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Specifications (22) /5-7 itt �o o(7—Ootc) `3130 S&U 4u�irl�ivic ICAO .�cS7zut7_oo�/z t;tH�Sc...�cc�ir.�ja �S�iresT1 )I?-ootto 13t3L ‘4, AS.hr�briHc Tri t1 ( STAoi�-001/.1 tibl c SCv l�r✓ t✓ .�sT c)O oat( t 3I'1J- 34 4 rr 7r, OFFICE COPY 'S CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) -A5 #16043 NEC 2 0 2016 Structural Calculations .. r 4 ,`cr.0GIN � F 44 River Terrace . , Lots 157-161 1d (Row Houses) ttk tREGVITigard, OR R,QFs 27_2 , 06/20/2016 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 Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 Page 1 of 82 16043_2016.06.20_1tiver I errace(Lots 157-161)_Ualculations.pdf CT ENGINEERING 180 Nickerson St INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace—Lots 157-161 (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 2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 2 of 82 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 16043 River Terrace-Lots 157-161 (Row Houses) ROOF Roofing-ashphalt shingles 3.5 psf Misc. 0.9 psf 518"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 3.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Mise./Meeh. 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.) 2.7psf 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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 3 of 82 0 ROOF BELOW I 0 19'-1 3-7Y2 , 3-0• 9-1y2 3-4" „ ' 4'-6344 1' ” 4'-6 -44" 1 }--+ I ...:: EGRESS F7- 5 0 0$L SL = WALL BELOW: I TV NICHE ; i I AT +36 = e A.F.F • I a i 1 _: I Master.Bedroorh I 0u RAtSED.:,CEILING I • i Q m ABV, UPPER F F: 2 :9 w 3 1T34 3': 3 2 5 5.}74 1 RADON II REDUCTION = SYSTEM • i 31 N U g Linen I 0 �' . s a `"+ 5' SHOWS" 1 ,�• LL N e 2-6 1 0 o Q : I BIFOLD ® _ i 4.r.-.4 1 v ' � 1,_11.0 DN 2x4 FLAT 24.�I .•I N a PLANT a.- 5. STUDS WO I SNF -- ^i SHELF �- M. Bath LOCATE PLUMBING O �n 1 II ROUGH-IN ACCOUNTING In 1 : _ — .� ® ® ' 1 I' FOR (2) LAYERS GWB o I }� ♦ AT PARTY WALL :p DRYER 2x6 w�Ci RADON c r' REDUCTION yr < i o off e SYSTEM .n m O�'b I C 5' TUB,,, • SEE SH T. - • WASHER ,, 5 & I n U4 FOR STAIR I THOWE" I DETAILS 3'-7y2� -4 HCW Bath • � L '-7.7..3-0'71 za"to . I 3 3'.9 I Yxsn"1 1 ATTIC S & P I a In :: 'ACCESS , �� J 1 AT.::+42 w/ : { 1 .�--e WOOD CAP : 6-0 BIFASS 7 Io : :•:::,:.:,:,:,:•:,:c;,1.7. Da..:5. 7 1 IV N 5 I TYP. : 1*. -Y2 Tech Rm 4 Di RA15EO CEI{7NG :: lo @+8 34 I eABV::.UPPER F F _. Bedroom r I: �:: : O � 2-6 4 SH EGRESS lar I's o i = N • f 1—*.—.i I ` s 3,-3" } 3,-10" , 5'-0" # 5'-0" 7'-1" ' 10.-0 ,V-0_ i. 19'-1" I I UNIT E-7(D) UPPER FLOOR PLAN 1/4"=T'-0" FRENCH REVIVAL 16043 2016.06.20 River Terrace(Lots 157-161)_Calculations.pdf Page 4 of 82 SEE SHEET U9 FOR PATIO CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11YY" ABOVE LOWER FINISHED FLOOR. 1 • 0 • ♦ 18._1• x ♦2.-5Y2 •_2. 1.34sii" I ,�---____--t--_____ - • — --+-Io GUARDRAIL AT +42" o o ABV. DECK SURFACE Deck e , a o o ' 4•_5• y 4.-83/2. 6._4. I. 'oi N rFLOOR 20A w 1 ABOVED6 If ,--2=4-g---0SH- -1�6=I-F-04ER----_ NMI I• SA TY AZING 6-0 6 0 SGO - I O L — — __ _ y N ; — M j e V` e I t a ® 2x6 WALL W7 R-21 BATT INSUL. t, v i "".: ' FACTORY-BUILT 3 DIRECT-VENT GAS FIREPLACE i 4 I ?l1 a VENT UP THRU LOW ROOF : 1;1' TILE HEARTH II (OPTIONAL) m a •- INSUL. FLOOR JOISTS AND ROOF RAFTERS I v I, } AT F/P ENCLOSURE I `" .,I� a Living INSULATE FLOOR OVER 1 • -------- Is, RADON n I UNHEATED SPACES Living REDUCTION 17)/2 3-10 -4 " ' " 3' a � SYSTEM w B Y 3-6" ♦ 2'-6' I N o I S & P Co N rI a Y I - \ 0 04 ;,--t, �' N I 1 I = I 41 -a------�� N - DN n I I Na .' sJ n LOW LLAT o b/ I n N +42" •.F.F. Ob 1 N - 3'• i 1 DKchen , W h < t i I. RADON I a . I REDUCTIONI SEE SH T. SYSTEM I I Q U4 FOR STAIR !!�� ®�� I I - ( ICEIF DETAILS I// , L. -_—_—SFU e UP ! 2•-8* 1.1, N4 D4 "t CONTINUE PARTY WALL- �� a o O GWB THROUGH FURRING I _ TYPICAL r I r I i a SIM. Pw.f. INSULATE FLOOR OVER I ,,,, D7 e � UNHEATED SPACES 1 3 1 •• •-•!imes=-- FLOOR BELOW _ + IT I I 2-. F - —tom -,,,• _� -0 1-6 F OVER I o a , I 5-0 4-6 SL iv ® I I m 1 I II ♦ .3.-3" I2'-2" 5'-0" .L5'-0" ♦ 5'-5" 1'-8"♦ 10'-0" 2'-0" 19.-1" " 16043_2016.06.20_RiverTerrarIa -�fC „)��f MIDDLE FLOOR PLAN 7� 1/4"_1'-0" FRENCH REVIVAL Page 5 of 82 SEE SHEET U9 FOR PATIO CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11Ya• ABOVE LOWER FINISHED FLOOR. �'' 1 �`a 1 1 11-4Y2 ,4q r rI -OEZK ABOVE Z O U. I _ 1 OI t O --_—_— —_ 4 I e zo /20, L., POST 6 D6 oo I � ` I In a { 1 _ rn I ' ‘`- �.V'''1VteC , T ._ U OCCIiIA 1 FIREPLACE ABOVE 11 . R3 OCCUP DIRECT VENT GAS WATER HEATER I `'••��y /J DOORS SHALL BE I-- _—_— SELF-CLOSING t — — — — — — p, 20-MIN. RATED DIRECT VENT GAS f i^ FUj_ R /' 1< Ii 4-3Y2 # INSULATE 1 4-/--1 UNDER STAIRS I 'n I I I AND LANDING I I I I 4'-1" I I 31-9Y2 I-J INSULATE WALL I o t PER DETAIL 4/D1 I n WHERE ADJACENT IA Q RADON REDUCTION TO HEATED SPACE I VIP SYSTEM 'i i SEE SHT. i ' Garage j IT U4 FOR STAIR S i I. DETAILS "s" \ s I N. 3'-0" 9Y2 45 i (T�•�D WOOD TREAD, MAX. RISER 8" � 5 (ADD OR REMOVE STEPS AS � / `• REQUIRED PER SITE CONDITION) I 0 i z UP N1Z= p N' =K 0 I O _ Entry .d m► I I 1,-, nor N T NNN M 7'21 I 1 {9 8Y2• 3-03/2" -1y. I 0-/ 4" Di I I 1 8-0 7-0 a 0 i '—\ Porch -\ ice, 4 L7�1 1 N °' ® , i I I m l 1 I , �I 1 9j r''. AT '-`-,- --T----I-- ¢ FLOOR ABOVE I STEPS UP 8)q 8). I ee -4 / B'-0" \i,,-7•; .-01'441.// -4'-0" I *'-0 12'-4" 20'-5" e ,1,�_( CIZ(( LOWER FLOOR PLAN Page 6 of 82 16043_2016.06.20_River Terrace(I FRENCH REVIVAL 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E7(D) 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 S,= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usqs.qov/designmaps/us/application.php http://earthquake.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 SMs=F.*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SBA,=Fv*S1 Skil= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SDS= 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 SDC1 = D 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 Da= 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 Do= 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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 7 of 82 SHEET TITLE: CT PROJECT#: Unit E7(D) Sps= 0.70 h„ = 25.92(ft) SDI= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 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) TL= 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=Sp,/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(S01*TO/(TZ"(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 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 *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew1 *h,k Vi DESIGN Vi Roof - 25.9225.92 693 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 7st(base) { 8.92 0.00' SUM= 62.4 1094.9 1.00 4.79 E=V= 6.70 E/1.4= 4.79 16043 2016.06.20 River Terrace(Lots 157-161)_Calculations.pdf Page 8 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: Unit E7(D) N-S E-W F-B S-S IBC 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 sea D,a<= 95 95 mph Figure 1609 Figure 6-1 Exposure= B B Roof Type= Gable Gable Ps30A= 16.1 16.1'psf Figure 6-2 P530 is= 11.0' 11.0;psf Figure 6-2 Ps30C= 12.9'. 12.9',psf Figure 6-2 Ps3oo= 8.9 8.9 psf Figure 6-2 X= 1.00 1.00 Figure 6-2 Ke= 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) N"Krt*Iw*windward/lee : 1.00 0.61 Ps=A"Kzt"I"q30= (Eq.6-1) PsA = 16.10 9.82 psf (Eq.6-1) Pse= 11.00 6.71 psf (Eq.6-1) Psc= 12.90 7.87 psf (Eq.6-1) Ps o= 8.90 5.43 psf (Eq.6-1) Ps A and c average= 14.5 8.8 psf Pse and o 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(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.00, 1.60' 1.00` 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA As Ac AD AA As A0 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(N-S) V(N-S) Vi(E-W) V(E-W) 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 AF= 1318 6.3 8.0 V(n-s). 8.32 V(e-w)= 9.93 kips kips kips kips 16043_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 9 of 82 r SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: Unit E7(D) 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(5-5) Roof - 25.92 25.92 0.00 0.00 0.00' 0.00 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-MinJPart 2IPart 1 ASD Wind(F-B) Wind(SS) 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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 10 of 82 Design Maps Summary Report 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 j • i e , v/ ,. v4 4 i vauuki `�, NW„, CSA ,,, / vii �"^-^ t frqs .