00 EV3.38 EV Eo 2.36 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043 2016.07.11 River Terrace(Lots 190-194)_Calculations.pdf Page 16 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E7(B) Diaph.Level: 3rd(uppr) Panel Height e9 htSeis is V i= 1.62 kips Design Wind F-B V I= 2.41 kips Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seis is V I= 3.98 kips Sum Wind F-B V i= 6.79 kips Min. l 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind I 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 Logy en. C 0 w dl V level V abv, V level V abv. 2w/h v i Type Type v i OTM ROTM line Uaum OTM Ram Unet U.om U . HD (sqft) (ft) (ft) (klf) (kip) (kip), (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 0 6,8 6.8 1.00 0,10 0.00 0.6 0.00 0.47 1.00 1.00 70 P6TN P6TN 101 4.27 2.05 0.37 0.65 6.13 1.52 0.76 1.40 1.40 A A 2b 0 10.0 10.0 1,00 0,10' 0.00 1.01' 0.00 0.70 1.00 1.00 70 P6TN P6TN 101 6.33 4.50 0.20 0.32 9.08 3.33 0.62 1.12 1.12 - - 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 B B.2a 346,5 5.0 6.0 1,00 0.15 1.21 0.001 0.81 0.00 1.00 1.00 162 P6 P6 241 7.30 2.03 1.22 1.22 10.85 1.50 2.16 2.16 2.16 B B,2b' 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 0.001 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 C.2a 92.53 9.0 9.0 1,00 0,15 0.32 0.471 0.22 0.33 1.00 1.00 61 P6TN P6TN 89 4.93 5.47 -0.06 -0.26 7.17 4.05 0.37 0.49 0.49 C C.2b 115.7 11.3 11.3 1,00 0,15' 0.40 0.50 0.27 0.35 1.00 1.00 55 P6TN P6TN 80 5.57 8.54 -0.28 0.09 8.13 6.33 0.17 0.70 0.70 C C.2c 138 13.4 13.4 1.00 0.15 0.48 0.7t 0.32 0.50 1.00 1.00 61 P6TN P6TN 89 7.39 12.15 -0.37 -0.01 10.75 9.00 0.14 0.66 0.66 - - 0 0.0 0.0 1.00 0.00' 0.00 0.001 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 0.001 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 0.001 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 0.001 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 0.001 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 0.001 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 0.001 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 0.001 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 0.001 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 0,001 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 0.00 692.7 55.4 55.4 =L eff. 2.41 3.38 1.62 2.36 1.00 EV.;nd 5.7911',VE0 3.98 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043 2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 17 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E7(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.81 kips Design Wind F-B V I= 2.63 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.79 kips Sum Wind F-B V I= 8.32 kips Min.Lwall= 2.57 ft. per SDPWS-08 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 Logy eff C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM RoTM Unet Usum OTM Roma Unet Usum U.„„, HD (sgft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A Ala 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 0.65 0.00 0.00 0.00 1.40 1.40 A A.1b 0 <20.8 20.8 1.00 0.15 0.00 1.69 0.00 1.18 1.00 1.00 57 P6TN P6TN 81 10.60 29.30 -0.93 -0.61 15.21 21.70 -0.32 0.80 0.80 - - 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 B B,1 a' 144.4 5,0 5.0 1.00 0,00' 0.53 0.50 0.17 0.34 1.00 1.00 101 P6TN P6 206 4.56 0.00 1.05 2.27 9.26 0.00 2.14 4.29 4.29 B B,lb' 202.1 7.0 7,0 1.00 0.00 0.74 0.70 0.24 0.47 1.00 1.00 101 P6TN P6 206 6.38 0.00 1.01 1.01 12.96 0.00 2.05 2.05 2.05 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 C C.1a' 109.8 11.3 11,3 1.00 0.15 0.40 0.92 0.13 0.55 1.00 1.00 60 P6TN P6TN 117 6.08 8.54 -0.23 -0.50 11.86 6.33 0.52 1.01 1.01 C C.1 b 48.8 5.0 5.0 1.00 0.16' 0.18 0.41 0.06 0.62 1.00 1.00 135 P6TN P6TN 117 6.09 1.80 0.99 0.99 5.27 1.33 0.91 0.91 0.99 C C.1cl 187.9 19.3 19.3 1.00 0.15 0.69 1.57 0.22 0.82 1.00 1.00 54 P6TN P6TN 117 9.37 25.01 -0.84 -0.85 20.29 18.53 0.10 0.75 0.76 - - 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0,00 0.00 0.00 0.00 1,00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 '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 0.00 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 0.00 693 68.3 68.3 =L eff. 2.53 5.79 0.81 3.98 EV,vnd 8.32 EVEQ 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.07.11_River Terrace(Lots 190-194)_Caiculations.pdf Page 18 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E7(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.36 kips Design Wind F-B V i= 4.04 kips Max,aspect= 3.5SDPWS-08 Table 4.3.4 Sum Seismic V I= 2.36 kips Sum Wind F-BVI= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 1 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 LQL*R. C p w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RoTM U**t Uwm OTM Row Uost Us.m Usum HD (sqft) (ft) (ft) (klf) (kit)) (kit)) (kiP) (ki4) P (plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.3a 173.3 3.0 3.0 1:00 0.20 1.01 0.00 0.59 0.00 1.00 0.75 262 P4 P6 337 4.71 0.81 1.67 1.67 8.08 0.60 3.21 3.21 3.21 1 1.3b 173.3 3.0 3.0 1.00 0.20' 1.01 0.00 0.59 0.00 1.00 0.75 262 P4 P6 337 4.71 0.81 1.67 1.67 8.08 0.60 3.21 3.21 3.21 - 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 2 2,3a 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 0.001 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 4 4.3a 154 2.0 7.0 1,00 0.15 0.90 0.001 0.52 0.00 1.00 0.50 523** ** 449 4.19 0.95 2.43 2.43 7.18 0.70 4.86 4.86 4.86 4 4,3b 192.5 2.5 7,0 1:00 0.15' 1.12 0.00, 0.65 0.00 1.00 0.63 419** ** 449 5.23 1.18 2.21 2.21 8.98 0.88 4.42 4.42 4.42 693 10.5 10.5=L eff. 4.04 0.001 2.36 0.00 EVw;„d 4.04 EVEQ 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2 01 6.07.11_River Terrace(Lots 190-194) Calculations.pdf Page 19 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E7(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-B V I= 2.87 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.98 klps Sum Wind F-B V I= 6.92 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wind Wind Wind Max. HD Wall ID T.A. Lwall Logy ex. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Une1 U.um OTM ROTM Une1 Uwm Usum (soft) (ft) (ft) (Mf) (kip) (kip) (kip) (kip) P (pit) (Pif) (kip-ft) (kilo-ft) (kip) (kiP) (kilo-ft) (kip-ft) (kip) (kip) (kip) 1 1.2a 56.83 3.0 3.0 1.00 0.20 0.24 1.01 0.13 0.59 1.00 0.67 361 P3 P4 415 6.50 0.81 2.44 4.11 11.21 0.60 4.55 7.76 7.76 1 1.2b 56.83' 3.0 3.0 1.00 0.20 0.24 1.01 0.13 0.59 1.00 0.67 361 P3 P4 415 6.50 0.81 2.44 4.11 11.21 0.60 4.55 7.76 7.76 - - 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 2 2,3a 346.5 4.0 3.5 1.00 0.20 1.44 0.00 0.81 0.00 1.00 0.89 228 P6 P4 359 7.29 1.26 1.81 1.81 12.94 0.93 3.60 3.60 3.60 - - 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 4 4.2a 103.5 2.0 ;7.0 1.00 0.15 0.43 0.90 0.24 0.52 1.00 0.44 861** ** 664 6.89 0.95 4.46 6.89 11.95 0.70 8.43 13.30 13.30 4 4.2b 129,4 2.5 7.0 1.00 0.15 0.54 1.12 0.30 0.65 1.00 0.56 689** ** 664 8.61 1.18 4.05 6.26 14.93 0.88 7.67 12.09 12.09 - - 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 i,, 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 J 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 4 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 0.00 693 14.5 14.5=L eff. 2.87 4.04 1.62 2.36 ZV„4,b 6.92 22,Vs, 3.98 Notes: • denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.07.11_River Terrace(Lots 190-194)_Calcuiations.pdf Page 20 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E7(B) Diaph.Level: 2nd(main) Panel Height= 8 ft. Seismic V i= 0.81 kips Design Wind F-B V I= 3.02 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.79 kips Sum Wind F-B V I= 9.93 kips Min.Lwall= 2.29 ft. per SDPWS-08 HD Table 4.3.3.5 Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wind Wnd Wnd Max. Wall ID T.A. Lwall LOL eff C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Lind U.n, OTM RoTM line Usum U,um (soft) (ft) (ft) (klf) (kip) (kip) (kip) (ki4) P (Plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) t 1.24 74.69 5.8 10.7 1.00 0.27 0.40 1.64 0.11 0.95 1.00 1.00 183•P6 P4 354 8.44 7.45 0.19 4.30 16.26 5.52 2.11 9.87 $:97- CONCRETE RETAINING WALL -1-- £L 38.97 3.0 8.0 1.00 0.27' 0.21 0.85 0.06 0.49 1.00 0.75 245 P4P4 354 4.40 2.92 0.64 4.75 8.48 2.16 2.71 10.47 4047- CONCRETE RETAINING WALL - - 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 2 2.3a 173.3 4.0 11.5 1.00 0.27 0.92 1.44 0.25 0.81 1.00 1.00 264 P4 P3 588 8.45 5.59 0.86 2.67 18.83 4.14 4.41 8.01 8.01 - - 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 3 3.1a 173.3 9.3 9.3 1.00 0.27 0.92 0.00 0.25 0.00 1.00 1.00 26 P6TN P6TN 98 1.97 10.58 -0.99 -0.99 7.33 7.84 -0.06 -0.06 -0.06 4 4.2a 50.52 3.8 13.3 1.00 0.15 0.27 1.33 0.07 0.77 1.00 0.96 228 P6 P4 416 6.70 3.45 1.03 4.69 12.76 2.55 3.22 6.79 6.79 SIMPSON SWSB 12x8 4 4.2b 59.31 4.5 13.3 1.00 0.15 0.31 1.66 0.08 0.96 1.00 1.00 231 P6 P4 438 8.33 4.05 1.12 5.18 15.78 3.00 3.33 6.91 6.91 SIMPSON SWSB 12x8 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 I 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 1 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 10.00 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 0.00 570 30.4 30.4=L eff. 3.02 6.92 v0.81 3.98 ZV»+nd 9.93 ).�VEQ 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.07.11_River Terrace(Lots 190-194)_Calcul>tions.pdf Page 21 of 82 2 JOB#: Unit E7(B) ID: 4.3a&4.3b ALT w d1= 150 plf V eq 1177.6 pounds V1 eq= 523.4 pounds V3 eq= 654.2 pounds V w= 2020.5 pounds V1 w= 898.0 pounds V3 w= 1122.5 pounds v hdr eq= 168.2 plf •H head= A v hdr w= 288.6 plf 1 'j Fdragl eq= 187 F2 eq= 234 • Fdragl w= 1 F2 . 401 H pier= v1 eq= 327.1 plf v3 eq= 261.7 plf 5.0 v1 w= 449.0 plf v3 w= 449.0 plf feet H total= 2w/h= 0.8 2w/h= 1 9 v Fdrag3 eq= s F4 e•- 234 feet A Fdrag3 w= 321 F4 w= 401 P4 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 168.2 plf 3.0 EQ Wind v sill w= 288.6 plf feet OTM 10599 18184 R OTM 3308 2450 • UPLIFT 1157 2498 UP sum 1157 2498 H/L Ratios: L1= 2.0 1-2= 2.5 L3= 2.5 Htotal/L= 1.29 i 0 4 04 0 Hpier/L1= 2.50 i. Hpier/L3= 2.00 L total= 7.0 feet 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 22 of 82 JOB#: Unit E7(B) ID: 4.2a&4.26 ALT w dl= 150 plf V eq 1722.2 pounds V1 eq= 765.4 pounds V3 eq= 956.8 pounds V w= 2986.3 pounds V1 w= 1327.3 pounds V3 w= 1659.1 pounds ---► v hdr eq= 246.0 plf --0- • ♦•H head= A v hdr w= 426.6 Of 1 v Fdragl eq= 273 F2 eq= 342 A Fdragl w= - 4 F2 . 593 H pier= v1 eq= 382.7 p# v3 eq= 382.7 plf 3.0 v1 w= 663.6 plf v3 w= 663.6 plf feet H total= 2w/h= 1 2w/h= 1 9 v Fdrag3 eq= F4 e.