Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (9)
• /(4 riLU/C - C>C> ( 3 LS`7 S4J /747-e 4 '4t51-.20IGoo t- 5-- 4451-2-0/ - s,ti 1 -U/G-0C>'1' j /JZG z y, 4nr1,t%c ir_r_ ST'1(U/�s-0o yl7y ;3-4- j • ;f:-. er.5-,erc 4(51--.0/6-0a,t5 3 13 2 7y Skl �k�iY'✓ t �rr MULIVLLJ CT ENGINEERING OC! 1 1 2O1fi Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. Cggapp _ p� c-t206.285.4512 (V) 206.285.0618 (F) £ !_ sa PiRt �4 N #16043 Structural Calculations PRRiver Terrace ��\GINS Lots 175-179 w �' 60 �� okd (Row Houses) '�V �REG�iNA Tigard, ` � 22 ,191��� 9 d, OR t-s T c 06/22/2016 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 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 1 of 82 C T ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace—Lots 175-179(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_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 2 of 82 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 16043-River Terrace-Lots 175-179 (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) 518"gypsum ceiling 2.8''psf Misc.IMech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0psf 3/4"plywood(O.5.B.)' 2.7 psf Floor Framing(Trusses/Joists) 4.3 psf Insulation 1.0'psf (1)5/8"gypsum ceiling 2.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 3 of 82 0 ROOF BELOW I ❑ �I 19'-1" 3'-7V2" 2'-3Y2 9'-10" S-4" 1 5'-7Y4 4'-23/4" 1-41 �CE"1'-11 COMMON WALL t 1 II 71f2X Q - �FLOOR BELOW I ' TV NICHE 1NSULAT£FLOOR .7 I AT+36" �.:::::-::-:O .UNHEATED.:::: AI :::...::::::::::::::::1 A.F.F. : SPACE : ;_: 1 icy '® r- �. :RAISER CEILING +9 3 e - :ABV UPPER FF .:� I '� ROOF I `� BELOW H ., Master Be+drOOM i - a Cw3 1177 7/ :1.73/2....:. 5 :5] -:I RAP I REDUCTION. ;: :1 I SYSTEM ..._._...;.._..-._ -U5SH. Ix -'?I o k. F{{ Linen 5' SHOVE' F Ur "^, II&FOLD 101• I - ? e }I ",•N� 2x4 FLAT 24'is STUDS 6wal !im PLANT 5• M. BL, ii Oimmigmmim SHELFi .l. LOCATE PLUMBING 2" .�Q i5dR: Nim ® -,1� GM nAT PARTY WALL RADON 9 ' 'Q REDUCTION ." m ®'I SYSTEM 1 REM 1 w 111) . SEE SHT. .I WASHER j, © n U4 FOR STAIR OPEN:SO I • '' I 2n DETAILS BELOW 3'-712 2-4 HCW Bath • } ,� 24"T8 3 7Y2-- 3=:9 Ye .1 ATTIC S &P I LOW.WALL -: - ,ACCESS 1 I ` 1 AT+42 W f m T1 WOOD CAP e� 6-0 BIPASS D4 I� :6','17:..::.:..::1.;-6:11 -5Y2 ak I TYP. Tech Rr .; RALSEO CEIL]NG .:: . I m Q+9 s< Bedroom 2 Q BV LfPPER FFA, eh mo ll..L:: m , 1 .......97 . ........_.._ EGRESS UV 2-6 4-• SH `t. o I 7-0 5-0 xox N I I 3'-3" 3'-10" , 5'-0- 5-0" 1 7'-1" 10'-0" 4 2,-0"1 1 19-1_ UNIT E-7(B) UPPER FLOOR PLAN 1/4"=1,-0" AMERICAN MODERN 16043 2016.06.22_River Terrace(Lots 175-179)_Calculations.Pdf Page 4 of 82 SEE SHEET U9 FOR PATIO CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11Z" ABOVE LOWER FINISHED FLOOR. II 0 • 1 19'-Y 2-592 '-2" 13/4 m 6 fF00F AgOVW z -----I--- -- - GUARDRAIL AT+42" 7 v ABV. DECK SURFACE Deck D6 mo v 4,, 4'-5' I 4'-692 r COMMON WALL '6.'6-, -n r-FLOOR 20A 7n F85_ 1 ABOVE D6 ,...2_,_9_41._.0 t=om 'OSi1 -I�YBzB-F- OEit___ TY a NG 6-r 6 r SOD _ I O L ■��1 - CS _.••\ ♦ a /31 Ali- Ark ----f— --• n�� ' ' ry ® 2x6 WALL W/R-21 BATT INSUL. �, „•.. Hp FACTORY-BUILT DIRECT-VENT GAS FIREPLACE I III a VENT UP THRU LOW ROOF _n, 7 ROOF ABOVE ••4 . I I1 TILE HEARTH c I ' (OPTIONAL) I INSUL FLOOR JOISTS AND ROOF RAFTERS v I ;., �L -~ AT FP ENCLOSURE I N _ _ _ Mr m II ® Living INSULATE FLOOR OVER T a 0 RADON. I r UNHEATED SPACES 7 REDUCTION? B 17)2 3'-10' 1092 2'-6' 3'-6" 2'-6" L SYSTEM.. rl{ S& P ID . ,t -_-Y��' ,JIION i 41 LA �11 Op ' LOW LL .T I h N "' +42" .F.F. ,_ I:3 OD1 N Q N 1.7__ K2tchn m IJ DW- 2 RADON 'I REDUCTION I SEE SHR ©SYSTEM / I Eh U4 FOR STAIR N■ DETAILS 1-6. ICP rr n II AIn CONTINUE PARTY WALL- �1j `".5 GWB THROUGH FURRING TYPICAL n, t UP (2 © 1: p Din./Fam. IO ei INV �r. '� INSULATE FLOOR OVER Pistol UNHEATED SPACES . FLOOR BELOW r 0 2 4 H I �� i .3, N I, 7-0 5-0 XOX � UrI a ROOF BELO 0 I I r I I .-3. ;2,-2" 10'-0" 1 19'-1" UNIT E-7(B) MIDDLE FLOOR PLAN 1/4"=1-0" AMERICAN MODERN 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 5 of 82 SEE SHEET U9 FOR PATIO CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-115." ABOVE LOWER FINISHED FLOOR. • e 1 19'-1' 3.-A/2- 4 1 11'-4Y2 i 1�4 rI -ISEZ{c A60DE .. = I I� 1y\ 'I O +---_-- F� 1 8 u 2D014\---- P05T }--F-q COMMON WALL sN I i 1 In[11, a ♦ ♦ ♦ ♦ ♦ ':1 Ailk i .-NtecFt 7� i r 1 I 0 ' FIREPLACE ABOVE ' R3 OCCUP i DIRECT VENT GAS WATER HEATER DOORS SHALL BE I—: ---- SELF-CLOSING ��-----_--- --L-- 20-MIN. RATED r I 1 DIRECT VENT GAS � � Tandem 2-Car i FURNACE �FURN. 6? Garage PR:DUCTION I I U OCCUPANCY ,I ♦ SYSTEM— a Yµ WALL FINISH: 4b" , GWB CEILING FINISH I Viii TYPE 'X' GWB ' 4'-312 , FIRE-TAPE ALL eI INSULATE GWB WRAP BEAMS 1 -rr-1 UNDER STAIRS BELOW CEILING I ;n I I I AND LANDING LEVEL INSULATE FLOOR ABOVE. 