� sal USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDS = 0.720 g Si = 0.423 g Sr,. = 0.667 g S°1 = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.00 1,10 0.00 #,fib 0,22 0 se ci 64 077 0. S 0,44 3 040 0, 0.32 4s 0, ff 24 0,22 0.16 0.11 o:aar, 0,00 0,00 0.20 0.40 0.40 0.00 1.00 1.20 1.40 1.40 1.10 0.00 0,20 0.40 0.00 0.00 L00 1,20 1.40 1.60 1.00 2.00 Period.'I ( Per (044 ) 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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 11 of 82 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... UNS 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)`1' Ss = 0.972 g From Figure 1613.3.1(2)(21 S1 = 0.423 g Section .3.2 — Site finitions The authority1613having jurisdiction class(notdethe 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 Nor N.h 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 2016.0620_River Terrace(Lots 157-161)_Caiculations.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 S5 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 50.10 S3 = 0.20 S1 = 0.30 S1 = 0.40 S1 >-- 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 Si For Site Class = D and Si = 0.423 g, F„= 1.577 16043_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 13 of 82 Equation (16-37): SMS = F.Ss = 1.111 x 0.972 = 1.080 g Equation (16-38): SMI = F„S1 = 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): SDI = 2/ SM1 = % X 0.667 = 0.445 g 16043_2016.06.20_River Terrace(Lots 157-161)_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 SOS I or II III IV Sus < 0.167g A A A 0.167g <_ Sus< 0.33g B B C 0.33g <_ Sus < 0.50g C C D 0.50g5Sus 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 Sol I or II III IV Sul < 0.067g A A A 0.067g < S. < 0.133g B B C 0.133g 5 S01 < 0.20g C C D 0.20g 5 S,1 D p D For Risk Category=I and So, = 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 1613.3.5.1 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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 15 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E7(D) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.36 kips Design Wind F-B V i= 3.38 kips Max.aspect= 3.5'SDPWS-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 en, C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM Rum Unet Usum Ueum HD (sgft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (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 0.70 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 _ Q ', 0.0 '0.0 1.04 0.00' 0.00 0.00 0.00 0.00 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 4,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B 8.3a 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 B B,3b 0 ` 0.4 0.4 1.04 0.04 0.00 0.00 0.00 0.00 1.00 0.00 0'' -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: 0,0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- C C.3a 97.35 : 7.8 7.8 1.00 0.15 0.47 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 2.79 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.53 C C.3c 146.6 11.7 11.7 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 5.72 0.00 0.52 0.52 0.62 693 44.3 44.3 =L eff. 3.38 0.00 2.36 0.00 EV�wnd 3.38 EVE- 2.36 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer "*" denotes a TJSB Page 16 of 82 16043 2016.06.20 RiverTerrace(Lots 157-161)_Calculations.pdf SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E7(D) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-B V i= 2.41 kips Max.aspect= 3.5SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.98 kips Sum Wind F-B V I= 6.79 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 eft. C 0 w dl V level V abv, V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM RoTM Unet Usum Usum 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 0.68 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 0.0 100 0.00 0.00 0.00 0.00 0.00 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 0.00 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 0.00 0.00 0.00 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.2a 92.53 9.0 9.0 1.00 0.15 0.32 0.47 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 0.71 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 0.00 0.00 0.00 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 OM 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 692.7 55.4 55.4 =L eff. 2.41 3.38 1.62 2.36 1.00 EVnd 5.79 EVE0 3.98 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 17 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E7(D) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V I= 0.81 kips Design Wind F-B V I= 2.53 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 LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM RoTM Unet Ueum OTM RoTM Unet U,um U..m 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 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 Alb 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 13.1a 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 13,1b1 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 2.06 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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.tb': 48.8 5,0 5.0 1.00 0.161 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.1c 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 0.75 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.001 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 0.00 693 68.3 68.3 =Leff. 2.53 5.79 0.81 3.98 EVxind 8.32 f,VE0 4.79 Notes: denotes a wall under a discontinuity •' denotes a wall with force transfer ."' denotes a TJSB 16043_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 18 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E7(D) 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-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. Wnd Wind Wnd Wind Max. Wall ID T.A. Lwall Logy erc. C a w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RorM Unet Usum OTM RorM Lino Usum Usum HD (soft) (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 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 10 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 10 1.00 0.00 0.00 0.00 0.00 0.00 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 00. 1:00 0.00 0.00 0.00 0.00 000. 100. 000. 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 0.00 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=Leff, 4.04 0.00 2.36 0.00 EVvy,nd 4.04 EVEQ 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16O43_2016.06.20 River Terrace(Lots 157-161)_Calculations.pdf Page 19 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E7(D) 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 kips Sum Wind F-B V i= 6.92 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. HD Wall ID T.A. Lwall LDL M. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Una( Usum OTM ROTM U„*i U.um U:um (sqft) (ft) (ft) (klf) (hip) (kip) (kip) (kip) P (plf) (pill (kip-ft) (kip-ft) (kip) (kip) (kip-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 58.83 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=Leff. 2.87 4.04 1.62 2.36 12V0„„d 6.92 JVEQ 3.98 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 20 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E7(D) 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 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind EQ. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall LDL ett. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM U„e1 limn OTM RDTM Line( Ucum U... (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (Plf) (PIf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) I 1.2. 