- 342 feet • Fdrag3 w= 474 F4 w= 593 P3 E.Q. 2w/h= 1 P2 WIND H sill= v sill eq= 246.0 p/f 5.0 EQ Wind v sill w= 426.6 plf feet OTM 15500 26877 R OTM 3308 2450 t yr UPLIFT 1935 3877 UP above 1157 2498 UP sum 3093 6375 H/L Ratios: L1= 20 L2= 2.5 L3= 2.5 Htotal/L= 1.29 Hpier/L1= 1.50 0 ► Hpier/L3= 1.20 L total= 7.0 feet 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 23 of 82 JOB#: Unit E7(B) ID: 4.1a&4.1b ALT w dl= 150 plf V eq 1878.3 pounds V1 eq= 864.0 pounds V3 eq= 1014.3 pounds V w= 3567.4 pounds V1 w= 1641.0 pounds V3 w= 1926.4 pounds _-► --► v hdr eq= 140.9 plf A H head= A v hdr w= 267.6 Of 1 y Fdragl eq= 324 F2 eq= 380 • Fdragl w= s 5 F2 . 722 H pier= vl eq= 225.4 plf v3 eq= 225.4 Of 5.0 vl w= 428.1 plf v3 w= 428.1 plf feet H total= 2w/h= 1 2w/h= 1 9 . Fdrag3 eq= 4 F4 e•- 380 feet A Fdrag3 w= 615 F4 w= 722 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 140.9 plf 3.0 EQ Wind v sill w= 267.6 plf feet OTM 16905 32107 R OTM 12000 8889 y UPLIFT 409 1935 UP above 0 0 UP sum 409 1935 H/L Ratios: L1= 3.8 L2= 5.0 L3= 4.5 Htotal/L= 0.68 ► 4 ►.4 ► Hpier/L1= 1.30 i ► Hpier/L3= 1.11 L total= 13.3 feet 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 24 of 82 ESR-2652 I Most Widely Accepted and Trusted Page 8 of 22 TABLE 3-STRONG-WALLsSB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES1'213 ;. Seismic(SDC.0,E) '.:. '.'_'Wlnd(SDC A48): Nomi al; f Dfift at ._' Hoid-down 1'° Drif(at Hold-down .; p Height AOowgIble Uplift at Allowable.. Uplift at; lNodal'No Width Allowable Allowable on (in) .. Shear(lbs) ' Shear No., Allowable Shear(WO' Shear(In) : Ailowabla .. .. . . . . ., .- .. . . shQaF;Obs) . ' '.,..Shear(ibsj;I. SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 5600 0.30 13495 6160 0.33 14845 ' SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 SWSB 12x7 5 . 12 .r` ,,::',04:: .' ,;2520 0,32 9820 2770, `i 0051. • 10905:: F ;' SWSB1Bx7 5 i 18 ' 85.5' lr 6386 `034':< 14215 5910 (i'31.:;,j 15616 m SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 -;:'o ' SWSB 18x8 18 93.26 5150 0.37 14840 ! 5665 0.40 16325 ;',:+,'` SWSB 24x8 24 93.25 0 8870 0.37 21415 9760 0.42 23560 SWSB;12x9 12 .y 10525. 1580 0 43 :95`70 4 1780,r"r '.!:04,:::'!,..': 10780 ' ,SWSB19x9 ; 1$ (0525- ` 3810 0,43 13770 4180 i 051 151051':' 1 S8ySB24x9 ;::',:!!'.:-.:$1:. 105,25781,0. 042 21280 8590 0{471 c 3405 :.,:;; SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 - SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 I 5150 0.29 20800 5200 0.30 21000 SWS611247 5 •:_:':I.:,:::',;.'.4.;°:•,1-...;': 855"` 1200 031 9450 `',;, 13`20 038 10390 SWSB 18x75 ;' 181., ' 85 5- 1 2625 033 13870 2885 :,:),,,-;.*0.4-d-,!)-1,:;..:',':• 15245 m. SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 -e-' SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 '':s':' SWSB 24x8 24 93.25 1 4435 0:37 21415 4880 0.42 23560 Sl(ItSB 12x9 2 y 10525 '; 790: 0 4$ J570` 890 r' 0 4tf: 10780 I 644i.18x9 18 10525: r' 1905 043 13770 2090 0.5 15105 ; SWSB 244 i 24 „ 10525': '''3905,,,c,"--' • ,`0 42 21280 i 4295 ±:., ' 0,47::';'.-4} ;234405 For SI:1 inch=25.4 mm,1 lb.=4.45 N,1 Of=14.6 N/m. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 2Hold-down uplift at allowable shear is based on a moment arm of 8.688 inches,14.563 inches and 19.313 inches for 12-inch,18-inch and 24-inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-Inch panels 93.25 Inches or less in height,respectively.In-plane shear must also be considered In hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load Is allowed. 'Panels may be trimmed to a minimum height of 74%Inches.For panels trimmed to a height less than 78 inches,use allowable shear values shown for 78 inches height To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. • 16043_2016.07.11_River Terrace(Lots 190-194)_Caicuiations.pdf Page 25 of 82 SIM. 4 59.1 r 4x12 HDR _411 Wo UB4 Ill NO o HUC416 HUC416 o �2)13'�x20" VL FB m Imo n= e c. I _*. L i��-IC . •, I- :x I .... f�� O M,T' b o M.BED ON TO ..' I _ :a. URNS A.. r-- j 1li I U u U 1 2x RAFTERS I ' FLOOR GIRDER CO 24"0.C. I k II I I li1 h I II III ..- 20" OPEN WEB JOISTS ®19.2. O.C. I 6 o,co S9.0 TYP. =ID DSC5 II 20 AT BLDG. FLOOR GIRDER - DRAG TRUSS PER 18/S9.0 r 1I I S9.0 STEP I I0TYP. 2x6 AT I 1:1, 11� 16" O.C. �, II I Ip ®AT BLDG. TEP 10Ir . 1ill 13;"x20"LVL FB I I S9.3 rc.1 I I I ,(2) 2X10 •I�V STAIR FRMG. 1 KITCHEN 2x6 LEDGER, 1' LEDGER ��'�'1 (3)2x6 FB li - TYP. U.N.O. •1 —'1�F: AT LANDING "1 It ply, II ‘ i o rJ-VP TO 1tbl l 1 i x � M. BATHIttt 5-11 I 1 i 1 ,I�� ti l ;rc j��) UPITO 1""... I RAISED / __• 11 PLATE i x BATH_ I / II I (_- 11 J Cr --, I_==_ I o' I i I o LANDING/POWDER -; 1 EXTENT OF i AT+1"-244" I i ��RAISED FLR. ABV. MIDDLE F.F. I RAISED FLOOR X 1 13'i k20"LVL FB I (DOT FILL) Vi„. - ;1 :;,,,,,„,',,,,I. SEE BELOW GT ABOVE A : I I I / PWAR :i:}:r,�(i:{ d % } 2x10 6x6 LEDGER DN TO I 6x6 /''' :' .9m�,., DINING UP TO TECH � '� UP 10 ,y, ® NOR BED UB2 UPPER FLOOR UNIT E-7(B) FRAMING PLAN 1/4•-r-0" AMERICAN MODERN 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 26 of 82 1 ,pUriE375, ,_1. ::71:——1 I T---' 1 1 ,I ii (2)2x10 FB / OVER—FRAMING PLAN TO MATCH HT. Th. : :: , OF RAISED FLR L---- :: j RAISED FLOOR AT+1444T :::: ::' UPPER FLOOR WALLS ::::n::::.: 2x10 0 16" G. ,,,,,,:.,. 1 ,C TYP :;:, I S9 32x6 LEDGER CT /:n:.:' p475" STEP I — ::: 7 U86 1 1 Wlio 1 I 7 59.3 -i_ RAISED UPPER FLOOR UNIT E-7(B) FRAMING PLAN 1/4"=1T.0* POWDER ROOM AND STAIR LANDING •16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 27 of 82 SEE SHEET U9 FOR PA11O CONDI PON WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11Y" ABOVE LOWER FINISHED FLOOR. I POST ABOVE ae POST ABOVE 6x6 P.T. POST W/ ACE6 CAP, TYP. .I l PT. 6c12I-DR °Do " MB6 `° w n.®L. B ND ID STUDS r A:0 a� P.1 2xf LEDGER I I I 1 •�� R95CEGT� ifJ 3!4"9Xz"BIG SEAM FB __••••• - `v ® GT ABOVE o 'mm Ni~ a ce c., I e TYP. d �' 0,. I 11 AT BLDG. yy I HU,10 ' I S9. STEP 1 314%934"BIG SEAM FB � •TYP. -4 _ I AT BLDG. , Li GT ABOVE 12 H2.- TO BEAM Iv B4 S9.0 STEP 1 Olt , I FON z1 .b'1IZ en R ® LEDGER "I w6x6 POST GT ABOVE-" ® ay o If, ,9J4 RIGICLAM LVL B LANDING F.F. AT+7'-0" CO m ' n 4bc4 POST FROM +7'-0" `'.% II Tp +8'-1"ABV. OW FF. ABOVE LOWER F.F. 2x6 AT 16" D.C. 0,..A YSTNR ',. ,_; \I FRP G. 1f.'4"(9)i" RIGICLAM LVL B I F?- I STAIR I FRA�ING n w A m BUNDLED I 1 I m I STUDS ABV. c / \l I RAISED FLOOR ' 6x6 ' i 11 IV'B4 Io (DOT FILL) I ON_TO I F i F(.1UNT. sw)11% BIG B AM 1 SEE LEFT ENTRY poi co <I mi mI _+ m i 4 mi mi I °l1 :::::::...E:.:.:.:,.:00..t:::, r- i ,D I I GT ABOVE H 4 MB ��..' -J4 x1011-- 4" CASCADE 1 44 J ,6 13;"x9)4" , Ek RIGIDLAMLVLFB y Li HU 7.0 "c9 " RIGI AM VL - up R 01.81/9 HUCO 1.81/9 12 I-" BUNDLED STUD S9. 4 N FOR HEADER ABOVE R m® 4x8JR L- -- J UNIT E-7(B) MIDDLE DIE FLOOR FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 28 of 82 ti I (2)2x10 FB TOP ®+10'-1Yi E bilk I (3) 2x +4" PLWD. I Is��■=l_ UNDER (2) 2X10 EDGE OF TJI t n r PONY WALL I SUBFLOOR 1 14.75" TO RAISED BENEATH ; STE FRAMING PLAN I 1 I 1 I I TOP OF JSTS 'Y+ VL 8(GI I � MIDDLE FLOOR WALLS ABV. LOW F.F. 111 75" 2a10 1fi"JC TEP 3 I PLATE+8'-1" Jail i--s S9.3 1 2x10 LEDGER HOLDOWN STRAP I I TOP ®+10'-1Y FROM ABOVE.._ _ Cs 1 1 *3 /PLATE +8'-1" 12 59.3 II Ii UNIT E-7(B) RAISED MIDDLE FLOOR FRAMING PLAN 1/4"-1-O" POWDER ROOM AND STAIR LANDING 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 29 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 n,,, Lic.#: KW 06002997 Licensee c.t.engineering Description Upper Floor Beams BEAM Size: 2-2x6,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=7.750 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=8.330 ft Design Summary RAI'M TM) Max fb/Fb Ratio = 0.635; 1 fb:Actual: 700.00 psi at 1.750 ft in Span#1 Fb:Allowable: 1,102.10 psi Load Comb: +D+L+H A A Max fv/FvRatio= 0.452: 1 fv:Actual: 67.83 psi at 3.045 ft in Span#1 a R 2 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.47 0.54 0.36 Live Load Defl Ratio 1290>360 Total Defl Ratio 852 >180 W. i, E'+r on UB2 ris ir*5�t �� 2fkQ7� BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 klft,Trib=2.0 ft Design Summary `fie o6' s o p Max fb/Fb Ratio = 0.347; 1 fb:Actual: 352.07 psi at 3.250 ft in Span#1 Fb:Allowable: 1,013.55 psi Load Comb: +D+L+H Max fv/FvRatio= 0.179: 1 A A fv:Actual: 26.83 psi at 0.000 ft in Span#1 s.so a z�a Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.042 in Downward Total 0.064 in Left Support 0.21 0.26 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.26 0.16 Live Load Defl Ratio 1840>360 Total Defl Ratio 1220>180 tto r , X09. M . .. E,.. BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft D...:, Design Summary ���.a.•:..,..a.L.=_ Max fb/Fb Ratio = 0.082. 1 �.. fb:Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi Load Comb: +D+0.750L+0.750S+H A = Max fv/FvRatio= 0.070: 1 fv:Actual: 11.99 psi at 2.230 ft in Span#1 30 R 4x10 Fv:Allowable: 172.50 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152 >360 Total Defl Ratio 13898 >180 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 30 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 t. %AidhskikAViitatr. �� �' ri ','i` Vii; a .:3#w 4: .a �.. -":^ . ,3,5n �,..,..,.. 'fir Lic.#:KW 06002997 Licensee c.t.engineering ', ✓ r .4 4 c it , '3015 20 ; 2t1O1+PE BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.0 ft Design Summary Max fb/Fb Ratio = 0.934; 1 D(0.0720)soil o) fb:Actual: 786.29 psi at 7.500 ft in Span#1 Fb:Allowable: 841.45 psi _... Load Comb: +D+S+H • ��:- _,�..._, ��... �..,. Max fv/FvRatio= 0.313: 1 • = fv:Actual: 43.25 psi at 0.000 ft in Span#1 15.0 ft, 4x12 Fv:Allowable: 138.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.212 in Downward Total 0.365 in Left Support 0.54 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.54 0.75 Live Load Deft Ratio 848>360 Total Defl Ratio 493 >180 BEAM Size: 2-2x10 Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Desiqn Summary D 0.09750 L 0260 Max fb/Fb Ratio = 0.165 1 fb:Actual: 153.55 psi at 1.750 ft in Span#1 Fb:Allowable: 931.44 psi Load Comb: +D+L+H Max fv/FvRatio= 0.126: 1 A A fv:Actual: 18.94 psi at 2.730 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.17 0.46 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.46 Live Load Defl Ratio 12241 >360 Total Defl Ratio 8902 >180 f 'tse �� UB6 BEAMS 7 ,.� .tatta>nar .,r ' 4,tr,tooE Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.199 1 ..................... fb:Actual: 202.13 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fv/FvRatio= 0.163: 1 fv:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0€,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.20 0.39 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.39 0.08 Live Load Defl Ratio 7849 >360 Total Defl Ratio 5486 >180 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 31 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Protect Descr: (206)285 4512 Fax: (206)285 0618A , ;11-wfx‘ ,.:,..r..44,17,..e2ttimila-siit vt 'f,f4),;-.# ;„,, ,A4 5,,,,i&i, .;%, ,,,,,F,,,,,.,,:lt„, , ,,„,,,-,,,,„.1.6......, ,,,,, -Lic.#: KW-06002997 Licensee.c.t.engineering Description Main Floor Beams � � � -e8+ MB1 �" \ ^.rA'i, ;- ,, ,\,,,,; �y, \�\.