1 I 4-1" ;I I 31-9Y2. r I ,, ^""••—• LJ INSULATE WALL I o _ PER DETAIL 4/01 I n WHERE ADJACENT REDUCTIRADOONN ___ __ TO HEATED SPACE—""1 c SYSTEM I. SH T. m U4 FOR STAIR i DETAILS 1 3'-0" 9Y2 Aft1 -WOOD TREAD, MAX. RISER 8" ‘11, (ADD OR REMOVE STEPS AS ,-..JREQUIRED PER SITE CONDITION) I • 1 I • a z . UP z<z m o II Q U -t-------a� Entry i , N<I HNy y �1 I 3 I y In oI n N Porch j 1e 8-0 7-0 54 . I, 1I ®® it I l� 1 D5 "^ .43'-7Y2} 2•-Y2 � L3-2" 1._ I •� AT -IFLOOR ABOVE < Ur STEPS I E9IT0LEJ as I 73v. UP 7Y2.I{, 2._2. 8._0. • 'I— 1'-8•I 5i_0, 4_0" I\i_0' 11-1D 1 !} 19'-I } 4 UNIT E-7(B) LOWER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 6 of 82 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E7(B) Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= 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 Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.uses.qov/designmaps/us/application.pho http://earthgwake.usgs.qov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMs=Fa Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SMi= FvSi SMi= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, SD,= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = 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 Ho= 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 l20= 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_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 7 of 82 SHEET TITLE: CT PROJECT#: Unit E7(B) SDs= 0.70 h„ = 25.92(ft) SDi= 0.44 x = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S,= 0.41 k= 1'ASCE 7-10(Section 12.8.3) TL= 6'ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sips/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=Sot/(POR/IO) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD,*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if 51>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) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof - 25.92' 25.92 693 0.030' 20.79 538.8 0.49 2.36 2.36 3rd(uppr) 8.08 17.83' 17.83 693 0.030 20.79 370.8 0.34 1.62 3.98 2nd(main) 8.92 8.92' 8.92 693 0.030' 2039 185.4 0.17 0.81 4.79 'Ist(base) 8.92 0.00' SUM= 62.4 1094.9 1.00 4.79 E=V= 6.70 E/1.4= 4.79 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 8 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: Unit E7(B) N-S E-W F-B S-S IBC ASCE Ridge Elevation(ft)= 44.00 40.00ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. - --- Building Width= 19.0 40.0'ft. Basic Wind Speed 38eo.case= 95 95;mph Figure 1609 Figure 6-1 Exposure= B B Roof Type= Gable Gable Ps3oA= 16.1' 16.1'psf Figure 6-2 P930 B= 11.0 11.0'psf Figure 6-2 Ps3o c= 12.9 12.9 psf Figure 6-2 Psso o= 8.9 8.9;psf Figure 6-2 N= 1.00 1.00' Figure 6-2 Ka= 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*Poo= (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) PSA end C average= 14.5 8.8 psf Ps B 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 00 1.005 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height A8 AB Ac AD A8 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(N-S) V(N-S) Vi(E-VV) 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 AF= 626.2 AF= 1318 6.3 8.0 V(n-s)= 8.32 V(e-w)= 9.93 kips kips kips kips 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 9 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: Unit E7(B) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.00 0.00 0.000.00 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 0.00' 0.00 0.00 0.00 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00 0.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B). 8.32 V(SS)= 9.93 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08 17.83 17.83 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.92 8.92 8.92 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.92 0.00 0.00 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 9.93 kips kips 16043 2016.06.22 River Terrace(Lots 175-179)_Calculations.pdf Page 10 of 82 Design Maps Summary Report IIMS 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 ° BCR: r5 ' E jj £R 0 ,..�s laa�rff�f�'�to�x � � --40:' r ,n��: ' s �a� !,..7:-'-'-':.44--,':44'.7-, s. e^,� ' .✓ 0 ? s $ o l'-'4,2 '2:':: � Kind Cee i 12� j 3` ;lrt ' :; ,. � ,;�'�..:, , �� ..r; .. �.. ,z . t �',,� � USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SM: = and 0.667 g SDS = 0.445 g For information on how the Sand S1 values above have been calculated from probabilistic (risk-targeted)and deterministic ground motions Sin the direction of maximum horizontal response, please return to the application select the'2009 NEHRP"building code reference document. NICE*Response Spectrum Design Response Spectrum 1.1A 0.110.72 0.00 06t 6f O.SG t3.44 S0.4! �. 0,401 0.44 032 Oil .: X 21,: 79.22 oil x:31: #9:7'. triX1 0000. 0.20 0,4 0.40 0-261.00 i. fl t.tb > t 00 2.44b.7 3?, ! 79.tt 0 4> 1. 1. 9 1 4i9 1,4° 1. 3 2.00 period*I("4tr T(o.c Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 11 of 82 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... EISGS 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 S,). 