74.69 5.8 10.7 1.00 0.27 0.40 1.64 0.11 0.95 1.00 1.00 1834:16-P4- 354 8.44 7.45 0.19 4.30 16.26 5.52 2.11 9.87 -9:8-- CONCRETE RETAINING WALL 1 1.2t 38.97 3.0 8.0 1.00 0.27 0.21 0.85 0.06 0.49 1.00 0.75 245 P4 P4 354 4.40 2.92 0.64 4.75 8.48 2.16 2.71 10.47 40-4. - 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 23e 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. a 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 0.00 0.00 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 0.00 570 30.4 30.4=L eff. 3.02 6.92 0.81 3.98 12Ve7„d 9.93 22VED 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 21 of 82 JOB#: Unit E7(D) 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 -0- A ►•H head= A v hdr w= 288.6 Of 1 V Fdragl eq= 187 F2 eq= 234 • Fdrag1 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 Of feet Htotal= 2w/h= 0.8 2w/h= 1 9 . Fdrag3 eq= s F4 e•- 234 feet • Fdrag3 w= 321 F4 w= 401 P4 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 168.2 Of 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 L2= 2.5' L3= 2.5 Htotal/L= 1.29 4 ► 4 ►4 O. Hpier/L1= 2.50 i ► Hpier/L3= 2.00 L total= 7.0 feet 16043_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 22 of 82 JOB#: Unit E7(D) ID: 4.2a&4.2b 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 •H head= A v hdr w= 426.6 plf v Fdragl eq= 273 F2 eq= 342 Fdrag1 w= 4 F2 . 593 H pier= v1 eq= 382.7 plf 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 . Fdrag3 eq= F4 e.- 342 feet A Fdrag3 w= 474 F4 w= 593 P3 E.Q. I 2w/h= 1 P2 WIND H sill= v sill eq= 246.0 plf 5.0 EQ Wind v sill w= 426.6 plf feet OTM 15500 26877 R OTM 3308 2450 • UPLIFT 1935 3877 UP above 1157 2498 UP sum 3093 6375 H/L Ratios: L1= 2.0 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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 23 of 82 JOB#: Unit E7(D) ID: 4 la 8 4.1b ALT w d1= 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 •H head= A v hdr w= 267.6 plf 1 u Fdragl eq= 324 F2 eq= 380 • Fdrag1 w= 5 F2 - 722 H pier= v1 eq= 225.4 plf v3 eq= 225.4 plf 5.0 v1 w= 428.1 plf v3 w= 428.1 plf feet H total= 2w/h= 1 2w/h= 1 9 v Fdrag3 eq= 4 F4 e•- 380 feet • Fdrag3 w= 615 F4 w= 722 P6 E.Q. I 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 v v ,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 41 0 4 .-4 ► Hpier/L1= 1.30 4 ► Hpier/L3= 1.11 L total= 13.3 feet 16043 2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 24 of 82 ESR-2652 I Most Widely Accepted and Trusted Page 8 of 22 TABLE 3-STRONG-WALL5SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES1'24 Seismic(SDC 0.E). Wind(SDC A-B) Hold down Model ih Nomijial Height ' Allowable Dfift at I Drift at Hold down Width Allowabis : uPllft at Allowable Upliff-at • (in) Shear lbs Allowable (In)' ( ) 5hsar:(In) Allowable Shear(lbs} S esr 1n Allowable ;Shear(lbs);' ': h O., Shear(Ibs) SWSB 12x7 12 78 I 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 SWS6 12x7 5, 12'' 854 l'''.'...-,2520 0,32 9920 i 2770 3WS6 18X75`; 18,'' 0,35 10905 85:5 . i '.5386 0 34:j 14215 ' 5910 o7:..,,.:,.,...-160:10::. SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39` 10905 o•.: SWSB 18x8 18 93.25 5150 0.37 14840 5665 0.40 18325 • 4 SWSB 24x8 24 93.25 ; 8870 0.37 21415 9760 0.42 23560 SWSB 12x9 12 105:25 1580 0,40,,.; 9570 ;,,;.,.:.17:84.;F..,,::r00.;:: 10760 SWS618x9 18 105.25 1.1.-..;.'3.131.0:;.i;, 0,43 : 4 O NEP NEP r < 4x12 HDR c) UB4 W O v, CC N ® o HUC416 o HUC416� �13 x20"01_FB -iE 1x10 HD4� 4x10 113R I- II ' S . ED BJ� _ " A1.BED I LI G .. I ...„.v. I MING N ' N r-- II II I II II I LI IJ II IL FLOOR GIRDER 2x RAFTERS I II ®24" O.C.1! x 11 I , N I ' I II , , 1 20" OPEN WEB JOISTS ®19.2" 0.C. 6 cc m Ii S9.2 1W. _ D I m AT BLDG. DSC5 Il STEP FLOOR GIRDER DRAG TRUSS PER 18/59.0 r, IN 1T- --I II, TYPgarir . 2x6 AT III of I ®AT BLDG. 16" O.C. I j1 ��''�� STEP 10 R. ;,1 1 "x20" LVL FB j I 59.3cc I I = 2 2X10 ( STAIR FRMG. I DN TO 2x6 LEDGER, of LEDGER trill (3)2x6 FB KITCHEN �� TW. U.N.O. , AT LANDING 11 iI V 11 / 4. / § UP TO {{(( P\1 _ M. BATHII� , I, '1 i I � Iti r 1 I S-11ill 1� I , „t 4 FRMMG. UPiTO I`_/ 1 I II RAISED 7 / N BATH PLATE 0 / ` .1:7/1777V: �: ----i i I ,J II c-----I —1 1 o LANDING/POWDER ' I EXTENT OF 1 AT +1'-24 I._ RAISED FLR. I ABV. MIDDLE F.F. - I II o I RAISED FLOOR = '-1x"k20"LVL FS (DOT FILL) �a :, SEE BELOW i ' i II ...,... _...„ GT ABOVE A: :;';::;' T I1 II C 2x10 LEDGER I '; ,::::: ':'4 ;,'�' �-14F6x6 ;:t• DINING DN TO 6X6 % /�5 HUM .'-, t UP TO 11, 0 1 BED 2 I UB2 UPPER FLOOR UNIT E-7(D) FRAMING PLAN 1/4"-1'0" FRENCH REVIVAL 16043 2016.06.20_RiverTerrace(Lots 157-161)_Calculations.pdf Page 26 of 82 I 1 .! I , 1 UB5 i 1 .11 I L 1 I (2)2x10 FB - EP „, OVER-FRAMING PLAN TO MA TCH HI L.__ : ':.::.: I OF RAISED FLR. :...: RAISED FLOOR AT +143/4" 2x10 @ 16 ::: erwaPPER FLOOR WALLS " ' 2x6 LEDGER 1 :. .. I' 11475 STEP I li 1----} NOR a UB6 I I S9.3 1 I 7 S9.3 RAISED UPPER FLOOR UNIT E-7(D) FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 16043_2016.06.20_River Terrace(Lots l57-l61) Calculations Page 27 of 82 SEE SHEET U9 FOR PATIO CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVA1ION IS GREATER 11-IAN 6'-11Y4" ABOVE LOWER FINISHED FLOOR. .1 - • 18 gla POST ABOVE - 59. mu POST ABOVE 6x6 P.T. POST W/ —_ ACE6 CAP, TYP. P T.6(12 I-DR °x 0 M36 �- VI a® BLNDLED STUDS AEOVE P.T�xE LEDGER It ATGT r— 3}-"9h BIG oAI FB __ _.__T........._. _ 1 I ® GT ABOVE o _ I II (; ;. cc Li TW. 11_+►i'' ��1 I AT BLDG. uo I STEP HU 10 3Yi"<9Yi" BIG :EA, FB I 0T1P. i � I GT ABO'E i® I ®AT BLIP • I H2.3 TO BEAM '� I M::4 _.mil_ z� , ,041.. '"xE.745. :IG BEAM "SDR �� LEDGER F a 6x. POET GT A:OVE ® li o` S 13iLc914" RIGIiLAM LVL B m - �' 4x¢ POST FROM +7'-0 I LANDING F.F. AT +7'-0" m ` /I I St .;x I T01+8'-1" ABV. L W 1F. ABOVE LOWER F.F. x' x� STP R 2x6 AT 16" O.C. y r•�/ I FRf✓G. n - �I 13'4r(93i" RIGIFLAM LVL B I I% / l\ \ / k I STAIR FRiVNG1 !wH I BUNDLED I i ' " 4 � STUDS ABV. I I ISI r 6x6-. I1 M 34 in l l is h I ON )11, BIG B A HD" �:� mi m I ' kl I<I '`' m mi RAISED FLOOR w,SSI m: m (DOT FILL)_A -1 m m mI SEE LEFT : °o i 1 UI F-- i i rn rn m MBI M 1 I' 33c 9X810 BE°-4M i GT ABOVE SIM. 3S�x9 Bre MB3 ® ;EA 'FH;' c OX" CASCADE S. HD' tbr 00.1 TM MIN HUC4B Tido.. lir 1/— 4x8 H:R 1 E x RI DLAN L HU1.81/9 HUCQ 1.81/9 12 BUNDLED S l 59.3 FOR HEADER ABOVE [[� MIDDLE FLOOR 16043 2016.06.20_RiverTerra J(LAI I 1��1(11)s.pdf FRAMING PLAN Page 28 of 82 1/4"-1'0" FRENCH REVIVAL i (2)2x10 FB i TOP ® +10'-1Y" ' !pm 1 (3) 2x +Y." PLWD. I �_ir=l� UNDER (2) 2X10 EDGE OF TJI jIiITh OFTJ " ISTE, (FRAMING PLAN E ` i I T0P 10 J" �Mr I I A:V. 0 a,j/ ��I1 BELE FLOOR WALLS PLATE +8'-1" E 1E51 -Trak © I j ,1�■_�' TO10 LEDGER HOEDOWN ABOVE TOP ® +ID' lYa" FROM ABO®: __ guy WM NM PLATE +8'-1" Nap UNIT E-7(D)ill RAISED RMIAM NG PLLADDLE ON 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 16043_2016.06.20_River Ten-ace(Lots 157-161)_Caiculations.pdf Page 29 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project Descr: Seattle,WA 98109 (206)285 4512 Fax: (206)285 0618 � ,..� , : . Evb#i « 3 'ter ci 5- Licensee ct engineering Lic.#:KW-06002997 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-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=7.750 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=8.330 ft Design Summary 4SPM UA ' 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+H0 Max fv/FvRatio= 0.452: 1 fv:Actual: 67.83 psi at 3.045 ft in Span#1 3.50 x z-zxs Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+L+H 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 Deft Ratio 852>180 ' �0Pes UB2 0. ;* ` * , * 4.10 IEC**,> Ei`'f' #0-h AseE-t-i4 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-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=2.0 ft Unit Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft �) Design Summary lig% %0 005Q Max fb/Fb Ratio = 0.347. 1 fb:Actual: 352.07 psi at 3.250 ft in Span#1T y v F , �� �� .. Fb:Allowable: 1,013.55 psi •,v 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 6.50 ft,2-2x8 Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+L+H 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 Dell Ratio 1220>180 4 4t *x 063 , 1 113`" fl5!6r +cw + ' 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 klft,Trib=4.750 ft Design Summary ; _ 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: i-D+0.750L+0.750S+H = Max fv/FvRatio= 0.070: 1 fv:Actual: 11.99 psi at 2.230 ft in Span#1 3.0 a 4x10 Fv:Allowable: 172.50 psi Max Deflections Load Comb: +D+0.750L+0.750S+H Max Reactions (k) g 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_2016.06.20_RiverTerrace(Lots 157-161)_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 _ Lic.#:KW-06002997 Licensee:c.t.engineering UB4 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 S 0.10 fb:Actual: 786.29 psi at 7.500 ft in Span#1 Fb:Allowable: 841.45 psi Load Comb: +p+S+H •.... . �,,.. �`. A • Max fv/FvRatio= 0.313: 1 A 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 SW 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 Defl Ratio 848 >360 Total Deft Ratio 493 >180 " y 1, " Cakula#o r NDS IBotO GEC 2 A 7 GE t15 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 Design Summary D 0.09750 L 0.260 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 a1 4141 D.Bgn* UB6 . .. , .