✓„ A i,.,, _, .. .. _ ..�. .. .n�.��r¢� .. ,,,, :mom ,��'e',� BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unit Load: D=0.0150, L=0.040 k/ft,Trib=20.0 ft D 0.30 L 0.80 Design Summary ,�::�mn Max fb/Fb Ratio = 0.555. 1 fb:Actual: 565.04 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi III Ill Load Comb: +D+L+H A - Max fv/FvRatio= 0.455: 1 fv:Actual: 68.28 psi at 2.400 ft in Span#1 3.0 a z-zza Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) g L Lr a W E H Downward L+Lr+S 0.012 in Downward Total 0.016 in Left Support 0.45 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0 45 1 20 Live Load Defl Ratio 3041 >360 Total Defl Ratio 2212>180 T i1 MB2 - " r per 2001*IB 20(60 CC �*OCE- . .4,,. •tai. .,. .mac Viz, .. '! r., BEAM Size: 2-2x10 Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.50 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.913; 1 °�' ' ��� � fb:Actual: 848.86 psi at 1.400 ft in Span#1 Fb:Allowable: Dpsi + .,.. ... . � � -�... Load Comb: 929.74 • • Max fv/FvRatio= 0.803: 1 A A fv:Actual: 120.38 psi at 0.000 ft in Span#1 5.0 ft2-2x10 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.037 in Downward Total 0.050 in Left Support 0.71 1.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 1.22 Live Load Defl Ratio 1638>360 Total Defl Ratio 1189 >180 16043 2016.07.11 River Terrace(Lots 190-194)_Calculations.pdf Page 32 of 82 ckerson St. CT ENGINEERING ��i a py I N C. Seattle,WA RIVER TERRACE -98109 Project: Date: (206)285-4512 PAX: Client: Page Number: (206)285-0618 MB3 &•404461 aSe te„ 41. 1% ko , 604_4. 2_..) (4ot'23--)0 0) + ¢' (totvsp5 .'V(25'i-i-7 195?--) _ 2c.•7 #k/, r ✓ t= 1%763 5)1" S733 3 IS?Gtn ��(i 16043 2016.07.11 River Terrace(Lots 190-194) Calculations.pdf Page 33 of 82 Structural Engineers CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Sr" : KW-06002997 Licensee.c.t.en ineering � s ,:e , aig , MB4 BEAM Size: 5.25x11.875,Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-PrIl 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary 1510 41,101 Max fb/Fb Ratio = 0.605•; 1 D 0.150 L 0.40 fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 Fb:Allowable: 2,866.74 psi Load Comb: +D+L+H Max fv/FvRatio= 0.455: 1 A • fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477>360 Total Defl Ratio 347>180 � !$ MB6 � BEAM Size: 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Pr!! 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.50 ft Design Summary Max fb/Fb Ratio = 0.990; 1 D 006750 L 0.180 fb:Actual: 689.04 psi at 7.500 ft in Span#1 .., Fb:Allowable: 695.89 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.283: 1 fv:Actual: 38.45 psi at 0.000 ft in Span#1 15.0 ft, 6x12 Fv:Allowable: 136.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.227 in Downward Total 0.313 in Left Support 0.51 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Su port 0.51 1.35 Live Load Defl Ratio 791 >360 Total Deli Ratio 575 >180 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 34 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Lic.#: KW-06002997 Licensee:c.t.engineering � � " • MB9 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.010 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Point W=7.582, E=7.732 k @ 1.0 ft Design Summary .C�2W.4 Max fb/Fb Ratio = 0.413. i 0 0.07 0 L 0.20 lb:Actual: 1,511.55 psi at 1.018 ft in Span#1 =_�`r!_ Fb:Allowable: 3,663.90 psi Load Comb: +D+W+H Max fv/FvRatio= 0.603: 1 fv:Actual: 298.89 psi at 0.000 ft in Span#1 Fv:Allowable: 496.00 psi 6.50 ft, 3.5x9.5 Load Comb: +D+W+H Max Deflections Max Reactions (k) 12 L Lr S W E H Downward L+Lr+S 0.021 in Downward Total 0.120 in Left Support 0.28 0.65 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.65 1.17 1.19 Live Load Defl Ratio 3743 >360 Total Defl Ratio 650 >180 t-. 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 35 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 16041.ecw:Calculations _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL(0 TO 4'-0") Criteria Soil Data I Footing Strengths&Dimensions Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As°k 0.0014 Heel Active Pressure 35.0 psf/ft Toe Width = 0.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.50 Height of Soil over Toe 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in Footing IlSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = .00 ft Cover @ Top = 3.00 in @ Btm.03.00 in Axial Load Applied to StemII Axial Dead Load Ax150.0 lbs Axial Load Eccentricity = 0.0 in ial Live Load 250.0 lbs Design Summary I Stem Construction 1 Top Stem Stem OK Total Bearing Load = 1,635 lbs Design height ft= 0.00 .resultant ecc. = 1.93 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,213 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 422 psf OK Rebar Spacing = 16.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,531 psf 1b/FB+fa/Fa = 0.068 ACI Factored @ Heel = 533 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-it= 425.2 Footing Shear @ Heel = 9.7 psi OK Moment Allowable = 6,234.5 Allowable = 93.1 psi Shear Actual psi= 4.9 Wall Stability Ratios Overturning = 3.19 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 354.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = -Footing Design ResultsI Special Inspection Modular Ratio'n' Toe HeelShort Term Factor = Factored Pressure = 1,531 533 psf Equiv.Solid Thick. = Mu':Upward = 181 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 26 563 ft-# Concrete Data Mu: Design = 155 563 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 9.69 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 36 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calwlations Description CANT RET WALL(0 TO 4'-0") Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-it lbs ft ft-# Heel Active Pressure = 354.4 1.50 531.6 Soil Over Heel = 320.8 1.58 508.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 0.83 125.0 Load(4)Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Total = 354.4 O.T.M. = 531.6 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 300.0 1.00 300.0 Vertical Loads used for Soil Pressure= 1,635.0 lbs Key Weight = Vert.Component = 214.2 2.00 428.3 Vertical component of active pressure used for soil pressure Total= 1,385.0 lbs R.M.= 1,694.7 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 37 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 1 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calwlations Description CANT RET WALL(4'-1"TO 6'-0") Criteria 0 Soil Data I Footing Strengths&Dimensions M Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf fc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.00 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psflft Heel Width = 1.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingIlSoil Friction = 0.300 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 0 Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0lbs Design Summary 0 LStem Construction 4 Top Stem Stem OK Total Bearing Load = 2,326 lbs Design height ft= 0.00 ...resultant ecc. = 2.79 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,449 psf OK Rebar Sizeness = 8.00 Soil Pressure©Heel = 412 psf OK Rebar = # 5 2,000 Rebar Spacing 16.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored©Toe = 1,685 psf fb/FB+fa/Fa = 0.265 ACI Factored @ Heel = 479 psf Total Force @ Section lbs= 899.9 Footing Shear©Toe = 4.0 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear @ Heel = 16.1 psi OK Moment Allowable = 6,234.5 Allowable = 93.1 psi Shear Actual psi= 12.1 Wall Stability Ratios Overturning = 2.27 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 739.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = -Footing Design ResultsI Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,685 479 psf Equiv.Solid Thick. = Mu':Upward = 762 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 105 1,000 ft-# Concrete Data Mu: Design = 657 1,000 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 4.02 16.08 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 38 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(4'-1"TO 6'-0") _Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 739.4 2.17 1,602.0 Soil Over Heel = 504.2 2.08 1,050.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 1.33 200.0 Load©Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.33 800.0 Total = 739.4 O.T.M. = 1,602.0 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.27 Footing Weight = 375.0 1.25 468.7 Vertical Loads used for Soil Pressure= 2,326.0 lbs Key Weight = Vert.Component = 446.9 2.50 1,117.1 Vertical component of active pressure used for soil pressure Total= 2,076.0 lbs R.M.= 3,636.2 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 39 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev 580010Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 16041.ecw:Calculations _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL(6'-1"TO 8'-0") Criteria Soil Data I Footing Strengths&Dimensions M Retained Height = 7.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Toe Width = 1.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.00 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 3.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ‘ Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary 0 Stem Construction r Top Stem \ Stem OK Total Bearing Load = 3,589 lbs Design height ft= 0.00 ...resultant ecc. = 3.19 in Wall Material Above"1-It" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,492 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 558 psf OK Rebar Spacing = 12.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,676 psf fb/FB+fa/Fa = 0.510 ACI Factored @ Heel = 627 psf Total Force @ Section lbs= 1,673.4 Footing Shear @ Toe = 10.5 psi OK Moment....Actual ft-#= 4,183.6 Footing Shear @ Heel = 30.6 psi OK Moment Allowable = 8,206.3 Allowable = 93.1 psi Shear Actual psi= 22.5 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.36 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calm Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 1,264.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi Fs psi= Solid Grouting = Footin Desi Results Special Inspection 9 g n- Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,676 627 psf Equiv.Solid Thick. = Mu':Upward = 1,717 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 236 2,945 ft-# Concrete Data psi= 3,000.0 Mu: Design = 1,480 2,945 ft4 fc Actual 1-Way Shear = 10.46 30.58 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:#4©17.00 in,#5©26.25 in,#6©37.00 in,#7©48.25 in,#8©48.25 in,#9©4 Key Reinforcing = None Spec'd Key: No key defined 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 40 of 82 Title: Job# Dsgnr: ARS Date: 4:21 PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 —User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(6'-1"TO 8'-0") ,Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,264.4 2.83 3,582.4 Soil Over Heel = 1,100.0 2.83 3,116.7 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 1.83 275.