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)`" SS = 0.972 g From Figure 1613.3.1(2)`2' S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs N or Ndh 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 llb/ft2 = 0.0479 kN/m2 16043 2016.06.22 River Terrace(Lots 175-179)_Calculations.pdf Page 12 of 82 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site 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 S5 = 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 Si = 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 l6043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 13 of 82 Equation (16-37): SMS = FaSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SM1 = F,S1 = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % SMS = 2/3 x 1.080 = 0.720 g Equation (16-40): Sol = % SM1 = % x 0.667 = 0.445 g 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 14 of 82 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sns I or II III IV Sin < 0.167g A A A 0.167g <_ SE.< 0.33g B B C 0.33g <_ Sps < 0.50g C C D 0.50g5Sps D D D For Risk Category =I and Sin = 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 Sol < 0.067g A A A 0.067g 5 Sr. < 0.133g B B C 0.133g <_ Sol < 0.20g C C D 0.20g 5 So1 D D D For Risk Category=I and Sol = 0.445 g,Seismic Design Category= D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category E. "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.govjhazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 15 of 82 SHEET TITLE: LATERAL Fa(front to back) CT PROJECT#: Unit E7(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.36 kips Design Wind Fa V i= 3.38 kips Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.36 kips Sum Wind F-BVI= 3.38 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM RoTM U„et U,um OTM RoTM Uom Unum U,um 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.3a1 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 0.66 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 0.61 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 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 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0,00', 0.00 0.00 0.00 0.00 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.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 82 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 0.001 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 0.52 693 44.3 44.3=L eff. 3.38 0.00 2.36 0.00 EVH;,,d 3.38 EVEQ 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 16 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E7(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V I= 1.62 kips Design Wind F-B V I= 2.41 kips Max.aspect= 3,5 SDPWS-08 Table 4.3.4 Sum 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 eff C 0 w dl V level V abv. V level V abv. 2w/h v1 Type Type vi OTM ROTM Unet Usum OTM RoIM Unet Usum U.um HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pif) (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 1.00 0.00 0.00 0.00 0.00 0.00 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 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 4 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVn;,,d 5.79 EVEQ 3.98 Notes: s denotes a wall under a discontinuity denotes a wall with force transfer '"' denotes a TJSB 16043_2016.06.22 River Terrace(Lots 175-179)_Caiculations.pdf Page 17 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E7(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V I= 0.81 kips Design Wind F-B V i= 2.53 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 eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RQTM U„et Usum OTM RoTM Unet Unum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.la 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.65 0.00 0.00 0.00 1.40 1.40 A A.lb 0 20.8 20.8 1,00 0.15 0.00 1.69 0.00 1.16 1.00 1.00 57 P6TN P6TN 81 10.60 29.30 -0.93 -0.61 15.21 21.70 -0.32 0.80 0.80 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1 a 144.4 5.0 5.0 1.00 0.00 0.53 0.50 0.17 0.34 1.00 1.00 101 P6TN P6 206 4.56 0.00 1.05 2.27 9.26 0.00 2.14 4.29 4.29 B 13.1b 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.lb 48.8 5.0 5.0 1.00 0.16 0.18 0.41 0.06 0.62 1.00 1.00 135 P6TN P6TN 117 6.09 1.80 0.99 0.99 5.27 1.33 0.91 0.91 0.99 C C.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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 : 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00'' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 68.3 68.3=L eff. 2.53 5.79 0.81 3.98 Vw„d 8.32 EVEQ 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 18 of 82 SHEET TITLE: LATERAL SS(side to side) CT PROJECT#: Unit E7(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.36 kips Design Wind F-B V I= 4.04 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.36 kips Sum Wind Fa V I= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eR. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Ram Une, Ueum OTM RoTM Use Ueum Ueum HD (sqft) (ft) (ft) ( ) (kiP) (kiP) (kit)) (kiP) P (Plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.3a 173,3 3.0 3.0 1.00 0.201.01 0.00 0.59 0.00 1.00 0.75 262 P4 P6 337 4.71 0.81 1.67 1.67 8.08 0.60 3.21 3.21 3.21 1 1.3b 173,3 3.0 3.0 1,00 0.20 1.01 0.00 0.59 0.00 1.00 0.75 262 P4 P6 337 4.71 0.81 1.67 1.67 8.08 0.60 3.21 3.21 3.21 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 000. 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=L eff. 4.04 0.00 2.36 0.00 EVu;,,d 4.04 EVEQ 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 19 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E7(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V I= 1.62 kips Design Wind F-B V I= 2.87 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.98 kips Sum Wind F-B V 1= 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. Wnd Wind Wnd Wind Max. HD Wall ID T.A. Lwall Logy en. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unec Usum OTM Raps U,,,1 Usum Us„m (sqft) (ft) (ft) (klf) (kip) (kiP) (kiP) (kiP) P (Pif) (pif) (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 56.83 3.0 3.0 1.00 0.20 0.24 1.01 0.13 0.59 1.00 0.67 361 P3 P4 415 6.50 0.81 2.44 4.11 11.21 0.60 4.55 7.76 7.76 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 346.5 40 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0 00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.0 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 00 0 00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 - - 0 0.0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- •- -- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 2;Vw;,,d 6.92 2:VEQ 3.98 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB Page 20 of 82 16043_2016.06.22_River Terrace(Lots 175-179)_Caicuiations.pdf SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E7(B) Diaph.Level: 2nd(main) Panel Height= 8 ft. Seismic V I= 0.81 kips Design Wind F-B V I= 3.02 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.79 kips Sum Wind F-B V I= 9.93 kips Min.Lwall= 2.29 ft. per SDPWS-08 HD Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Loi.e, C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet U . OTM RoTM Unet Liam Ueum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pif) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.24 74.69 5.8 10.7 1.00 0.27 0.40 1.64 0.11 0.95 1.00 1.00 183.P6---P4- 354 8.44 7.45 0.19 4.30 16.26 5.52 2.11 9.87 -9:97-- CONCRETE RETAINING WALL -1-474IY 38.97 3.0 8.0 1.00 0.27 0.21 0.85 0.06 0.49 1.00 0.75 245 N P4 354 4.40 2.92 0.64 4.75 8.48 2.16 2.71 10.47 4947- CONCRETE RETAINING WALL - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 173.3 4,0 11.5 1.00 0.27 0.92 1.44 0.25 0.81 1.00 1.00 264 P4 P3 588 8.45 5.59 0.86 2.67 18.83 4.14 4.41 8.01 8.01 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 3.1a 173.3 9.3 9.3 1.00 0.27 0.92 0.00 0.25 0.00 1.00 1.00 26 P6TN P6TN 98 1.97 10.58 -0.99 -0.99 7.33 7.84 -0.06 -0.06 -0.06 4 4.2a 50,52 3.8 13,3 1.00 0.15 0.27 1.33 0.07 0.77 1.00 0.96 228 P6 P4 416 6.70 3.45 1.03 4.69 12.76 2.55 3.22 6.79 6.79 SIMPSON SWSB 12x8 4 4.2b 59,31 4.5 13.3 1.00 0.15 0.31 1.66 0.08 0.96 1.00 1.00 231 P6 P4 438 8.33 4.05 1.12 5.18 15.78 3.00 3.33 6.91 6.91 SIMPSON SWSB 12x8 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- •-• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 2:Vw;nd 9.93 2VEo 4.79 Notes: denotes a wall under a discontinuity '" denotes a wall with force transfer e'e denotes a TJSB 16043_2016.06.22 River Terrace(Lots 175-179)_Calculations.pdf Page 21 of 82 JOB#: Unit E7(B) ID: 43a&4.3b ALT wdi= 150 plf V eq 1177.6 pounds V1 eq= 523.4 pounds V3 eq= 654.2 pounds V w= 2020.5 pounds V1 w= 898.0 pounds V3 w= 1122.5 pounds ► --> v hdr eq= 168.2 plf — •H head= A v hdr w= 288.6 plf 1 " Fdragl eq= 187 F2 eq= 234 A Fdragl w= 1 F2 . 401 H pier= v1 eq= 327.1 plf v3 eq= 261.7 plf 5.0 vl w= 449.0 plf v3 w= 449.0 plf feet H total= 2w/h= 0.8 2w/h= 1 9 . Fdrag3 eq= % F4 e.- 234 feet A Fdrag3 w= 321 F4 w= 401 P4 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 168.2 plf 3.0 EQ Wind v sill w= 288.6 plf feet OTM 10599 18184 R OTM 3308 2450 v UPLIFT 1157 2498 UP sum 1157 2498 H/L Ratios: L1= 2'.0'', L2= 2.5 L3= 2.5 Htotal/L= 1.29 411, .4 ►A O. Hpier/L1= 2.50 4 ► Hpier/L3= 2.00 L total= 7.0 feet 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 22 of 82 JOB#: Unit E7(B) 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 A H head= A v hdr w= 426.6 plf 1 v Fdragl eq= 273 F2 eq= 342 A 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. 2w/h= 1 P2 WIND H sill= v sill eq= 246.0 p/f 5.0 EQ Wind v sill w= 426.6 plf feet OTM 15500 26877 R OTM 3308 2450 • • 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 ► 10 10 11 0 Hpier/L3= 1.20 L total= 7.0 feet 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 23 of 82 JOB#: Unit E7(B) ID: 4.1a&4.lbALT w dl= 150 plf V eq 1878.3 pounds V1 eq= 864.0 pounds V3 eq= 1014.3 pounds V w= 3567.4 pounds V1 w= 1641.0 pounds V3 w= 1926.4 pounds __*. --► v hdr eq= 140.9 plf •H head= A v hdr w= 267.6 plf 1 v Fdragl eq= 324 F2 eq= 380 A Fdragl w= s 5 F2 . 