� b8 r2Gtb AI-0Sx l , '2005,.0t. 1 017 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-Prll 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 i.cit° 1i fb:Actual: 202.13 psi at 1.500 ft in Span#1 . b Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H = • Max fv/FvRatio= 0.163: 1 A fv:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 a 2-2x6 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 Deft Ratio 7849>360 Total Defl Ratio 5486 >180 16043_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 31 of 82 Project Title: CT Engineering E 180 Nickerson,Suite 302 nger.escr: Seattle,WA 98109 ProjeincteD (206)285 4512 Fax: (206)285 0618 ; I71! ,,,„„,„„7,07.1.,- 7.,Licensee i,. Lic.#:KW-06002997 Lice e:c.t.engineering DescriptionMain Floor Beams MBI i , k' Lifir°', ovrt �srD3 407 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 Bending. 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 klft,Trib=20.0 ft Design Summary :.. :_ .0.30 L 0.80 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 A • 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 o x z-a 6 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 0.012 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 Del Ratio 3041 >360 Total DeflRatio 2212 >180 W Be esjc MB2 K� �utal ans;per OO$NDS I iC OO GB+ 7,ASCj=_i' 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-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=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=7.50 ft Point: D=0.530, L=1.40 k@1.330ft Design Summary • Max fb/Fb Ratio = 0.913; 143.611-..1)1."1381a) fb:Actual: 848.86 psi at 1.400 ft in Span#1 =ate Fb:Allowable: 929.74 psi Load Comb: +D+L+H A Max fv/FvRatio= 0.803: 1 A A fv:Actual: 120.38 psi at 0.000 ft in Span#1 5.0 n i-zxio 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 Page 32 of 82 16043_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf ckerson St. CT ENGINEERING ulc o2 I N C. Seattle,WA Project: RIVER TERRACE 98109 Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 MB3 1,0 i 604.# z) C 4 o t 2 3--)0p) 4- ¢' (tot zsh50)÷ t-►-i $k") c_7 #--bor- ✓i = i/ce,763.SN2 5733. 3IS' )cto � • 16043 2016.06.20 River Terrace(Lots 157-161) 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 Lic.#:KW-06002997 Lice :c.t.engineering 'Ba D ig " M B4 � 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-Pr!! 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 as „� Max fb/Fb Ratio = 0.605•; 1 D(0150 L(040) 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 • 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 WE 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 Deft Ratio 477 >360 Total Defl Ratio 347>180 rrii,Ziti qa DeSig MB6 , I r �= ,, � * 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-Pill 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(0.06750 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 • •A A Max fv/FvRatio= 0.283: 1 15.0 n, 6x12 fv:Actual: 38.45 psi at 0.000 ft in Span#1 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 Support 0.51 1,35 Live Load Defl Ratio 791 >360 Total Defl RatioPa 34 of 825>180 16U43_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf 9 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 m Lic #. KW-06002997 Licensee:c.t.engineering Wo Bari�r M B9 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-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=0.010 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 „,, Er,3, Max fb/Fb Ratio = 0.413• 1 D 0 750 L 0 20 fb:Actual: 1,511.55 psi at 1.018 ft in Span#1 >-W�uir'u'� '� Fb:Allowable: 3,663.90 psi Load Comb: +D+W+H • .v. Max fv/FvRatio= 0.603: 1 A A fv:Actual: 298.89 psi at 0.000 ft in Span#1A Fv:Allowable: 496.00 psi 6.50 ft, 3.5x9.5 Load Comb: +D+W+H Max Deflections Max Reactions (k) D L Lr 5. 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 16043_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 35 of 82 Title: Job# Dsgnr: ARSDate: 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 Cantil evered Ret aining Wall Design 16041.ecw:Calwlations _(c)1983-2003 ENERCALC Engineering Software Description _CANT RET WALL(0 TO 4' 0") Criteria Soil Data Footing Strengths&Dimensions Retained Height = 3.50 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 = 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 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 StemII Axial Dead Load Axial Live 150.0 lbs Axial Load Eccentricity = 0.0 in Load 250.0 lbs Design Summary Stem Construction I Top Stem Stem OK Total Bearing Load = 1,635 lbs Design height ft= 0.00 ..resultant etc. = 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 DesignD ata 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 = FootingDesignResultsI 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 psi= 3,000.0 Mu: Design = 155 563 ft4 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_2016.06.20_River Terrace(Lots 157-161)_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 U OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-it 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_2016.06.20_River Terrace(Lots 157-161)_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 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL(4'-l"TO 6'-0") Criteria 0 Soil Data 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 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 Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootinglISoil 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 ii Axialial DeadLiveLoad Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Ax = 250.0 lbs Design Summary 0 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-it= 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 Shear Allowable psi= 93.1 Overturning = 2.27 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 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 psi= 3,000.0 Mu: Design = 657 1,000 ft 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 2016.06.20 River Terrace(Lots 157-161)_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-Deo2003Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculafions Description CANT RET WALL(4'-1"TO 6-0") Summary of Overturning&Resisting Forces&Moments U 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_2016.06.20_River Ten-ace(Lots 157-161)_Calculations.pdf Page 39 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 Pa ge 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 16041.ecw:Calwlatio1 _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL(6'-1"TO 8'-0") Criteria Soil Data Footing Strengths&Dimensions Retained Height = 7.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi 9 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 FootingiISoil 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 AxAxial Dead Load ial Live Load 150.0 lbs 250.0 Axial Load Eccentricity = 0.0 in lbs Design Summary II 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 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 Overturning = 2.36 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 = 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 - 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 ft 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 SSpacings 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_2016.06.20_River Terrace(Lots 157-161)_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") L Summary of Overturning&Resisting Forces&Moments Il 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_2016.06.20_River Terrace(Lots 157-161)_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 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design 16041.ecw:Calculations _(c)1983-2003 ENERCALC Engineering Software Description .CANT RET WALL(8'-1TO 10'-0") Criteria Soil Data 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.