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 800.0 1.83 1,466.7 Total = 1,264.4 O.T.M. = 3,582.4 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.36 Footing Weight = 525.0 1.75 918.7 Vertical Loads used for Soil Pressure= 3,589.1 lbs Key Weight = Vert.Component = 764.1 3.50 2,674.5 Vertical component of active pressure used for soil pressure Total= 3,339.1 lbs R M.= 8,451.6 -- 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 41 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 -Rev: 580010 Page 1 1 User..KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Desi n (01983-2003 ENERCALC Engineering Software 9 16041.ecw:Calwlations Description CANT RET WALL(8'-1"TO 10'-0") Criteria I Soil Data llFooting Strengths&Dimensions I Retained Height = 9.50 ft Allow Soil Bearing = 2,000.0 psf fc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 2.00 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootinglISoil Friction = 0.300 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ' Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary 4 Stem Construction 1 Top Stem Stem OK Total Bearing Load = 5,157 lbs Design height ft= 0.00 ...resultant ecc. = 3.39 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,578 psf OK Rebar Sizeness = 8.00 Soil Pressure @ Heel = 714 psf OK Rebar = # 5 2,000 Rebar Spacing9.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,733 psf tb/FB+fa/Fa = 0.791 ACI Factored @ Heel = 784 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 17.6 psi OK Moment....Actual ft#= 8,502.3 Footing Shear @ Heel = 49.5 psi OK Moment Allowable = 10,752.8 Allowable = 93.1 psi Shear Actual psi= 36.2 Wall Stability Ratios Overturning = 2.42 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 7.46 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data frn psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,733 784 psf Equiv.Solid Thick. = Mu':Upward = 3,184 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 420 6,446 ft4 Concrete Data Mu: Design = 2,764 6,446 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 17.56 49.50 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 17.00 in,#5©26.25 in,#6©37.00 in,#7@ 48.25 in,#8@ 48.25 in,#9©4 Heel Reinforcing = None Spec'd Heel:#4©10.50 in,#5©16.50 in,#6©23.25 in,#7@ 31.50 in,#8@ 41.50 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 42 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 LkRev: 580010 KW-06 Ver Page 2 User.3-2-03ENE,CALC n ineeng 03 Cantilevered Retaining Wall Design t (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(8'-1"TO 10'-0") Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-ft Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 1,915.8 3.58 6,865.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 2.33 350.0 Load©Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) 1,000.0 2.33 2,333.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.42 Footing Weight = 675.0 2.25 1,518.7 Vertical Loads used for Soil Pressure= 5,156.9 lbs Key Weight = Vert.Component = 1,166.0 4.50 5,247.2 Vertical component of active pressure used for soil pressure Total= 4,906.9 lbs R M.= 16,314.4 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 43 of 82 Title: Job# Dsgnr: ARS Date: 4:21 PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 II User.KW-0602997,Ver5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(10'-1"TO 12'-0") Criteria 0 Soil Data I Footing Strengths&Dimensions M Retained Height = 11.50 ft Allow Soil Bearing = 2,000.0 psf fc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As0.0014 Heel Active Pressure 35.0 psf/ft Toe Width = 2.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.00 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 5.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 15.00 in FootingiiSoil Friction = 0.300 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe0.00 ft Cover @ Top = 3.00 in ©Btm.= 3.00 in Axial Load Applied to Stem ' Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary Stem Construction 0 Top Stem Stem OK Total Bearing Load = 7,302 lbs Design height ft= 0.00 ...resultant ecc. = 4.20 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure©Toe = 1,835 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 821 psf OK Rebar Spacing = 6.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,983 psf ib/FB+fa/Fa = 0.969 ACI Factored©Heel = 887 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 17.5 psi OK Moment....Actual ft-it= 15,082.0 Footing Shear©Heel = 55.6 psi OK Moment Allowable = 15,562.2 Allowable = 93.1 psi Shear Actual psi= 53.0 Wall Stability Ratios Overturning = 2.39 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 9.25 Lateral Sliding Force = 2,844.8 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design ResultsI Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,983 887 psf Equiv.Solid Thick. = Mu':Upward = 5,677 0 ft4 Masonry Block Type=Normal Weight Mu':Downward = 820 12,356 ft4 Concrete Data Mu: Design = 4,856 12,356 ft-11 fc psi= 3,000.0 Actual 1-Way Shear = 17.50 55.56 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 12.50 in,#5@ 19.50 in,#6©27.50 in,#7@ 37.50 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:#4©7.50 in,#5@ 11.50 in,#6@ 16.50 in,#7©22.25 in,#8©29.25 in,#9©37 Key Reinforcing = None Spec'd Key: No key defined 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 44 of 82 Title: Job# Dsgnr: ARS Date: 4:21 PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev KW-0 o Ver Pae 2 1 User.3-2-03ENE,CALC n leering 03 Cantilevered Retaining Wall Design g (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calwlations Description CANT RET WALL(10'-1"TO 12'-0") Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-it lbs ft ft-it Heel Active Pressure = 2,844.8 4.25 12,090.6 Soil Over Heel = 2,951.7 4.33 12,790.6 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 2.83 425.0 Load©Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.83 3,400.0 Total = 2,844.8 O.T.M. = 12,090.6 Earth©Stem Transitions= Resisting/Overturning Ratio = 2.39 Footing Weight = 1,031.2 2.75 2,835.9 Vertical Loads used for Soil Pressure= 7,302.2 lbs Key Weight = Vert.Component = 1,7433 5.50 9,456.3 Vertical component of active pressure used for soil pressure Total= 7,052.2 lbs R.M.= 28,907.8 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 45 of 82 180 Nickerson St. CT ENGINEERING suite 302 Seattle,WA INC. 98109 Project; Date:. (206)285-4512 e dp IMAX: Client: Page Number: (206)285-0618 _ ....„ 1 ' i ______)_ _t_(._ 1 1 \ 0 _4Jiiii- '' t , n . _______ _________ --D---- xi ) if-- 1 . 1---, 3 i 41 Lirm _T., ‘, A- ,w (25I is' 0 :5_ (4..)(z ) 4- i( )Y2)( 4i-6 -(2) Y ) ,. )gi 'J � Q � 4 is�b p � 9viD 95F- f7efp. )b.-1 -.15 ._._ ati5L64v() -- q_66?--1 0 F---- � G M►N, GO( u>>► _ v . • �.� • frra6 , 4\ x l 51 -?-7..: 077,)6!‘) Iktis) q-(4,0-1-15 2(33 lb' 54t3 z PC o ✓ 16043 2016.07.11 River Terrace(Lots 190-194)_Calculations.pdf Page 46 of 82 Structural Engineers FE COMMON 1200 WALL D6 J.—Q COMMON H i WALL ROOF BELOW 15'-4" EXTENT OF1'-g. 70Y2 2' 5" 632 { } 1-HR EXT. �. �. 9'-B"4'-10" 4'-10" ` I WALL. PER i DETAIL 3/D6-0 0 SL 410 I -- wdtL BELow--- • —:—_, Ie 1 , 1 Bedroom 2 e a 1 a 1 . FIREPLACE VENT "C I V-1)4' 1 B'-4Y2 1'-8J/ =I it 'I 5 SH. I "0 m 2s"1919: .th= �16 n [WOW 2-0 II I w F�5w a D1 n I 212 �' I O ,n .6 ATTI I �y � 1^'CCE J I -"Ni .n 1 ail qq 0 HOWER •-1 E i 3 m M. Bat 30" 4 HCW = i ! LOW WALL 4'-10Y4 J'-6 4 u '-".r—"NI 42" A.F.F. mom' I Q 1a: 4 SEE SHT. i io C i UB FOR TI' n STAIR 4,--M „® DETAILS I i' RADONREDUCTION iSYSTEM 0 � � 5Yz , ,'- 64 I Ai H I ' a I .1 `' ,E1.:( RA1�ED.CEAiNG:...... - :1 _ I 1 .W.fv' 33. ., ,413V. UPPER FF.:.: I I I I r E EXTENT OF I 1-HR EXT. T- 5-EXOX WALL. PER ' DETAIL 3/D1 I I I I I I I I I 1 4'-11" i 4'-9" i I 11-B♦ 9-8 " I1-7♦ 2-5" ; UNIT K-7(B) UPPER FLOOR PLAN 1/4"=1-O" AMERICAN MODERN 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 47 of 82 SEE SHEET U10 FOR PATIO CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11) ABOVE LOWER FINISHED FLOOR. r 15'-4^ rE COMMON I 11'-103/4' 4Y •_1^ WALL { 20 t CE COMMON WALL I- k6OF nebVE -06 - i GUARDRAIL AT+42 i is ABV. DECK SURFACE o F i, 1 { 4_3^ I 4-3 { 5 3^ y I o Deck I 6" I 1 FLOORI ABOVE 1-61,0 1 -t W I 1-61-5-, SH 6-016-10 SGD SA G 1 a f- 1 I Living m I ; %`-----� It--�--' I I 1 ® TILE HEARTH I • I (OPTIONAL)�y • I FACTORY-BUILT DIRECT VENT GAS V 1 FIREPLACE— ^ I 0i 4 1 D INSULATE FLOOR OVER 1 ~ I UNHEATED SPACE 1 • N I I 1 I 1'-0" 3'-6' . T 1DN I - ■ 0 1 1 LOW WALL 75' 1 42"A.F.F. .- 1 I Dining i ` 101 LOW WALL .� - COM MONE z I COMMON WALL 36'ABV — '-8 hiRU NRAON 1111 D I FURRING TYP. I law SEE SHT. ' 2'-8' RADON U8 FOR STAIR t VENT STACK-r , ' DETAILS \ o ■ n mi1 II,I. - I OPEN RAIL 0/PONY WALL TOP OF WALL +22" ABV. LANDS I ~ " U . TOP OF RAIL +42^ABV. LANDIN 0 g o © I " p �77�� e l 1 v�1 2'-6Y21 3'-1iZ^ 3'-11Y2 : 0 I of INSULATE FLOOR OVER I I 1' UNHEATED SPACE 1 I y FLOOR BELOW ,® ®. I " I-D m I IIS 1 I q o —'�=2:=2-.M= EXTENT OF 7-0 470 XOX II 1-HR EXT. WALL. PER I '® I RtlOFI I DETAIL 3/D1 I BELlOW 1 I L_} I I 4•_10^ } 4- s 1-10^' 2'-2^ II 11'-6^1 9'-8^ 4'-15^ 1 ' 15-4^ } D7 } UNIT K-7(B) MIDDLE FLOOR PLAN 1/4•_1•-0• AMERICAN MODERN 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 48 of 82 SEE SHEET U10 FOR PATIO CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11Ya" ABOVE LOWER FINISHED FLOOR. 15'-4" 0 q COMMON 1 11'-10 " 4YQ r_1- WALL 1I{I{ COMMON I WALL DECK ABOVE r. 1 • z j O U j o� I -2,w a ' . t..-1 I --- -1 T----- DIRECT VENT GAS jj WATER HEATER AND FURNACE DOORS SHALL BE 1 SELF-CLOSING ej 20-MIN. RATED ' Tandem 2-Car Garage ! C U OCCUPANCY I.el WALL FINISH: " ®t—F GWB CEILING FINISH 5b" TYPE X' GWB 4-0 MAL FURN. 1 FIRE-TAPE ALL I_INSUIL GWB WRAP BEAMS ?� C. BELOW CEILING i 1 R3 OCCUP- 1 LEVEL. INSULATE n��_r. o I FLOOR ABOVE. MEC I o j1. "' FURR DOWN - _ I n FOR DUCT RUN .� 3'-6' yl n INSULATE WALL -e PER DETAIL 4/01 _-_ WHERE ADJACENT ik TO HEATED SPACE RADON ---} 1 REDUCTION S 1. SYSTEM . SEE SH T. I ° U8 FOR STAIR DETAILS 1 11"1,-0 O WOOD TREAD. MAX. -- U' 16 RISER 8" (REMOVE •.t D5 II STEPS AS REQUIRES•_ PER SITE CONDITION, 4.G MAX 1 TREAD) " t O`r I ry'1* I lo 3I ID ji�� _�, _O SOHO o II 1 p.J �L o Fl10-OR7,n6VEr"-- - , 1117 5' "} -1Y2 y 4'-10Y2 2' 4:" -6Y2 2'- a 421 I ,/_ ; I Porch �_ T? ROOF ABOVE 4 9-6 -0; 4-4" UNIT K-7(B) LOWER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 49 of 82 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K7(B) Step# 2012 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= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usos.qov/desionmaps/us/application.php http://earthq uake.u sqs.qov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 . Figure 1613.5.3(2) Table 11.4-2 SMs=Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM1=F„*S1 SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3`SM1 Sal- 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6,5', N/A Table 12.2-1 13.