722 H pier= vl eq= 225.4 Of v3 eq= 225.4 plf 5.0 ; vl w= 428.1 plf v3 w= 428.1 plf feet H total= 2w/h= 1 2w/h= 1 9 . Fdrag3 eq= 4 F4 e.- 380 feet A Fdrag3 w= 615 F4 w= 722 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 140.9 plf 3 0 EQ Wind v sill w= 267.6 Of feet OTM 16905 32107 R OTM 12000 8889 r 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 0 , ►41 ► Hpier/L1= 1.30 i ► Hpier/L3- 1.11 L total= 13.3 feet 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 24 of 82 ESR-2652 I Most Widely Accepted and Trusted Page 8 of 22 TABLE 3-STRONG-WALLeSB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIESI'2'' ' k Seismic(SDC C E) ' ... Wind(SDC A-B): • Nomipal: ' ;` `_ Dflit.i.,:-..-,. Hold-down �; '„ ' ,Drifk at :.Hold down .: Model No Width Heigh ABoWnbleUplift •at Allowable Allowable U Ifft at` Ailowaple; P (ln) Spear(lbs) Allowable Shear(lbs) Allowable (in) Shear(In);' Shoar los Shear(in) SWSB 12x7 12 78 I 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 1 5600 0.30 13495 4 6160 0.33 14845 SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 SWSB 12x7 6 ;;: 12 85 5< 2520 032. 9920 2770 9,35: 10908';, '.' SWSB i8x75 18.'x: • o.�: .8,4.g.::� , 638b 034 14215 1: 6910 ,:047 '.: 15616.: .`„ m SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 , , '. SWSB 18x8 18 93.25 5150 0.37 14840 5685 0.40 16325 ;''?:+" SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWSB;12x9 12 105.25is, 1580 (:).,:.,.., 9570 :` 1780;r;_ '0010780 ,;..--1,, , WS618x9 18 10525 ' 3810 0,43 13770 ` 4180 0751 r `r 15105 SWSB 249 '..,'.".I.s::',.-.,24105:25 7810 .;(442,- : 21280 ,.;!',„'',"8090:•::.: 047 f..';`!:;:g34.95.`'.•:' SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 8WSB112x7,5 12 855'. 1200 .1 o'..34.,,::-,j:. 9450 /` 13120 ,,,,,;::,,JA4t.:.,.,•:... 10390. rSW06;105 ,' 18' 7. 855 2625 ;. 0,34.!..:'..:,7 13870 2885 040 15245_ m7.1 SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 '•"Lc'•` SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 SWSB 24x8 24 93.25 4435 0:37 21415 4880 0.42 23560 3. SWSB 12x9 12 10525: 790 043 9570` ; r 890 ,:;.,..,:;§ .0.10:!.;,-....-..,i,,...:,:. i.97,80,;:;, ,,i SWS8.18x9 18 105 25) f' 1905 0 43 13770 2090 0 5'� : 15105 SWSB 241c9 i <. 24 105.25 3905 :-..-.-,:....i.9...#7, 21280 t 4295" ' :..,..94.7,•!':-'4:&;,',,,,:- .144,495;7!.,f',. For SI:1 inch=25.4 mm,1 lb.=4.45 N,1 plf=14.6 N/m. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 2Hold-down uplift at allowable shear is based on a moment arm of 8.688 inches,14.563 inches and 19.313 inches for 12-inch,18-inch and 24-inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-inch and 18-inch panels 93.25 Inches or less in height,respectively.In-plane shear must also be considered In hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load Is allowed. 9Paneis 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_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 25 of 82 SIM. 4 4 S9.1 59.1 r - 4x132'HDR _ vl U -_UB4 W O N .. N• c.N ci HUC416 HUC416 o S)1kix20" VL FB I� n f II l�e L I ,x / .• r o UP T/' -' o `� K.BED DN TO= a' LIVING r-- Il W Lt L1 Li TI`I 2x RAFTERS "; FLOOR_GIRRDLR @ 24" 0.C. I I lim 1 I � �I II' 1 II 1 20" OPEN WEB JOISTS 0 19.2" O.C. 01 CO I I 6 59.0 T1P. =I D I DSCS 20 AT BLDG. I i FLOOR GIRDER - DRAG TRUSS PER 18/S9.0 I lS9.0 STEP Ir 1 1, ®TW. 2x6 AT I i1` 1JII l ®AT BLDG. 16" O.C. I llh `I Li4, 1 STEP 1�"x20"LVL FB '- I 10 I 59.3 co mi II - II (2) 2X10)j STAIR FRMG. j DN TO ��H' py KITCHEN 1 I I 2x6 LEDGER, t' LEDGER l i i��l f (3)2x6 FB W p_,` TYP. U.N.O. �; - 1 •i A LANDING 1 • / \ o IIIc- P TO ''1 J1 \\ i � M. BATH ---1 II \ i I r, 3-11 j��y�7•�����, UPITO 'S' I•_i Ii IU RAISED ,_'l.l._1 BATH:j IjµI PLATE '� \\\ , ,----� drl_ II / 4';" LANDING/POWDER / EXTENT OF ,i AT+1'-23" 1 is L-4RAISED FLR. ABV. MIDDLE F.F. I RAISED FLOOR xl 1Y•k20"LVL FB (DOT FILL) 'p')./..:.1:`, nr> SEE BELOW / _` ' GT ABOVE j , (e, (7N To PWAR pg� :::::i ..;;t•7�170C _}, , 26x 6 LEDGER I DN TO DINING a 6x6 % /// r•. ��.-. - UP TO TECH � ' I UP 10 `1" 0 ''.. I----I HDR BED 12 UB2 UPPER FLOOR UNIT E-7(B) FRAMING PLAN 114•=1'-O" AMERICAN MODERN 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 26 of 82 UB5 I ----- Li I (2)2x10 FB 1 1 :,..,.. !.. t OVER-FRAMING PLAN TO MATCH HT. ,; t OF RAISED FIR. I RAISED FLOOR AT+14x1" i ;, ;r—UPPER FLOOR WALLS 2x10®16" 2 i O.C. T1P. t 59.3 ;i,.- 1 2x6 LEDGER I '�- �, `:`' `- 54.75"STEP I f HOP E dli UB6 i l i 1 7 S9 3 UNIT E-7(B) RAISED UPPER FLOOR FRAMING PLAN 1/4"=1-0" POWDER ROOM AND STAIR LANDING 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 27 of 82 SEE SHEET U9 FOR PATIO CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11Y4 ABOVE LOWER FINISHED FLOOR. 1 • 18I POST ABOVE S9. •• POST ABOVE 6x6 P.T. POST IN/ ACE6 CAP, TYP. I v P T. 6x12 FDR T_ MB$ mte li a® ,BA:OVE ND STUDS �* DL P.T 2xE LEDGER 4- . `_ �__U_-_-- J- - GT I I I •�- 11BGT TCB 915"315" BIG 3EAM FB -i* 07E- - w o - it ' u_ GT ABOVE o� � it TYP. • 1o I 11 AT BLDG. i- - i rn. 1p I 59. STEP HUA10 314%934" BIG 3EAM FB I •TYP. ' (i 4 b GT ABOVE ® i ®AT BLDG. F- t6 Am N2.o TO BEAM W B4 I'� STEP :-..