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 Footingpoil 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 Ax = 150.0 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 = 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 ft4= 8,502.3 Footing Shear©Heel = 49.5 psi OKMoment 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 ResultsI 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 ft4 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_2016.06.20_River Terrace(Lots 157-161)_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 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining 9 Wall Design Page 2 1 (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-# 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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 43 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 UseKW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(10'-1"TO 12'-0") Criteria I 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.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 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 Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 1 Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary 111 [Stem Construction I 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 = 1,835 psf OK Rebar Sizeness = 8.00 Soil Pressure @ Heel = 821 psf OK Rebar = # 5 2,000 Rebar Spacing6.00 Allowable = 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 Shear Allowable- psi= 93.1 Overturning = 2.39 OK 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 Results 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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 44 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-Deo-2003 Cantilevered Retaining Wall Design Page 2 _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations 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- 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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 45 of 82 180 NickersAon St. C T ENGINEERING Suite 30 Seattle,W2 INC. 98109 Project: Date:. (206)285-4512 FAX: Page Number: (206)285-0618 Client: TIP Ms L 4 P ,I (m � 1 I • I � r •C • I ) ("t)(Z5r4S) • - 61j(0.016) 2-( )Ya) 4i-14 4--(q3( Y4?)-18--) 12. 6 • \ XI 5/ - Ve4) Iki--1;)- 2(33 11 1 (9S� � 1 z (Sv 16043_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 46 of 82 Structural Engineers e ROOF BELOW 0 15'-4" ♦ 10Y2" 2'-5- 8)4 EXTENT OF 1-HR EXT. 4'-10" 4' lif WALL. PER DETAIL 3/01 Q VP I 6-0 5-0 SL 1 I in . elBedroom 2 I cn N a n d3 n in 1 -,--, I FIREPLACE VENT • 2 I 2-1j 8.-4}2 1'-8.7 x i .I. N i 5 SH. m • '11 _ I s 2-0 e' ` mwl 24"iB th 18 BIF°D F 1 Dt -+ pp n 1 io N 22 z3 � "" oi in ��\� ATi1C in o lM'°-'/,f PL 1 Zi6' o Q J I n2'6 WMI ( � 'n-in SH1R fwn / ?P- IE(' iII I M. Bath , ♦30'TB a HC,w� _ LOW WALL 4-10Y4" 3-6y4 42" A.F.F. 6 �t� - SEE SHT. m I '( „� US FOR �{ iSTAIR L l ♦e S I 2x6 WN.L ..... ... ' DETAIL i RADON/ REDUCTION SYSTEM 8 4Y2 .. 3'-5 l'_1 I I a t.. Master Bedroom °� RAISED-CEILING v I ADV. UPPER F.F. o. 1 i I EXTENT OF I , e e I 5-0 4-�6 SL 1-HR EXT. EGREpS WALL. PER 4'-11" 4'-9 I DETAIL 3/01 I j 0 11.-8"i 9.-8" ‘1'-7" 2'-5" j, UN IT K-7(D) UPPER FLOOR PLAN 1/4"=1-0" FRENCH REVIVAL 16043_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 47 of 82 SEE SHEET U70 FOR PATIO CONDI110N WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11Y�" ABOVE LOWER FINISHED FLOOR. ;/15'-4" 11'-7074 20 _�l ROOF ABOVE ' ]. .t--,- -`,.. GUARDRAIL AT+42 o ABV. DECK SURFACE •,--,,F { 4-3" 4-3" 5 3• e Deck o" FLOORI ABOVE L_j� I •7� - a 1-6.15-)SH 6-0-16-10 SCD S GIIA1./G 1 AI Living m I i �`-----� pi...,—,-- .T..-4„..._,WI/ 141 I D1 TILE HEARTH (OPTIONAL)- yl i • FACTORY-BUILT �v DIRECT VENT GAS ro FIREPLACE—�-i I INSULATE FLOOR OVER UNHEATED SPACE . I IQ I (0� 3 1''-E eN 1 LOW WALL o I . i 42" A.F.F. _N — I " Dining " � o I LOW WALL -I - i CONTINUE 36"ABV. GWBCOMMTHRU WALLON NOSING .N I FURRING TYP. * ^ I SEE SH T. '® 2'-B" RADON In /1. UB UB FOR STAIR f MITIGATION ..-- / I DETAILS - VENT STACK ! I • OPEN RAIL 0/PONY WALL: UP TOP OF WALL +22" ABV. LANDI I TOP OF RAIL + " ABV. LANDIN 4 ID +--p"o e e o a I{----ti o a "n 4 I' 7.1 I Q° 4 la D1 II I CO, 0 12'-6)- I 3'-1Y3 3-11)2" 1I+ II bi INSULATE FLOOR OVER . 'I I UNHEATED SPACE 1 I FLOOR BELOW /Ell! I I I DW 20 I 0 D7 J- J '�- . II .. Im _ 1-2 -6 F I EXTENT OF 5-0 4 6 Sl. �- I I 1-HR ALL PER I VP I EXT. AIJ W DETAIL 3/01 I I I ,� SIM. I 4'-10" 1, 4'-10" t1'-1s}2'-2" i T} W-6" .1,1I-B" t .1, 15'-4" UNIT K-7(D) MIDDLE FLOOR PLAN 1/4"=1'-0" FRENCH REVIVAL 16043 2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 48 of 82 SEE SHEET U10 FOR PAT10 CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11Ya" ABOVE LOWER FINISHED FLOOR. <I) 11'-104" 4Y" `,-1" I DECK ABOVE ,I I • I I I o � - --r--�;o 0 ( COWMON WALL Io" I I oo( I 1 I v ,¢ I I • • I I. j • 1 o j DIRECT VENT GAS j WATER HEATER I I e AND FURNACE 1 DOORS SHALL BE e20-MIN. RATED i I I Garage N I ""_"-. _ " I U OCCUPANCY o I � �" I �+l 1 i -0-min_ FURN. IINSUtl I I ' - -- R3 OCCUR I 1 Lv. FURR DOWN 1� ��' I o '1 FOR DUCT RUN 1'-6" 1 "` I INSULATE WALL49 I PER DETAIL 4/D1 WHERE ADJACENT I TO HEATED SPACE RADON .r_____%. I REDUCTION I +'S I I SEE SH T. ". U8 FOR STAIR / I DETAILS 11"; 0 0 I WOOD TREAD, MAX.^}4- re- U i6 I • RISER 8" (REMOVE t D5 I STEPS AS REQUIRED o PER SITE CONDITION, .� N•cZ'"rc., I MAX 1 TREAD) .!�Q** Ifil ,J 1 X00 o1 li i8-. -0 SOHO h I I FLpaIR-"AsO-VE-1-- j j _ N I ,__I I ROOF ABOVE " 5-3Y2 } 4-82 'D2-1"4' 2-5" ° Porch 1 1 � , I II .i " 5-4 l UNIT K—7(D) LOWER FLOOR PLAN 1/4/4"=r-Cr FRENCH REVIVAL 16043_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 49 of 82 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K7(D) Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR 1E= 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.usgsqov/designmaps/us/application.pho http://earthq uake.usgs.qov/hazard s/maps/us/application.pho 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 SMi=F,*Si 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"SMi SDi= 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 t2o= 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 Oo= 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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 50 of 82 SHEET TITLE: CT PROJECT#: Unit K7(D) Sos= 0.70 h„ = 25.92(ft) So,= 0.44 X = 0.751 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) St= 0.41 k= I ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=S01/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(S01*TO/(1-2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 St)/(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„x = DIAPHR. Story Elevation Height AREA DL w; w, *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew1 *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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 51 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K7(D) F-B S-S ASCE IBC Ridge Elevation(ft)= 44.00 40,00 ft. Roof Plate HL= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. --- Building Width= 19.0 40,0,ft. Basic Wind Speed 3See.Gun= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable Ps3oA= 24.1 24.1 psf Figure 28.6-1 Psss B= 3.9 3,9',psf Figure 28.6-1 Ps30c= 17,4 17:4'psf Figure 28.6-1 Ps30 D= 4.0 4;0psf Figure 28.6-1 = 1,00 1.00' Figure 28.6-1 Ke= 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) "Krt"Iw*windward/lee: 1.00 0.00 Ps=A*Kzt*l*p.= (Eq.28.6-1) PSA= 24.10 0.00 psf (Eq.28.6-1) pss= 3.90 0.00 psf (Eq.28.6-1) Psc= 17.40 0.00 psf (Eq.28.6-1) Ps s= 4.00 0.00 psf (Eq.28.6-1) PS Aend cweep.= 20.8 0.0 psf Ps B.nd D average= 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 psi min. 16 psf min. DIAPHR. Story Elevation Height AA As 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 Page 52 of 82 16043 2016.06.20_River Terrace(Lots 157-161) Calculations.pdf SHEET TITLE: MAIN WIFORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K7(D)ND MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM WindRFD ) SUM WindRFD ) 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 0.00 0.00 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(S-S)= 0.00 kips kips kips kips DESIGN WIND-MinJPart 2/Part 1 ASD Wind(F-B) Wind(SS) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(SS) 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 kis kips 16043_2016.06.20_River Terrace(Lots 157-161)_Calcuiations.pdf Page 53 of 82 Design Maps Summary Report illtiNS 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 Site Soil Classification Site Class D -"Stiff Soil"°W Risk Category I/II/III ?' .,,,m.,,0„,„-p,,,,i, �� S (7,34).';(4-: p 1 pro' r i „..,,, ..