(N&S) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor t2o= 3.0 N/A Table 12.2-1 14.(E&W) 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 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 50 of 82 SHEET TITLE: CT PROJECT#: Unit K7(B) SDs= 0.70 h„ = 25.92(ft) Sol= 0.44 x= 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.41 k= 1'ASCE 7-10(Section 12.8.3) 11= 6'ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=SD1 I(1-*(R/lE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(S01*TO/(T2*(R/lE)) (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 S1)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„, = DIAPHR. Story Elevation Height AREA DL w; w; *h,k wX *hzk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) >w, *h,k Vi DESIGN Vi Roof - 25.92 25.92 598 0.030 17.94 464.9 0.49 2.03 2.03 3rd(uppr) 8.08 17.83 17.83 598 0.030' 17.94 319.9 0.34 1.40 3.43 2nd(main) 8.92 8.92' 8.92 598 0.030' 17.94 160.0 0.17 0.70 4.13 1st(base) 8.92 0:00' SUM= 53.8 944.8 1.00 4.13 E=V= 5.78 E/1.4= 4.13 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 51 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K7(B) F-B S-S ASCE IBC Ridge Elevation(ft)= 44.00 40:00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. A_ Building Width= 19,0 4010,ft. Basic Wind Speed s s..a,.,= 110 110mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable Pss0A= 24.1 24.1',psf Figure 28.6-1 Paso.= 3.9 3.9 psf Figure 28.6-1 P830D= :17.4 17.4,psf Figure 28.6-1 P330 D= 4.0 40 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 0:00(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) N*K.*Iw*windward/lee: 1.00 0.00 Ps=) *Kzt*I*PUo= (Eq.28.6-1) Ps= 24.10 0.00 psf (Eq.28.6-1) Pse= 3.90 0.00 psf (Eq.28.6-1) psc= 17.40 0.00 psf (Eq.28.6-1) Ps o= 4.00 0.00 psf (Eq.28.6-1) PsA.ndcaverage= 20.8 0.0 psf PsBend Daverage= 4.0 0.0 psf a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 7 28 MAIN WIND-ASCE CHAPTER 28 PART 2 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. 18 pat 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) 44.00 18.1 0 217 0 126.6 0 217 0 506.3 Roof 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 6.7 0.0 3.01 6.73 6.73 6.73 0.00 0.00 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 2.6 0.0 3.49 2.58 2.58 9.31 0.00 0.00 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 2.7 0.0 3.66 2.71 2.71 12.02 0.00 0.00 0.00 0.00 1st(base) 8.92 0.00 AF= 751.3 AF= 1582 12.0 0.0 V(F-B). 12.02 V(S-S). 0.00 kips kips kips kips 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 52 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K7(B) 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 - 25.92 25.92 0.000.00 0,00 0.00 6.73 6.73 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00' 0.00 2.58 9.31 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00' 0.00 2.71 12.02 0.00 0.00 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 12.02 V(SS)= 0.00 kips kips kips kips DESIGN WIND-MinJPart 2IPart 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 8.08333 17.8333 17.8333 6.73 4.04 4.04 0.00 0.00 0.00 3rd(uppr) 8.91667 8.91667 8.91667 2.58 1.55 5.59 0.00 0.00 0.00 2nd(main) 8.91667 0 0 2.71 1.63 7.21 0.00 0.00 0.00 1st(base) 0 0 V(F-B). 7.21 V(S-S)= 0.00 kips kips 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 53 of 82 Design Maps Summary Report Ems Design Maps Summary Report User-Specified Input Building Code Reference Document unCode (which2012 utilizes USGSInternational hazardBdataildig available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III ,. / r „,,,,,•:„Ac-,,,,,,7,.i,;;;...-,,,,,, ?,,,,,,:ei,--, :,.' 4 '.-,:i!-' - '::::,:'?,,,,,*.or-,;:,, „,,..4 ,,,.,„„,,,..,.,,,,,„„.:,:,--,,,",.6,w-P,-,, ','---,r*,A-tll-r'. ' aF m, t't '4.1' ' •.2.' ' ' '--',,,,-.,---.7; , IC / •# / / € .4a.i. t .a � SAE, a., ! �, +.. ..,° _ USGS-Provided Output Ss = 0.972 g SMs = 1.080 g Soy = 0.720 g S1 = 0.423 g SM: = 0.667 g So, = 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. SCEMCER Response Spectrum 000 Design Response Spectrum 0,00 o. i O t 0.04 0.00 0. 0," v 0 40 au cat i9 22 034 coo oo 2.00 0,00 Olt 0.00 0. 0.t0 0.40 040130',1i. 1.40 1,00 i.t 9 2.00Period 0.00 0.2* 0.40 0.00 0, 2.00 i. D i 0 i. S i. Tt P.riod.Tds ? 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. 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 54 of 82 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.phOtemplate=minimal&latit... EMS Design Maps Detailed Report 2012 International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain S1). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)r1' SS = 0.972 g From Figure 1613.3.1(2)12' S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard —Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs N or Na, s. A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil X500 ft/s <15 -----<—OOG c - Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength su < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 - 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 55 of 82 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss= 0.972 9, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F,, Site Class Mapped Spectral Response Acceleration at 1-s Period S, <_ 0.10 S1 = 0.20 S1 = 0.30 S, = 0.40 S, >_ 0.50 , A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and Si= 0.423 g, F.= 1.577 16043_2016.07.11_RiverTerrace(Lots 190-194)_Calculations.pdf Page 56 of 82 Equation (16-37): SMS = FaSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SMS = FSS, = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = SMS = % X 1.080 = 0.720 g Equation (16-40): SD, = % SM, = 2/3 x 0.667 = 0.445 g 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 57 of 82 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sos I or iI III IV Soy < 0.167g A A A 0.167g <_ SDS< 0.33g B B C 0.33g <_ Sps< 0.50g C C D 0.50g <_ SDS D D D For Risk Category= I and Sr,.= 0.720 g,Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF S01 I or II III IV Sol < 0.067g A A A 0.067g <_ So1 < 0.133g B B C 0.133g <_ Sol < 0.20g C C D 0.20g <_ Sol D D D For Risk Category =I and SDI= 0.445 g,Seismic Design Category= D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category E "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 58 of 82 li SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K7(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.03 kips Design Wind F-B V i= 4.04 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum SeisMic V i= 2.03 kips Sum Wind F-B V I= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 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 ere. C 0 w dl V level V abv. V level V abv. 2wih v i Type Type V i OTM RQTM Unet Usum OTM RQTM Unet Usum Usum HD (silt) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) R A.3a 108 10.8 10.8 1.00 0.15 0.73 0.00 0.37 0,00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 A A.3b 82.92 8.3 8.3 1,00 0.15 0.56 0.00 0.28 0.00 1.00 1.00 34 P6TN P6TN 68 2.25 4.59 -0.31 -0.31 4.48 3.40 0.14 0.14 0.14 A A.3c 108 10.8 10.8 1.00 0.15 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 - - 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 B B.3a 131.2 10,8 10.8 1.00 0.15 0.89 o.00l 0.45 0.00 1.00 1.00 41 P6TN P6TN 82 3.57 7.80 -0.42 -0.42 7.08 5.78 0.13 0.13 0.13 B B,3b 167.8 13,8 13.8 1.00 0,15 1.13 0.00 0.57 0.00 1.00 1.00 41 P6TN P6TN 82 4.56 12.76 -0.63 -0.63 9.06 9.45 -0.03 -0.03 -0.03 B B.3c 0 ` 0.0 0.0 1.00 0.15 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 0.00 598 54.3 54.3 =L eff. 4.04 0.00 2.03 0.00 EVnnd 4.04 EVEQ 2.03 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 59 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K7(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V I= 1.40 kips Design Wind F-B V I= 1.56 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.43 kips Sum Wind F-B V I= 6.59 kips Min.Lwall= 2.57 ft. per SDPWS-08 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 di V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTrt Unet U,0, OTM Roan Unet Ueum Ueu, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 108 10.8 10.8 1.00 0.15 0.26 0.63 0.23 0.32 1.00 1.00 51 P6TN P6TN 83 4.96 7.80 -0.28 -0.76 8.02 5.78 0.22 0.23 0.23 A A.2b 80.4 8,0 8.0 1.00 0.15 0.19 0.47 0.17 0.24 1.00 1.00 51 P6TN P6TN 83 3.69 4.32 -0.09 -0.39 5.97 3.20 0.38 0.52 0.62 A A.2c 155.8 15.5 15.5 1.00 0,15' 0.37 0.91 0.34 0.46 1.00 1.00 51 P6TN P6TN 83 7.16 16.22 -0.61 -1.09 11.57 12.01 -0.03 -0.02 -0.02 - - 0 6,0 6,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 1.00 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 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 B B.2a: 0 ' 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 -0.42 0.00 0.00 0.00 0.13 0.13 B B,2b 0 s 0.0 0.0 1,00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 -0.63 0.00 0.00 0.00 -0.03 -0.03 B B.2c 305.1 'J 25.0 25.0 1.00 0.15 0.73 2.02 0.66 1.02 1.00 1.00 67 P6TN P6TN 110 15.05 42.19 -1.12 -1.12 24.71 31.25 -0.27 -0.27 -0.27 - - 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 649.3 65.3 65.3 =L eff. 1.55 4.03 1.40 2.03 1.00 'V,vnd 5.58 YVEQ 3.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 60 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K7(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seisnic V i= 0.70 kips Design Wind F-B V i= 1.63 kips Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seis lc V I= 4.13 kips Sum Wind F-B V i= 7.21 kips Min.Lwall= 2.57 ft. per SDPWS-08 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 elf. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM Unet U.um OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A Ala 97.99 9.8 9,8 1.00 0.15 0.22 0.4 0.10 0,30 1.00 1.00 41 P6TN P6TN 73 3.60 6.42 -0.31 -1.07 6.45 4.75 0.19 0.41 0.41 A Alb 0 0,0 0.0 1.00 0,15 0.00 0. 