��•�i • T. 36x1 T/�. BIS BEAM -IDR O LEDGER w 6x. POT GT :OVE-I ® 01 1*'4 r9Yz" RIGICLAM LVL B LANDING F.F. AT+7-0" COCCl m - n 4bo4 PO" FROM +7-0' I CG ABOVE LOWER F.F. �C`.,% II Tp '+8'--ABV. L)W FF. i rn A2x6 AT 16" O.C. o `�C' I STA R ‘i MAG. i 1f4"c915" RIGICLAM LVL B V / I V m STAIR FRAb(ING •w I A m I I0 I BUNDLED / 1 'm / 1 STUDS ABV. / V IV I �, RAISED FLOOR I/ 6x6 V ' I N B4 _ I® (DOT FILL) 1 DN TO r "IN . 711 1 SIA 1-,D' '-*I SEE LEFT ET„ ,. _ m m ■�m1 QI Ft. I i 21 Iml ml „ m " ' . mI mi = mI i >ii 571 ' °I 1 i �7Ip.7 n IVID I F I� , I I GT ABOVE MB3 ff,i .h.15"x1015" CASCADE S.11 41 31109,4".93i- I 1 RIGIDLAM "9_"RIGID AM VL -B,, e LVL FB N HU Q o 1.81 9 I HUCQ 1.81/9 12 ,E. BUNDLED STUD S9 o w FOR HEADER ABOVE o® 4x8 TR MIDDLE FLOOR UNIT E-7(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 28 of 82 ti - I (2)2x10 FB TOP W+10'-1Xt ktilk (3) 2x +Ya" PLWD. I O1=ummir.g! UNDER (2) 2X10 EDGE OF TJI f n n PONY WALL I SUBFLOOR 1 14.75" TO RAISED BENEATH 1; STET FRAMING PLAN I 1 I I I _ TOP OF JSTS I %LVLB%GJ 0+10'-134" _ _ A: LAW F. - -J MIDDLE FLOOR WALLS i I2r1r 111..75*0 1e TEP 3 PLATE +8'-1" " _ /-'r S9.3 1 tit� 2x10 LEDGER I HOEDOWN STRAP i ION. I TOP W+10'-1Y" FROM ABOVE-"" _ L. I 1 0 I 12 PLATE +8'-1" 59.3 itJ UNIT E-7(B) RAISED MIDDLE FLOOR FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 29 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618r ,� Lic.#: KW-06002997 Licensee:c.t.engineering Description Upper Floor Beams sig UB1 ,, ,,. ... r f.CBC2007OF 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-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads 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 9SPON TPASW 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 0 0 Load Comb: +D+L+H A A Max fv/FvRatio= 0.452: 1 fv:Actual: 67.83 psi at 3.045 ft in Span#1 3soft,2-2x6Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.47 0.54 0.36 Live Load Defl Ratio 1290>360 Total Defl Ratio 852 >180 Wr Blltia Geig UB2 t� ��' r ., ". i�: x Botts r 18054D8,113Cit0061p$9 2tr.*C51-06'' BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary Wit os u6°eR4> Max fb/Fb Ratio = 0.347: 1 fb:Actual: 352.07 psi at 3.250 ft in Span#1 a_ yM 3a "" Fb:Allowable: 1,013.55 psi Load Comb: +D+L+H 0 0 Max fv/FvRatio= 0.179: 1 fv:Actual: 26.83 psi at 0.000 ft in Span#1 6.50$2-2x8 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.042 in Downward Total 0.064 in Left Support 0.21 0.26 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.26 0.16 Live Load Defl Ratio 1840>360 Total Defl Ratio 1220 >180 piAttilleAMkelT4ir, UB3 v % oi-p V .1 *E S• BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary : As:��= Max fb/Fb Ratio = 0.082; 1 fb:Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi Load Comb: +D+0.750L+0.7505+H 0 0 Max fv/FvRatio= 0.070: 1 AA fv:Actual: 11.99 psi at 2.230 ft in Span#1 a.o n,4x10 Fv:Allowable: 172.50 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152 >360 Total Defl Ratio 13898>180 16043_2016.06.22_River Terrace(Lots 175-179)_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 06002997311:en Licensee c.t.engineering UB4 Vo ,i, s %`, e1"200t*S1BG 2*,CO200 , E 7r: 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-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=0.0180, S=0.0250 k/ft,Trib=4.0 ft Design Summary Max fb/Fb Ratio = 0.934. 1 0(a0720 S(010) fb:Actual: 786.29 psi at 7.500 ft in Span#1 Fb:Allowable: 841.45 psi �< Load Comb: +D+S+H • ..��a.>,.. : . �_ _ .... • Max fv/FvRatio= 0.313: 1 A 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 S W E H Downward L+Lr+S 0.212 in Downward Total 0.365 in Left Support 0.54 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.54 0.75 Live Load Defl Ratio 848 >360 Total Defl Ratio 493 >180 �✓rr� � �. r ...: , �;: ---T\''' , . ecu F3>�slt3; @fi201 ti5,, "3�2Q6t�`f;, Bpi 2„001�A,S�"r�"y"t-0$1 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-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 Design Summary D 0.09750 L 0260 Max fb/Fb Ratio = 0.165. 1 .::_� fb:Actual: 153.55 psi at 1.750 ft in Span#1 .� Fb:Allowable: 931.44si Load Comb: +D+L+H p 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 Dell Ratio 8902 >180 Wo©tfB am eSgn T U B6 itis fi 204 Ngit I 20t ecatir;007 15 7 "- '�� % .. '" a ,,i'�_t� �\ i�: ,. r 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=6.50 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary86E Max fb/Fb Ratio = 0.199. 1 fb:Actual: 202.13 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H 0 " 0 Max fv/FvRatio= 0.163: 1 A A fv:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.20 0.39 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.39 0.08 Live Load Dell Ratio 7849 >360 Total Defl Ratio 5486 >180 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 31 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 ; .. rr: Lic.