„1,.;,,,.....,,,a. :,,;%•;'''50,,, .:,.4,,,,4.,:%.;,,'Ilv'i''':‘, It'''"".,"•,=•:,,, .4t4:41,,,,e4E,:::,-.';i11-`:,-f-,, 41 4::',..:i-44,F4''ii ifl'a.,..:11-aa,---f':'''':4, 6 a` �r , =4 : ate € �J ,- 4,-,-,4;,, ,� „, Y."�� . f1+ r� { /6g., iax .J.-,,,,,;,"6,,,-..: wau ie ffi /!, �, am -�� t .,r - vt. *b a - :1,.,1 } s ck U a ApKln 1 n a tT USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S°S = 0.720 g S, = 0.423 g SM: = 0.667 g S°� = 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. MCEK Response Spectrum mai Design Response Spectrum 1.3.x_, 1& D, 9: 4.72 o.22 0A 0.11 S Ct X44 A Aa. 33 AO l 32 0440 f!13 0.24, 022 .1 f 0.33 (10,1001 . b.2 b.40 O. o O.* 1.00 1.20 1.40 Lto L 3zoo o.OG 030 O 1,t;A 1t 3.40 1.00 L 2-°° Period,IXs PAtY g T 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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 54 of 82 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... usGs 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)1l' SS = 0.972 g From Figure 1613.3.1(2)12' Si = 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 v5 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: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 16043_2016.06.20_River Terrace(Lots 157-161)_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 ClassMapped 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 Si = 0.20 Si = 0.30 S1 = 0.40 Si >_ 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 Si For Site Class = D and Si = 0.423 g, F.= 1.577 16043 2016.06.20 River Terrace(Lots 157-161)_Calculations.pdf Page 56 of 82 Equation (16-37): SMS = Ss = 1.111 x 0.972 = 1.080 g Equation (16-38): SMS = = 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 = % SMl = 2/3 X 0.667 = 0.445 g 16043_2016.06.20_RiverTenace(Lots 157-161)_Calculations.pdf Page 57 of 82 Section 1613.3.5 — Determination seismic design category TABLE of 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDs IV I or II III SDS < 0.167g A A A 0.167g 5 SDs< 0.33g B B C 0.33g 5 SDs< 0.50g C C D S„ D D D 0.50g <_ For Risk Category= I and SDs= 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 SDI I or II III IV SDI < 0.067g A A A 0.067g <_ Sr. < 0.133g B B C 0.133g <_ SDI < 0.20g C C D 0.20g <_ SDI 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 = "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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 58 of 82 SHEET TITLE: LATERAL F B(front to back) CT PROJECT#: Unit K7(D) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 klps 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 1= 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,n. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type V i OTM Row Un,1 U,,n OTM ROTM Unet Us,,,n Us„m HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A 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 82.928.3 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 15 073 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 0A 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 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 8.3b 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 EV.„d 4.04 EVER 2.03 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.20_River Terrace(Lots 157-161)_Caiculations.pdf Page 59 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K7(D) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V I= 1.40 kips Design Wind F-B V I= 1.65 kips Max.aspect= 3,5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.43 kips Sum Wind F-B V I= 5.59 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 LIX ex. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Line Usum OTM RoTM Unet Usum U ,, HD (sgft) (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 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 0.52 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 0.00 0.00 0.00 0.00 0.00 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.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 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 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 l: 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 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 f 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVwnd 5.58 EVEQ 3.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 60 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K7(D) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic 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 Seismic 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 eff C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Line Uaum OTM ROTM Una( Usum Us„m 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 0.49 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 A,1b 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 -0.39 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 B.la 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 0.67 B B.1b 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 0.83 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 0.00 0.00 0.00 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 0.00 710.8 69.7 69.7=L eff. 1.63 4.30 0.70 2.63 EVnnd 5.92 EVEQ 3.33 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043 2016.06.20 River Terrace(Lots 157-161)_Caiculations.pdf Page 61 of 82 SHEET TITLE: LATERAL S•S(side to side)', CT PROJECT#: Unit K7(D) Diaph.Level: Roof Panel Height= B ft. Seismic V I= 2.03 kips Design Wind Fa V I= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 2.03 kips Sum Wind F-BVI= 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 Logy eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM Rom Une U=,n OTM Row Unet U..m D.um HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Plf) (pit) (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 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 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 4 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 EVw,,,d 0.00 EVEQ 2.03 Notes: denotes a wall under a discontinuity •* denotes a wall with force transfer `"' denotes a TJSB 16043_2016.06.20_River Terrace(Lots 157-161)_Calcuiations.pdf Page 62 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K7(D) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic 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 Seismic 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 LAX en. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Row Une1 U.., OTM RoTM U,,,t Usum U,,,m (sqft) (ft) (ft) (kif) (kip) (kip) •(kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (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 12b 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 0.00 0.00 0.00 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 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 0.00 0.00 0.00 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 - - 9 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 635.4 8.8 8.8=L eff. 0.00 0.00 1.40 2.03 2:Ve7fld 0.00 2:VEo 3.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.20 River Terrace(Lots 157-161)_Calculations.pdf Page 63 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K7(D) Diaph.Level: 2nd(main) Panel Height= 8 ft. Seismic V i= 010 kips 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 kips 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 LOL ett. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM U„*i U,m OTM RoIM Uu01 Uwm U:um (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (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 -nee- CONCRETE RETAINING WALL 1 1.2k 124.5 5.5 9.5 1.00 0.20 0.00 0.00 0.12 1.67 1.30 1.00 423113 - 0 18.63 4.70 2.88 10.42 0.00 3.48 -0.72 -1.23 40.48- 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 2.38 299 5.5 5.5 1.00 0.15 0.00 0.00 0.28 0.00 1.00 1.00 67 P6TN 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 2,3 111.3 1.00 0.15 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 1100 0.00 0.00 0.00 0.00 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,w,d 0.00 EVEQ 4.13 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 64 of 82 JOB#: Unit K7(D) ID: 4.1a&4.1b w dl= 150 plf 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 — A H head= A v hdr w= 0.0 plf 1 v Fdragl eq= 746 F2 eq= 434 A Fdrag1 w= • F2 . 