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 -0.39 0.00 0.00 0.00 0.52 0.62 A A.1c 211.1 21.0 21.0 1.00 0.15 0.48 1.06 0.21 0.66 1.00 1.00 41 P6TN P6TN 74 7.77 29.77 -1.08 -2.17 13.89 22.05 -0.40 -0.43 -0.43 - - 0 6,0 6,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 1.00 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 B 8.1a 142.4 11.7 11.7 1.00 0,15' 0.33 0.97 0.14 0.59 1.00 1.00 63 P6TN P6TN 111 6.59 9.19 -0.24 -0.66 11.69 6.81 0.44 0.57 0.57 B B.lb 137.3 11.3 11.3 1,00 0.15 0.31 0.94 0.14 0.57 1.00 1.00 63 P6TN P6TN 111 6.36 8.54 -0.21 -0.21 11.27 6.33 0.47 0.47 0.47 B B.1c 122 10.0 10.0 1.00 0.00 0.28 0.80 0.12 0.51 1.00 1.00 63 P6TN P6TN 111 5.65 0.00 0.61 -0.51 10.02 0.00 1.07 0.80 0.80 - - 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 0.0 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 1.00 000 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 - - 4 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 0.01 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 0.001 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 0.001 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 0.001 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 0.001 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 0.001 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 0.00 710.8 69.7 69.7=L eff. 1.63 4.30 0.70 2.63 EV„;nd 5.92',EVEQ 3.33 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043 2016.07.11 River Terrace(Lots 190-194) Calculfltions.pdf Page 61 of 82 SHEET TITLE: LATERAL S•S(side to side), CT PROJECT#: Unit K7(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.03 kips Design Wind Fa V I= 0.00 kips Max,aspect= 3.5SDPWS-08 Table 4.3.4 Sum Seismic V I= 2.03 kips Sum Wind F-B V 1= 0.00 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wnd E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wind Wind Wind Max. Wall ID T.A. Lwall LDL C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM U„e1 Usum OTM Ram line 'Alum Usum HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) P (Plf) (Pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kiP) (kip) 1 1.3a 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 1 1.3b 299 4.3 :4.3 1.00 0.15' 0.00 0.00 1.02 0.00 1.30 1.00 305 P4 --- 0 10.57 1.27 2.54 2.54 0.00 0.94 -0.26 -0.26 2.54 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 2 2.3a 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 d 4.3a 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 4 4.3b 299 4.0 4.0 1.00 0.20' 0.00 0.00 1.02 0.00 1.30 1.00 330 P4 - 0 10.57 1.44 2.74 2.74 0.00 1.07 -0.32 -0.32 2.74 598 8.3 8.3=L eff. 0.00 0.00 2.03 0.00 EV aimf 0.00 EVE° 2.03 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.07.11_River Terrace(Lots 190-194) Calculations.pdf Page 62 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K7(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seis V i= 1.40 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seis V i= 3.43 kips Sum Wind F-B V I= 0.00 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall Logy ere. C 0 w dl V level V abv,1 V level V abv. 2w/h v i Type Type v i OTM RoTM U„et U.,,,,, OTM Row Unet U,,,m U,rm (soft) (ft) (ft) (klf) (kip) (ki4) (kip) (kip) P (p11) (Pif) (kip-ft) (kip-ft) (kilo) (kit)) (kip-ft) (kip-ft) (kip) (kilo) (kip) 1 1.2a 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 1 1.2b 299 4.3 4.3 1.00 0.15 0.00 0.00 0.66 1.02 1.30 0.96 522 P2 --- 0 19.59 1.27 5.00 7.53 0.00 0.94 -0.26 -0.51 7.53 - 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 2 2,3a 0 0,0 0.0 1.00 0,00 0.00 0.001 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 0.001 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 4 4,2a 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 4 4.2b 336.4 4.5 4,5 1.00 0.20 0.00 0.00' 0.74 1.02 1.30 1.00 507 P2 --- 0 20.55 1.82 4.89 7.62 0.00 1.35 -0.35 -0.67 7.62 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 0 0.0 0,0 1.00 0.00 0.00 0.001 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 a.00 0.00 0.oa', 0.00 0.00 1.00 0.00 D- 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'i 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 0.001 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 I 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 0.001 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 1 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 I 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 0.001 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-- -- 00.00 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 1 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'i1 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 0.00 635.4 8.8 8.8=L eff. 0.00 0.00 1.40 2.03 2;V„;ea 0.00 ).VEQ 3.43 Notes: * denotes a wall under a discontinuity " denotes a wall with force transfer *** denotes a TJSB 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 63 of 82 i SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K7(B) Diaph.Level: 2nd(main) Panel Height= 8 ft. Seismic V i= 0.70 klps Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V 1= 4.13 kips Sum Wind F-B V i= 0.00 klps Min.Lwall= 2.29 ft. per SDPWS-08 HD Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 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 en. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Un,t Usurn Us. OTM ROTM Unet Usum Usum (sgft) (ft) (ft) (kif) (kip) (kip) (kilo) (kip) p (Plf) (Of) (kip-ft) (kiP-ft) (kip) (kilo) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2e 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 -998- CONCRETE RETAINING WALL 1 1.2b 124.5 5.5 9.5 1.00 0.20 0.00 0.00 0.12 1.67 1.30 1.00 423 P3 0 18.63 4.70 2.88 10.42 0.00 3.48 -0.72 -1.23 40,42- CONCRETE RETAINING WALL - - 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 2 2,3a 299 5.5 5.5 -1.00 0,15' 0.00 0.00 0.28 0.00 1.00 1.00 67 PSTN 0 2.93 2.04 0.18 0.18 0.00 1.51 -0.31 -0.31 0.18 - - 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 4 4.2a 200.9 4.0 11,3 1.00 0.15 0.00 0.00 0.19 0.00 1.00 1.00 152 P6 0 1.97 3.06 -0.33 2.35 0.00 2.27 -0.68 1.46 2.35 SIMPSON SWSB 12x8 4 4.2b 117 2.3 11.3 1.00 0.151 0.00 0.00 0.11 1.76 1.30 0.58 297 P4 0 19.42 1.78 1.09 4.18 0.00 1.32 -0.79 1.19 4.18 SIMPSON SWSB 12x8 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ;0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 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 0.00 741.4 17.3 17.3=Leff. 0.00 0.00 0.70 3.43 EV,„„d 0.00 EVEQ 4.13 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.07.11_River Terrace(Lots 190-194)_Caiculations.pdf Page 64 of 82 I JOB#: Unit K7(B) ID: 4.1a&4.113 wd/= 150 Of V eq 2673.4 pounds V1 eq= 1689.4 pounds V3 eq= 984.1 pounds V w= 0.0 pounds V1 w= 0.0 pounds V3 w= 0.0 pounds ♦ ► v hdr eq= 236.0 plf -- AH AH head= A v hdr w= 0.0 plf 1 v Fdragl eq= 746 F2 eq= 434 A Fdragl w= 6 F2 . 0 H pier= v1 eq= 422.3 plf v3 eq= 453.2 plf 5.0 v1 w= 0.0 plf v3 w= 0.0 plf feet H total= 2w/h= 1 2w/h= 0.932 9 • I Fdrag3 eq= 7 • F4 e.- 434 feet A Fdrag3 w= 0 F4 w= 0 P3 E.Q. 2w/h= 1 #N/A WIND H sill= v sill eq= 236.0 plf 3.0 EQ Wind v sill w= 0.0 plf feet OTM 24061 0 R OTM 8665 6418 T • UPLIFT 1510 -629 UP above 0 0 UP sum 1510 -629 H/L Ratios: L1= 4.0 L2= 5.0 L3= 2.3 Htotal/L= 0.79 Hpier/L1= 1.25 o.1 Hier/L3= 2.15 p L total= 11.3 feet E_ 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 65 of 82 ESR-2652 I Most Widely Accepted and Trusted Page 8 of 22 TABLE 3-STRONG-WALLeSB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES''=" Seismic(SDC.0 E) Wind(SDC NB). Hold-down • Hold down Nomipal Dflftat !r Driflat Model No Width Height Allowable . Allowable.' Uplift at Allowable, Allowablo Uplift al', Sher(Iba) Allowable Spear(lbs) Shear((n) Allowable, (1^) ` •(1�) Shear(In)'- Shear CIba) Shear(lbs) SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 5600 0.30 13495 6160 0.33 14845 SWSB 24x7 24 78 10300 029 20800 10400 0.30 21000 SWSB`12x75 121 855: x;,:'2520 0,32 ., 9920 1 2770 ';i 0,35 • 10905 SWSB 1.8x7 5 18 ' 85 5 5380 034,` 14215 6910 0;37 15616 SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 SWSB 16x8 18 93.25 5150 0.37 14840 5665 0.40 18325 SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWSB;12x9 �2 105.25 1560 043 9570 1780 0 4 107801., 6W63:1isx9 18 10525 ' 3810 043 13770 4180 0151 r 15105 '` ` S VSti 24x9 24 •105.25 7810 d 42 2x 280 0{,47 SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 r, SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 SWSB12x7 5 J2 85 5 1 1200 0 31 0409T. ; 13120 - 0 38 10390 `; SWSB 16x7 5 18' 856 1 2625 0 33 13870 2885 i 0'40 15245 A: SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 • m.a SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 SWSB 24x8 24 93.25 4435 0,37 21415 4880 0.42 23560 ` ,S�VS8.12x9 12 105 2S 790 043 9570` 890 r 0 48 10780 I r ' SWSB';18x9 18 10525 r` 1905 s 043 137701 to 2090 0.5� a 151.05 ;y 7 SWSB 241c9 v z4 105 25 3905 0 42 a 212>;0 ; 4295 • 0 47 } 23405" 3' For SI:1 inch=25.4 mm,1 lb.=4.45 N,1 pif=14.6 N/m. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 2Hold-down uplift at allowable shear is based on a moment arm of 8.688 inches,14.563 inches and 19.313 inches for 12-inch,18-inch and 24-inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-inch panels 93.25 inches or less in height,respectively.In-plane shear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No increase for duration of load is allowed. 3Panels may be trimmed to a minimum height of 74i4 Inches.For panels trimmed to a height less than 78 Inches,use allowable shear values shown for 78 inches height To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 16043_2016.07.11 River Terrace(Lots 190-194)_Calculations.pdf Page 66 of 82 —, N 4x12 HDR 0 o HUC 6 HU(;416 1$ x � 1 I 010- , jll3o cI 7-x . �• 4x14. 1'1 --x 0 I m Bi 1 UP BED m LL I DN TO - G- Iul G 1. 4t-' FLOOR G.T. 6 59.0 ' II II 20 AT BLDG. j! 59.0 STEP I20" OPEN `YEB JOISTS 0 19.2" O.C. L I I N TW. I I II '® AT STEP I '.© 'FLOOR GIRDER p, V;r— Q III `� I ` HI T420 11 1 T1P. 'mg I I I I I\ I AT BLDG 01/0 II I I �1 ¢SUP TO I I i I I STE 0 Iin I BATH TAIfi I TYP.� TLL=,[I____, , F AMIIG I AT BLDG.Q IIr ,i STEP 112, ,{ !i DN 10�� ' ,I I I 'I I I Fl DINING -. I I I --, 'F. . ;,--, ir III i 1 ` 1 "x20" I _ LVL FB j' 1 j IIj h; go 11 1 I I ' 1 I LIPID] ON TO _ M. BED!iv)...IKITCHEN :i; - ,_--- (2)134"•20" LVL FB UPPER FLOOR UNIT K-7(B) FRAMING PLAN 1/4"=1-O" AMERICAN MODERN 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 67 of 82 SEE SHEET U10 FOR PATIO CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11Ya" ABOVE LOWER FINISHED FLOOR. i'''' .1 ''• 18 S9. POST ABOVE POST ABOVE �, r Ark I .. 6x6 P.T. POST W/ P T. 4x1: HDACE6 POST CAP 36 - Q HIN �� TYP. BEARING 111 'STUDS ABV. .' , 2x8 P.T.Ii EOCF I• `T ' III II n mo C) i0 o II a TYP. o 5� ®Z I 11 AT BLDG. N59.. STEP I U- ®TYP. ren1 O AT BLDG. S9.0 a, I STEP GT ABOVE MB5 �� GT ABOVE 3Ys x 014CASCAD= S.L HD '-\} TYP.O I 1 fI` - I AT BLDG V4 i r I STE' 1 I i TYP.O I k IIIr.. , AT BLDG. AM LW/ I STEP 8 PoODL FkJSH W/J5t), II I\ I I 1 \ 1 11 1 \ I ' \ -� ME4 `` /I \I\ I 3 x10 CASJADE S.L. h1 R I \ 1 I PJST 1 1 I I ABDVE I II (STAIR\i I FRAMING' -4 le� . HU4101I , k-, Um11 I x9-B 1 1 �.. cl91 'DI To I Il , _,E JTR 01• I ©x. 1� I 1 "x1014" CASCADE— ,o; 1 I- .1 Ititi [5Et ' BUNDLED STUDS %x9Yi" RIGIDLAM L a FOR HDR ABV. I W '`PORCH ROOF ® I N o I SYMMETRICAL 1 ABOUT THIS LINE 6x6 W/Ac - CONT. TO POST AT 1 8`� ADJACENT UNIT I cc 4x8 HD L J MAIN FLOOR UNIT K-7(B) FRAMING PLAN 1/4"=l'-0" AMERICAN MODERN 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 68 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Lic.