#:KW-06002997 Licensee engineering ng Description Main Floor Beams Wo' B lTi eitt7 MB1 A E N \ eau, . u � .., �� �� ;fit? I 4 441-5 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 klft,Trib=20.0 ft Design Summary D 0.30 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 ��� �� Load Comb: +D+L+H A A Max fv/FvRatio= 0.455: 1 fv:Actual: 68.28 psi at 2.400 ft in Span#1 3 o n 2-2x8Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 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 Defl Ratio 3041 >360 Total Defl Ratio 2212>180 +kodate4fi * MB2 t Cakutatrans per,200¢N[3S81S{3 2006,CSG 20070 ASCE 7.,05 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-Fri! 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=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=7.50 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.913. 1 W.611-eaio3$d> fb:Actual: 848.86 psi at 1.400 ft in Span#1 Fb:Allowable: +D99.74?L+H psi mom. Load Comb Max fv/FvRatio= 0.803: 1 A A fv:Actual: 120.38 psi at 0.000 ft in Span#1 5.0 rt 2-2X10 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.037 in Downward Total 0.050 in Left Support 0.71 1.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 1.22 Live Load Defl Ratio 1638 >360 Total Defl Ratio 1189 >180 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 32 of 82 C T E N G I N E E R I N G ckerson St. ule 02 I N C. Seattle,WA Project: RIVER TERRACE 98109 Date: (206)285-4512 Client: FAX: Page Number: (206)285-0618 MB3 o Ari tod' /4491tAAG fir! ' 6 /,..# 2-) C 4 o to z 3'ps7) + ¢' (tot zshsa)- .' ,'(r 5 -►-i O5�' = 5753. 3 )trn4.a1.. 16043 2016.06.22 River Terrace(Lots 175-179) 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 , t. v 7r _-t tit3"L61t1 _ ty � ., 4i a z% f. s ,may;. "a' 1 ,: s, " '3,,,,."i.9 Lic.#: KW-06002997 Licensee c.t.engineering Sm M 64 ,..._Ile 2008,CBc 2007,-*d:74 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 Desiqn Summary 0,0,10'131.401 Maxfb/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 F 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 W E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477 >360 Total Defl Ratio 347 >180 De i9 MB6 BEAM"Size: 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-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 klft,Trib=4.50 ft Design Summary Max fb/Fb Ratio = 0.990; 1D(0.06750 L(0.180) fb:Actual: 689.04 psi at 7.500 ft in Span#1 Fb:Allowable: 695.89 psi •Load Comb: �.,. ..T • A A Max fv/FvRatio= 0.283: 1 15.0 ft, 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 Su port 0.51 1.35 Live Load Defl Ratio 791 >360 Total Defl Ratio575 5>180 16043 2016.06.22 River Terrace(Lots 175-179)_Calculations.pdf Page 34 of CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Lic.#: KW-06002997 m,. , Licensee c t enm geermg Q M69 �" .. " t o ter f1,l8c e•Cilk A 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 Max fb/Fb Ratio = 0.413• 1 D 0 0750 L 0.20 ib: �lalLrru.•M=mMIMINIM! Actual: 1,511.55 psi at 1.018 ftin Span#1 ■ irmmiiiimm Fb:Allowable: 3,663.90 psi Load Comb: +D+W+H Max fv/FvRatio= 0.603: 1 • 0 A A fv:Actual: 298.89 psi at 0.000 ft in Span#1 Fv:Allowable: 496.00 psi 6.50 ft3.5x9.5 Load Comb: +D+W+H Max Deflections Max Reactions (k) g L Lr S W E H Downward L+Lr+S 0.021 in Downward Total 0.120 in Left Support 0.28 0.65 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.65 1.17 1.19 Live Load DeliRatio 3743>360 Total Defl Ratio 650 >180 16043_2016.06.22_River Terrace(Lots 175-179)_Calcuiations.pdf Page 35 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010Page 1 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 16041.ecw.Calculations (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL(0 TO 4'-0") Criteria 0 Soil Data I Footing Strengths&Dimensions M 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 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 Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Load Applied to Stem Axial Live Load = 250.0 lbs Design Summary LStem Construction 1 Top Stem Stem OK Total Bearing Load = 1,635 lbs Design height ft= 0.00 ...resultant ecc. = 1.93 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,213 psf OK Rebar Size = # 5 Soil Pressure©Heel = 422 psf OK Rebar Spacing = 16.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,531 psf 1b/FB+fa/Fa = 0.068 ACI Factored©Heel = 533 psf Total Force @ Section lbs= 364.4 Footing Shear©Toe = 0.0 psi OK Moment....Actual ft-It= 425.2 Footing Shear @ Heel = 9.7 psi OK Moment Allowable = 6,234.5 Allowable = 93.1 psi Shear Actual psi= 4.9 Wall Stability Ratios Overturning = 3.19 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Gales Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 354.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = FootingDesign Results Special Inspection- - 9 Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,531 533 psf Equiv.Solid Thick. = Mu':Upward = 181 0 ft4t Masonry Block Type= Normal Weight Mu':Downward = 26 563 ft4t Concrete Data psi= 3,000.0 Mu: Design = 155 563 ft-# = 60,000.0 Actual 1-Way Shear = 0.00 9.69 psi Fy psi 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 2016.06.22_River Terrace(Lots 175-179)_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 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 354.4 1.50 531.6 Soil Over Heel = 320.8 1.58 508.