0 H pier= v1 eq= 422.3 plf v3 eq= 453.2 plf 5.0 v1 w= 0.0 plf v3w= 0.0 plf feet H total= 2w/h= 1 2w/h= 0.932 9 v Fdrag3 eq= 7 • F4 e•- 434 feet • Fdrag3 w= 0 F4 w= 0 P3 E.Q. 2w/h= 1 #NIA WIND H sill= v sill eq= 236.0 plf 3.0 EQ Wind v sill w= 0.0 Of feet OTM 24061 0 R OTM 8665 6418 • • 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 P. 11 .4 ► Hpier/L3= 2.15 L total= 11.3 feet 16043_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 65 of 82 ESR-2652 I Most Widely Accepted and Trusted Page 8 of 22 TABLE 3-STRONG-WALL'SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES'' Seismic(SDC.0 E)" . . .. .:. 'Wind(SDC A-B): t_._ Dfift at Hold down �,; orit{'at Hold-down Namtpal; Height Allowable :Allowable Uplift at •Allowable.. Uplift at;, 4916 N.° .. Allowable Ailowable, (In) Ain) Shear(lbs) Aloir(bls Shear(lbs)' Shear n Shear pn).. 3hQar;[i!�) ( ) Shear(lbs),J.: :' SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 5600 0.30 13495 6160 0.3314845 SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 SWSB12X7 6 12 85 5:' 2520 0,32 9920 2779 ,'''i" 0,35 10905 a r SW818x7 18 ' '0:6'...'';• r •538b .• 034 14215 5910 0:37 . 15616. 4.. A;*' SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 0,2- SWSB 18x8 18 93.25 6150 0.37 14840 ! 5685 0.40 18325 SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWS8:;12x9 12 ` 105 25 1580 ' 043 9670 1780 r 045 =: 10780 t , SWS6,18x9 19 '105.25' 1,,..::'''' 043 13770 .`. 4180 051 :::':,,,,,,-.:1 •1130'....:: SYVSB 24x9 • 24 105 25 7810 :6:4i'' `,-'-;:'-' 128o,..: '.; 8590::ry 047::,..,::: , 11 23405 . 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 SWSB 112x7 5 12 '"'4' 0:§:i'6 ' ','1'200 0 31 9450 1 13120 -.i,::•-.a..-38 10390 SWSB 18x7 5 ' 18 ' 855 . 1 2625 •1„ 033 13870 2885 0:40 15245. : • .. Ir SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 . 2695 0.43 15530 �'''' 14120 °O' SWSB 18x8 18 93.25 2450 0.36 SWSB 24x8 24 93.25 4435 0:37 21415 4880 0.42 23560 3 „ 10780 i, ` 3WSt3�� ri v�2. , 105 2& 79b 043 ''').-,..:4970,2;' } 890 r� 0.48 i ; SWSB'',18x9 18 ;;' 10525 1 1905 s ,_ 043 13770h : 2090 0 51 15105 ?{ SWSB 241c9 s '•,-,:,---:24:!--;';'-`1. 10525: 3905 0 42 -..21g80..1-,,.... ... 4295",, 0:47 3f C' 23405. For S1:1 Inch=25.4 mm,1 lb.=4.45 N,1 pit=14.6 Nfm. '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 93.26 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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 66 of 82 e- 4x12 HDR B rn" m a • Cc Ir N e o m� 0 HUC416 �� H114416 2 13'"x20 VL FB 1 rX;:'--11 4X1 .x O: o1—I UP To I IBED < DN O G J u IUVJIG y - FLOOR G.T. I! S9.0 TW. I1 II 20 AT BLDG. 1j 59.0 STEP it 20"OPEN fVEB JOISTS ®19.2"O.C. L I 0TW. I AT BLDG. I� I I '® STEP © IFLOOR GIRDER 7� 3j, . 0 !leu ' `� i ;�HIT42011 NLIP [II I _ • 1 I AT BLDG.m illi I \I Y¢ UBAP TH I 1I �/I STEW 1111 i 1 ti TAI'i TW.® I'IL I---1 L F AMING {,/rte_-1i Y 1I i AT T BLDG.P I.I ��\"JI'I I �I Ali ® l �I S I I11 4 1 m .11 1 1 1 IC , . . 1 y it IC DINING I 1 I x 1! i i MC5.� I.1I 1\ I UP 10 a 4 l M. BATH -`r-= 11I 1,I i 13:"x20" L__SII LVL FB I L L_ 1 1 �' Ca Ij; I I NIL y L , * _ (2)13i"x20"LVL FB UPPER FLOOR UNIT K-7(D) FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 67 of 82 SEE SHEET 1110 FOR PATIO CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6.-11Ys ABOVE LOWER FINISHED FLOOR. J 18 69. POST ABOVE ,., POST ABOVE-\ ,(0 6z6 P.T. POST W/ P T. 4x1y HD_. ACES POST CAP r� o MBB TYP. Q F b BEARING a es Ul {STUDS ABV. ' N 2z8 P.T. LEDCE Y �` �� . 11 I —i I 1I 0 . •I 9 TYP. —o Cs I 11 AT BLDG. o _L I 59. STEP I 9 TIP. Er 12 " . I ©AT BLDG. 59.0 °' I IV STEP GT ABOVE ! M65 0 _ GT ABOVE 334 x10Yz'CASCAD_ S.L HDP II 3 © � I I AT BSE" `h I I I 9;" yam TYP.. I P 1Y<x91f 1 ! AT BLDG.® I HICIDLAM DU I STEP FkU31 W/J51t) i 1 1 1 I 1 I 1 I I I I 11 I 11 u r M B4 1 11 3 x10 CASJADEE s.. . HDR . I / ,1 1,1 � 1 I I ABJV� 1111 /STAIR 1 , , ,,.�s ,�_11'U�l.' 11FRAMINGII IT w "'Ii,1i HU41011 I I� I El, :3�'i 1 ,111.-'-cm la' 1 II .,. i I , 3 _. ".114::).,...1c 0 CAD ASEH.L. HD "s' I' Igr il CONT. TO POST AT BUNDLED STUDS 13a 9J4" RIGIDLAM L 1 1 ADJACENT UNIT 1 4 8 HDR 0 FOR HDR ABV. I� — 4x4 W/AC4 TRUSSES AT PORCH ROOF 24" O.C. SYMMETRICAL ABOUT THIS LINE MAIN FLOOR UNIT K—7(D) FRAMING PLAN 1/4"=1.-0" FRENCH REVIVAL 16043 2016.06.20_RiverTerrace(Lots 157-161)_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� � UB1 .,, ... >. , Bpi 2 -Assz,., 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-TensionCompr 900.0 psi Fc-PM 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb- 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unit 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 Max fb/Fb Ratio = 0.327: 1 ���'f fb:Actual: 321.48 psi at 4.250 ft in Span#1 Fb:Allowable: 982.51 psi , Load Comb: +p+L+H , Max fv/FvRatio= 0.154: 1 A • fv:Actual: 27.66 psi at 7.565 ft in Span#1A Fv:Allowable: 180.00 psi 8.50 ft.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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 69 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project Descr: Seattle,WA 98109 (206)285 4512 Fax: (206)285 0618 i :: e 7 �. q� r la " ' Licen :c.t.engineering Lic.#: KW-06002997 Description Main Floor Beams M61 \ 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-PrIl 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 klft,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 psi0 410 Load Comb: +D+L+H A Max fv/FvRatio= 0.683: 1 fv:Actual: 44.38 psi at 2.400 ft in Span#1 3.o n 2-2x8 Fv:Allowable: 65.00 psi Max Deflections Load Comb: +D+L+H 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 a IG r 105HDS 1:130+ ,dss;✓ ' :ASC T-©S, BEAM Size: 1.75x9.6,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 klft,Trib=1.0 ft Point D=0.4740, L=1.265 k @ 9.a04 Point: D=0.120, L=0.320 k @ 4.50 ft y,m Design Summary Dttnt D o.0 so L o oao Max fb/Fb Ratio = 0.498. 1 `� fb:Actual: 985.10 psi at 4.500 ft in Span#1 Fb:Allowable: 1,977.35 psi : � �, Load Comb: • ID Max fv/FvRatio= 0.164: 1 fv:Actual: 50.69 psi at 0.000 ft in Span#1 10.0 ft1.75X9.5 Com Fv:Allowable: psi Max Deflections Load Comb: +D+L+H Max Reactions (k) D L Lr 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 2016.06.20_RiverTerrace(Lots 157-161)_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 :1161 U.. ,Tris ie,,:....iP x.; -6%' s. ., ,;,1,... ,.:- , ,_,--,1.s r,,';', 1';.:';;i<,'--- .1,-,1%:,` p4 R- `16'.:11. 9 ,t'v '" f3,.3 I � to fid Lic.#: KW-06002997 Licensee:c.t.engineering ai M B4 � 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-Prll 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 k/ft,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 Load Comb Allowable: +D+L 27 psi • x x, "� ,.,.,a Max fv/FvRatio= 0359: 1 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 ', 1, y. t' s 141'.tea.00):, ; BG ASS 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-Pill 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 DIOD2DI p,p.R_ 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 limmor, ...- . �� . Fb:Allowable: 2,362.27 psi ; . Load Comb: +D+L+H .. Max fv/FvRatio= 0.533: 1 A A fv:Actual: 141.21 psi at 0.000 ft in Span#1 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 Upward Total 0.000 in Right Support 1.11 2.35 0.32 Live Load Defl Ratio 480 >360 Total Defl Ratio 343>180 "1. Design, M66 , l4 s 't DS f 2e0 B0 f C i5 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 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.943. 1D 0.0750 L 0.20 fb:Actual: 738.92 psi at 5.750 ft in Span#1 Fb:Allowable: 783.50 psi ,� , ....:. � Load Comb: +D+L+H • _ _ .. • 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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 71 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: 580010 User KW-0602997.Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 16041.ecwPage:Calculatio1 _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL(0 TO 4'-0") Criteria 0 Soil Data I Footing Strengths&Dimensions I l � Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf ft = 3,000 psi Fy = 60,000 psi Wall hei ht above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% 0.0014 9 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 inPassive Pressure = 350.0 psf/ftTotal Footing Width = 2.00 Soil Density = 110.00 pci Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingiiSoil Friction = 0.300 = 0.00 in Wind on Stem = 0. Key Width 0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distancefrom Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem AxAxialial Dead Lo Lad = 150.0 lbs Axial Load Eccentricity = 0.0 in Live oad 250.0 lbs Design Summary 0 Stem Construction r Top Stem Stem OK Total Bearing Load = 1,635 lbs Design height ft= 0.00 resultant ecc. = 1.93 inWall 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 th/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-ft= 425.2 Footing Shear @ Heel = 9.7 psi OK Moment Allowable = 6,234.5 Allowable = 93.1psi Shear Actual psi= 4.9 Wall Stability Ratios Shea Overturning = 3.19 OK r 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 lbsWall 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 psfEquiv.Solid Thick. = Mu':Upward = 181 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 26563 ft Cfc trete Data psi= 3,000.0 Mu: Design = 155 563 ft-# 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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 72 of 82 I Title: Job* Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 LkRev. 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page 2 1 (c)1983-2003 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 RM.= 1,694.7 16043_2016.06.20_River Terrace(Lots 157-161)_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 1 User.KW-0602997,Ver 5.8.0,1-Deo.2003 Cantilevered Retaining Wall Design 16041.ecw:Calwlatio _(c)1983-2003 ENERCALC Engineering Software ns Description CANT RET WALL(4'-1"TO 6'-0") Criteria 0 Soil Data I Footing Strengths&Dimensions I l 1 Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf ft = 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 3"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 Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootinglISoil 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 1 Top Stem -k 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 ft4= 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 - g Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,685 479 psf Equiv.Solid Thick. = Mu':Upward = 762 0 ft4 Masonry Block Type=Normal Weight Mu':Downward = 105 1,000 ft-it Concrete Data Mu: Design = 657 1,000 ft4 ft 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 2016.06.20 RiverTerrace(Lots 157-161)_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: KW-0602997, W-06 Ver Page 2 1 Use9.3-0032997,CALC .0,1eering o Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calwlations 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 ftat lbs ft ft-it 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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 75 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 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(6'-1"TO 8'-0") Criteria 0 Soil Data I Footing Strengths&Dimensions I Retained Height = 7.50 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 = I.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 DensityWater height over heel = 0.0 ft = = 110.00 p cf Footing Thickness 12.00 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 0 Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary 0 Stem Construction 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 lb/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 Overturning = 2.36 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 = 1,264.4 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 = 1,676 627 psf Equiv.Solid Thick. = Mu':Upward = 1,717 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 236 2,945 ft-# Concrete Data Mu: Design = 1,480 2,945114 fc psi= 3,000.0 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_2016.06.20_River Terrace(Lots 157-161)_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 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(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_2016.06.20_River Terrace(Lots 157-161)_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 LkRev: 580010 Page 1 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(8'-1"TO 10'-0") Criteria 0 Soil Data IIFooting 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.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 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 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 Stem Construction 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 Rebarianess = 8.00 Soil Pressure @ Heel = 714 psf OK Size = # 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 Thi/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 Gales 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 ft# 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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 78 of 82 1 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 L2997V58O1De2003 Cantilevered Retaining Wall Designc)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-# 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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 79 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 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 16041.ecv✓:Calwlations (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL(10'-1"TO 12'-0") Criteria II Soil Data III Footing Strengths&Dimensions I 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 9 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 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 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 = 1,835 psf OK i = 8.00 aness 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 Gales Slab Resists All Sliding I 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 Results 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_2016.06.20_River Terrace(Lots 157-161)_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: 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:Calculatlons 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 ft-# 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_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 81 of 82 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: Date:, (206)285-4512 MX: Client: Page Number: (206)285-0618 i4` Pii Pts 'PAS/ • jo.e., - . 1 I i ) 1 ( I I 4 (_ n_____n---- if ___.. ._.:._16_______,). lit __.__ 1 i .0.______'' - 1 _ 1 . II ult ii 1 yPO 111 y e (-,41 (251-#S) • __ (4-)(g316) 4- 2/ )( 41)*14 ---( -1-4y471-16,--)- . 1--- ,at) 4- eik.. )qv Q%._7 1,57 &. p`-- 90 kv*- )b, - (41--0,45L49-4, --- 266?-0 c- -_ [46- NA, LO W) TSP l t,�y, v 145 6\ X l 51 V(4:-) 1-04-0-ti = 2(33 lb' 54 ,> -t3-?-.` (Sv b� Q" o k- ,/" 16043_2016.06.20_River Terrace(Lots 157-161)_Calculations.pdf Page 82 of 82 Structural Engineers ______ s Roseburg J6 MAIN 1.25-16 2:28pm A Forest Products Comp cls 1 of 1 CS Beam 2015.7.0.1 kmBeamEngine 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: L/480 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 mweremoe / 200 1060 1430 / ®690 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#(62p1f) 309#(232p1f) 2 832#(624plf) -16#(-12p1f) 199#(149plf) 3 322#(242p1f) 2#(2plf) 95#(72plf) 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.'# 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" L/786 20.22' Odd Spans D+L LL Deflection 0.1661" 0.3508" (/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 their respective owners KAMI L HENDERSON Stroh Tie EWP MANAGER' copydght(C)2015 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floorjoist,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 p Roseburg J7 MAIN 1-25-16 2:26pm A Forest Products Company 1 of 1 CS Beam 2015.7.0.1 kmBeamEngine 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: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 / 11 001460 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#(637plf) 255#(191 plf) 3 327#(245plf) 91#(68plf) 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.'# 2820.'# 44% 19.57' Even Spans D+L 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 their respective owners KAMI L HENDERSON Stson Te EWP MANAGER g' fCopyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS m "'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 he reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specrfications. 503-858-9663