#: KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams W" . Des ! UB1 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=3.0 ft Design Summary %!,41.%017g) Max fb/Fb Ratio = 0.327. 1 fb:Actual: 321.48 psi at 4.250 ft in Span#1 Fb:Allowable: 982.51 psi Load Comb: +D+L+H Max fv/FvRatio= 0.154: 1 A A fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.501t,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.035 in Downward Total 0.052 in Left Support 0.42 0.51 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.42 0.51 0.32 Live Load Defl Ratio 2943>360 Total Defl Ratio 1952 >180 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 69 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 ..._. ?fit � I,.. Lic.#:KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams W Beam ©e •i1 MB1 f✓ \.w,, .04 ,.\l. ,. /<, ,,,;;,,,,,V„- '.. ,.a .- a\\ ..Vii.. ... t4 ,.: ,,Per . „,.,.cso -4,r,tscglft BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Wood Grade: Fb-Tension 1,000.0 psi Fc-Prll 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Design Summary D 0.1950 L 0.520 Max fb/Fb Ratio = 0.368. 1 fb:Actual: 367.28 psi at 1.500 ft in Span#1 Fb:Allowable: 999.05 psi • Load Comb: +D+L+H 11111 Max fv/FvRatio= 0.683: 1 A A fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.0 ft,2-298 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.78 Live Load Defl Ratio 4679 >360 Total Defl Ratio 3403 >180 B esigil MB2 h i,tion J i O6 1 S9-05 ,,, :off a\ ; .. � � �„ \\\ ...- r �, MPS,i, 20 ,rr l.. a..:..1' !A �,���-.. BEAM Size: 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 9.a0 4 Point: D=0.120, L=0.320 k @ 4.50 ft Design Summary - - a°"""""' Max fb/Fb Ratio = 0.498. 1 D 0.0150 L 0.040 fb:Actual: 985.10 psi at 4.500 ft in Span*11111m1.1` __ Fb:Allowable: 1,977.35 psi Load Comb: +D+L+H ��s vim.. .;,.,� w .,, �q �e ID . Max fv/FvRatio= 0.164: 1 A A fv:Actual: 50.69 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.011 1.754.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D I. Li S W E H Downward L+Lr+S 0.141 in Downward Total 0.194 in Left Support 0.16 0.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 1.55 Live Load Defl Ratio 851 >360 Total Defl Ratio 619>180 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 70 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 = Lic.#•KW 06002997 e/ 1y/MB4 Licensee c teng engineering n 9 -. i . / N .` �� Z117 r,� , s � s; ,, NDS1 # 2* Boo7 yrs BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-PrIl 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.965. 1D 0.180 L 0.480 fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi ;�. . .� ... n. Load Comb: +D+L+H • _ . . ,,,� • Max fv/FvRatio= 0.559: 1 A A fv:Actual: 148.04 psi at 0.000 ft in Span#1 11.50 ft, 3.125x10.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.350 in Downward Total 0.481 in Left Support 1.04 2.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.04 2.76 Live Load Defl Ratio 394>360 Total Defl Ratio 286 >180 B13� WOO, MB5 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point: D=0.420, L=0.510, S=0.320 k @ 10.250 ft Design Summary as„.,u,•,qS,,. Max fb/Fb Ratio = 0.746. 1 D 0.120 L 0.320 fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 '''• r Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H : � p.. ..,: ..:a .,r.< Max fv/FvRatio= 0.533: 1 A • fv:Actual: 141.21 psi at 0.000 ft in Span#1A Fv:Allowable: 265.00 psi 11.50 ft, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.287 in Downward Total 0.402 in Left Support 1.11 •2.35 0.32 Upward L+Lr+S 0.000 in _ upardTotal 0.000 in - Suppert 1.11 .2.35 - - -0;32 Live Load Deft Ratio 480>360 Total Deft Ratio 343>180 .7ood 51 MB6 AW/4 �? r s �NdSroaC O � �Cok BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.943. 1 D 0.0750 L 0.20 fb:Actual: 738.92 psi at 5.750 ft in Span#1 Fb:Allowable: 783.50 psi -i .. Load Comb: +D+L+H •.�.� �., .':7• .,.� ._... . _� ...:. .. • Max fv/FvRatio= 0.351: 1 A A fv:Actual: 50.60 psi at 0.000 ft in Span#1 11.50 ft, 4x12 Fv:Allowable: 144.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.119 in Downward Total 0.164 in Left Support 0.43 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000.in Right Support 0.43 1.15 Live Load Defl Ratio 1158 >360 Total Defl Ratio 842>180 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 71 of 82 Title: Job# Dsgnr: ARS Date 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev 580010 Page 1 User.KW-0602997,Ver5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design 1soal.ecwPaiculaeo1 _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL(0 TO 4'-0") Criteria Soil Data Footing Strengths&Dimensions l Retained Height = 3.50 ft Mow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As% 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft = Toe Width 0.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.00 Soil Density = 110.00 p f Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm= 3.00 in Axial Load Applied to Stem ` AxialAxial DeadLiLoad ve 150.0 lbs Axial Load Eccentricity = 0.0 in \ Load 250.0 lbs Design Summary 0 Stem Construction 0 Top Stem Stem OK Total Bearing Load = 1,635 lbs Design height ft= 0.00 ...resultant ecc. = 1.93 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,213 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 422 psf OK Rebar Spacing = 16.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,531 psf fb/FB+fa/Fa = 0.068 ACI Factored @ Heel = 533 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft4= 425.2 Footing Shear @ Heel = 9.7 psi OK Moment Allowable = 6,234.5 Allowable = 93.1 psi Shear Actual psi= 4.9 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 3.19 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 354.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi Fs psi= Solid Grouting = FootingDesign Results Special Inspection - Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,531 533 psf Equiv.Solid Thick. = Mu':Upward = 181 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 26 563 ft4 Concrete Data Mu: Design = 155 563 ft4 fc psi= 3,000.0 Actual 1-Way Shear = 0.00 9.69 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 72 of 82 1 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: KW-0602997, W-06 Ver Page 2 1 —User 3-203ENE,CALC n 1-Dec-2003 Cantilevered Retaining Wall Design (c)19832003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(0 TO 4'-0") Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 354.4 1.50 531.6 Soil Over Heel = 320.8 1.58 508.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 0.83 125.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Total = 354.4 O.T.M. = 531.6 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 300.0 1.00 300.0 Vertical Loads used for Soil Pressure= 1,635.0 lbs Key Weight = Vert.Component = 214.2 2.00 428.3 Vertical component of active pressure used for soil pressure Total= 1,385.0 lbs R.M.= 1,694.7 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 73 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 18041.ecw:Calculations Description CANT RET WALL(4'-1"TO 6'-0") Criteria 0 Soil Data 1 Footing Strengths&Dimensions I Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf fc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As0.0014 Heel Active Pressure 35.0 psf/ft Toe Width = 1.00 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.50 Soil DensityWater height over heel = 0.0 ft = = 110.00 p cf Footing Thickness 12.00 in FootingliSoil Friction = 0.300 _ Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ‘ Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in -� Axial Live Load = 250.0 lbs Design Summary r Stem Construction 0 Top Stem Stem OK Total Bearing Load = 2,326 lbs Design height ft= 0.00 ...resultant ecc. = 2.79 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,449 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 412 psf OK Rebar Spacing = 16.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,685 psf fb/FB+fa/Fa = 0.265 ACI Factored @ Heel = 479 psf Total Force @ Section lbs= 899.9 Footing Shear @ Toe = 4.0 psi OK Moment....Actual ft-= 1,649.9 Footing Shear @ Heel = 16.1 psi OK Moment Allowable = 6,234.5 Allowable = 93.1 psi Shear Actual psi= 12.1 Wall Stability Ratios Overturning = 2.27 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht.in= 6.00 Lateral Sliding Force = 739.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = FootingDesign Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,685 479 psf Equiv.Solid Thick. = Mu':Upward = 762 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 105 1,000 ft-# Concrete Data Mu: Design = 657 1,000 ft-ft fc psi= 3,000.0 Actual 1-Way Shear = 4.02 16.08 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 74 of 82 Title: Job# Dsgnr. ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(4'-1"TO 6'-0") Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ftp lbs ft ft-# Heel Active Pressure = 739.4 2.17 1,602.0 Soil Over Heel = 504.2 2.08 1,050.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 1.33 200.0 Load©Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.33 800.0 Total = 739.4 O.T.M. = 1,602.0 Earth©Stem Transitions= Resisting/Overturning Ratio = 2.27 Footing Weight = 375.0 1.25 468.7 Vertical Loads used for Soil Pressure= 2,326.0 lbs Key Weight = Vert.Component = 446.9 2.50 1,117.1 Vertical component of active pressure used for soil pressure Total= 2,076.0 lbs R.M.= 3,636.2 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 75 of 82 Title: Job# Dsgnr. ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010Page 1 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design , ,,�,,,,:ca,�a5ons _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL(6'-1"TO 8'-0") Criteria 0 Soil Data I Footing Strengths&Dimensions M Retained Height = 7.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Toe Width = 1.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.00 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 3.50 Water height over heel = 0.0 ft Soil Density = 110.00 pcf Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover©Top = 3.00 in ©Btm.= 3.00 in Axial Load Applied to Stem ‘ Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary 0 Stem Construction I Top Stem Stem OK Total Bearing Load = 3,589 lbs Design height ft= 0.00 ...resultant ecc. = 3.19 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure©Toe = 1,492 psf OK Rebar Size = # 5 Soil Pressure©Heel = 558 psf OK Rebar Spacing = 12.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored©Toe = 1,676 psf fb/FB+fa/Fa = 0.510 ACI Factored @ Heel = 627 psf Total Force©Section lbs= 1,673.4 Footing Shear @ Toe = 10.5 psi OK Moment....Actual ft4= 4,183.6 Footing Shear©Heel = 30.6 psi OK Moment Allowable = 8,206.3 Allowable = 93.1 psi Shear Actual psi= 22.5 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.36 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Caics Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 1,264.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = FootingDesign Results Special Inspection - 9 Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,676 627 psf Equiv.Solid Thick. _ Mu':Upward = 1,717 0 ft4 Masonry Block Type= Normal Weight Mu':Downward = 236 2,945 ft-ft Concrete Data psi= 3,000.0 Mu: Design = 1,480 2,945 ft4 Actual 1-Way Shear = 10.46 30.58 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:#4@ 17.00 in,#5@ 26.25 in,#6©37.00 in,#7©48.25 in,#8©48.25 in,#9©4 Key Reinforcing = None Spec'd Key: No key defined 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 76 of 82 Title: Job# Dsgnr. ARS Date: 4:21 PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Lk Rev: KW-06Ver Page 2 1 User.3-2003 E E CALL n 1 Engineering o Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering SoRwan: 16041.ecw:Calculations Description CANT RET WALL(6'-1"TO 8'-0") Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft-it Heel Active Pressure = 1,264.4 2.83 3,582.4 Soil Over Heel = 1,100.0 2.83 3,116.7 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = • Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 1.83 275.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 800.0 1.83 1,466.7 Total = 1,264.4 O.T.M. = 3,582.4 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.36 Footing Weight = 525.0 1.75 918.7 Vertical Loads used for Soil Pressure= 3,589.1 lbs Key Weight = Vert.Component = 764.1 3.50 2,674.5 Vertical component of active pressure used for soil pressure Total= 3,339.1 lbs R.M.= 8,451.6 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 77 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(8'-1"TO 10'-0") Criteria 0 Soil Data I Footing Strengths&Dimensions M Retained Height = 9.50 ft Allow Soil Bearing = 2,000.0 psf fc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As0.0014 Heel Active Pressure = 35.0 psffft Toe Width = 2.00 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingIiSoil Friction = 0.300 _ Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem II Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary 0Stem Construction 1 Top Stem Total Bearing Load = 5,157 lbs Design height ft= 0.00 ...resultant ecc. = 3.39 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,578 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 714 psf OK Rebar Spacing = 9.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,733 psf fb/FB+fa/Fa = 0.791 ACI Factored @ Heel = 784 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 17.6 psi OK Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 49.5 psi OK Moment Allowable = 10,752.8 Allowable = 93.1 psi Shear Actual psi= 36.2 Wall Stability Ratios Overturning = 2.42 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 7.46 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,733 784 psf Equiv.Solid Thick. = Mu':Upward = 3,184 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 420 6,446 ft4 Concrete Data Mu: Design = 2,764 6,446 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 17.56 49.50 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 17.00 in,#5©26.25 in,#6@ 37.00 in,#7@ 48.25 in,#8@ 48.25 in,#9©4 Heel Reinforcing = None Spec'd Heel:#4@ 10.50 in,#5©16.50 in,#6@ 23.25 in,#7©31.50 in,#8@ 41.50 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 78 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev. 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calwlations Description CANT RET WALL(8'-1"TO 10'-0") Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 1,915.8 3.58 6,865.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 2.33 350.0 Load©Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 2.33 2,333.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth©Stem Transitions= Resisting/Overturning Ratio = 2.42 Footing Weight = 675.0 2.25 1,518.7 Vertical Loads used for Soil Pressure= 5,156.9 lbs Key Weight = Vert.Component = 1,166.0 4.50 5,247.2 Vertical component of active pressure used for soil pressure Total= 4,906.9 lbs RM.= 16,314.4 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 79 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Design Desi n -(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calwlations Description CANT RET WALL(10'-1"TO 12'-0") Criteria I Soil Data 1Footing Strengths&Dimensions M Retained Height = 11.50 ft Allow Soil Bearing = 2,000.0 psf fc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 2.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.00 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 5.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 15.00 in FootingllSoil Friction = 0.300 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs _Design Summary 0 Stem Construction 1 Top Stem Stem OK Total Bearing Load = 7,302 lbs Design height ft= 0.00 ...resultant ecc. = 4.20 in Wall Material Above"Ht" = Concrete ThSoil Pressure Toe = 1,835psf OK Rebar ness = 8.00 @ Rebar Size = # 5 Soil Pressure @ Heel = 821 psf OK Rebar Spacing = 6.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,983 psf fb/FB+fa/Fa = 0.969 ACI Factored @ Heel = 887 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 17.5 psi OK Moment....Actual ft-= 15,082.0 Footing Shear @ Heel = 55.6 psi OK Moment Allowable = 15,562.2 Allowable = 93.1 psi Shear Actual psi= 53.0 Wall Stability Ratios Overturning = 2.39 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 9.25 Lateral Sliding Force = 2,844.8 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi Solid Grouting = Footing Design Result v Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,983 887 psf Equiv.Solid Thick. = Mu':Upward = 5,677 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 820 12,356 ft-# Concrete Data Mu: Design = 4,856 12,356 ft4 fc psi= 3,000.0 Actual 1-Way Shear = 17.50 55.56 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4©12.50 in,#5©19.50 in,#6©27.50 in,#7@ 37.50 in,#8©48.25 in,#9©4 Heel Reinforcing = None Spec'd Heel:#4©7.50 in,#5©11.50 in,#6©16.50 in,#7©22.25 in,#8©29.25 in,#9©37 Key Reinforcing = None Spec'd Key: No key defined • 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 80 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: KW-06 Pae 2 1 —User.K 2oo3 3997,Ver 5.8.0,1-Dec-2003 o3 Cantilevered Retaining Wall Design g (c)19832003 ENERCALC Engineering Software 16041.ecw:Calwlations Description CANT RET WALL(10'-1"TO 12'-0") Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 Heel Active Pressure = 2,844.8 4.25 12,090.6 Soil Over Heel = 2,951.7 4.33 12,790.6 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 2.83 425.0 Load©Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.83 3,400.0 Total = 2,844.8 O.T.M. = 12,090.6 Earth©Stem Transitions= Resisting/Overturning Ratio = 2.39 Footing Weight = 1,031.2 2.75 2,835.9 Vertical Loads used for Soil Pressure= 7,302.2 lbs Key Weight = Vert.Component = 1,719.3 5.50 9,456.3 Vertical component of active pressure used for soil pressure Total= 7,052.2 lbs R.M.= 28,907.8 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 81 of 82 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA INC. 98109 Project: Date:, (206)285-4512 PAX: Client: Page Number: (206)285-0618 -.2, 42% *5: ( IA pe 2a1714761 . • r U± .•L Iiii I f .:_v,.(__k itai . i i i . 1 _ Act / ) Triii. ii, gi �_ (....__•1-7' . IA) ._e AY 25,tiS . _ it,,,) :5_ (4.-)(g9i6) • 4-- 1( %)( 41-4 .+--(23(N-)64171-0 i�Z p o W i --- (L-12--zY-2-9ve) -- 266 0 c- liriG iv* bo r v - TSP ti,N, v . 6\ = V(... ) i**y-g). 61-0t i5 -- 00 01 16043_2016.07.11_River Terrace(Lots 190-194)_Calculations.pdf Page 82 of 82 Structural Engineers CRoseburg J6 MAIN 2:21 5-A Forest Products Company 1 of 1 CS Beam 2015.7.0.1 ImrBeamEngine 4.13.10.1 Materials Database 1543 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 0' 0.00" 0 100 Live Point(PLF) Top 0' 0.00" 50 34 Roof . gee; , . '. `',. 1 k f:A _t, :qo j .o 2 0 0 10 6 0 14 3 0 / O m 0 2690 / Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 2' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 678# -- 2 12' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 1030# -- 3 26' 9.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Roof Dead 1 369#(277p1f) 82#(62p10 309#(232p1f) 2 832#(624p1f) -16#(-12plf) 199#(149p1f) 3 322#(242p1f) 2#(2plf) 95#(72p1f) Design spans 2' 0.000"(left cant) 10' 6.000" 14' 0.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1255.'# 2820.'# 44% 20.22' Odd Spans D+L Negative Moment 1302.'# 2820.W 46% 12.5' Adjacent 2 D+L Shear 579.# 1220.# 47% 12.5' Adjacent 2 D+L Cant.Shear,Lt 317.# 1220.# 25% 1.99' Total Load D+L End Reaction 418.# 1151.# 36% 26.75' Odd Spans D+L Int.Reaction 1030.# 1775.# 58% 12.5' Adjacent 2 D+L TL Deflection 0.2140" 0.7016" U786 20.22' Odd Spans D+L LL Deflection 0.1661" 0.3508" L/999+ 20.22' Odd Spans L TL Defl.,Lt. 0.0489" 2L/980 0' Odd Spans D+L LL Defl.,Lt. -0.0334" 2L/999+ 0' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% Left cantilever allowable shear is for joist only SIMPSON All product names are trademarks of the r respective owns s KAMI L HENDERSON EWP MANAGER StrongTie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is def ned as when the member,foorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or deagn professional as required for approval.This design assumes product installation according to the manufacturer's spedfcafons. 503-858-9663 NRoseburg J7 MAIN 1_25.16 2:26pm A Forest Products Company 1 of 1 CS Beam 2015.7.0.1 kmBeamEngine 4.13.101 Materials Database 1543 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 / 11 0 0 14 6 0 / 9 0 2560 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 312# -15# 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1103# -- 3 25' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 257#(192p1f) 55#(42p1f) 2 849#(637p1f) 255#(191p1f) 3 327#(245p1f) 91#(68p1f) Design spans 10' 9.375" 14' 3.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment___ 1254.'# -282-04 44% _ 19.57' Even-Spans-D+4_ -- Negative Moment 1441.'# 2820.'# 51% 11' Total Load D+L Shear 596.# 1220.# 48% 11' Total Load D+L End Reaction 418.# 1151.# 36% 25.5' Even Spans D+L Int.Reaction 1103.# 1775.# 62% 11' Total Load D+L TL Deflection 0.2167" 0.7141" L/790 18.85' Even Spans D+L LL Deflection 0.1753" 0.3570" L/977 18.85' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of the r respective owners KAMI L HENDERSON Strong-Tie Copyrightzots SimpsonEWP MANAGER (C) by Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663