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 0.83 125.0 Load©Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Total = 354.4 O.T.M. = 531.6 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 300.0 1.00 300.0 Vertical Loads used for Soil Pressure= 1,635.0 lbs Key Weight = Vert.Component = 214.2 2.00 428.3 Vertical component of active pressure used for soil pressure Total= 1,385.0 lbs R.M.= 1,694.7 16043_2016.06.22_River Terrace(Lots 175-179)_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 16041.ecw:Calculations _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL(4'-1"TO 6'-0") Criteria 0 Soil Data 1 Footing Strengths&Dimensions M Retained Height = 5.50 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 = Slope Behind Wall = 0.00:1 = ToeeWidth _ 1.00 ft 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 IL Axial Load Applied to Stem \ Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary 0 [Stem Construction I Top Stem -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 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 = -Footing Design 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 ft4 Concrete Data Mu: Design = 657 1,000 ft4 fc psi= 3,000.0 Actual 1-Way Shear = 4.02 16.08 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 38 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 _(c)1983-2003 ENERCALC Engineering Software 16041.ecw: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 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_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 39 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 560010Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 16041.ecw:Calwlations _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL(6'-1"TO 8'-0") Criteria 1 Soil Data 1 Footing Strengths&Dimensions I Retained Height = 7.50 ft Allow Soil Bearing = 2,000.0 psf Pc = 3,000 psi Fy = 60,000 psi above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% 0.0014 Wall height Heel Active Pressure 35.0 psf/ft Toe Width = 1.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.00 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 3.50 Soil Density = 110.00 p f 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 ii 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 ib/FB+fa/Fa = 0.510 ACI Factored©Heel = 627 psf Total Force @ Section lbs= 1,673.4 Footing Shear @ Toe = 10.5 psi OK Moment....Actual ft-#= 4,183.6 Footing Shear©Heel = 30.6 psi OK Moment Allowable = 8,206.3 Allowable = 93.1 psi Shear Actual psi= 22.5 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.36 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding 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 g 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-# = 60,000.0 Actual 1-Way Shear = 10.46 30.58 psi Fy psi 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_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 40 of 82 Title: Job# Dsgnr: ARS Date: 4:21 PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(6-1"TO 8'-0") Summary of Overturning&Resisting Forces&Moments - OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,264.4 2.83 3,582.4 Soil Over Heel = 1,100.0 2.83 3,116.7 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 1.83 275.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 800.0 1.83 1,466.7 Total = 1,264.4 O.T.M. = 3,582.4 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.36 Footing Weight = 525.0 1.75 918.7 Vertical Loads used for Soil Pressure= 3,589.1 lbs Key Weight = Vert.Component = 764.1 3.50 2,674.5 Vertical component of active pressure used for soil pressure Total= 3,339.1 lbs R.M.= 8,451.6 • 16043_2016.06.22_River Terrace(Lots 175-179)_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 Use: 580010 Cantilevered Retaining Wall Design Page 1 ) 9 KW-0602997,ENEVer C n,1-Dec-2003 o 16041.ecw:Calculations (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL(8'-1"TO 10'-0") Criteria ll Soil Data ll Footing Strengths&Dimensions M Retained Height = 9.50 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 = 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 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 Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary ill Stem Construction I 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 ft-#= 8,502.3 Footing Shear @ Heel = 49.5 psi OK Moment Allowable = 10,752.8 Allowable = 93.1 psi Shear Actual psi= 36.2 Wall Stability Ratios Overturning = 2.42 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 7.46 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = FootingDesign 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 psi= 3,000.0 Mu: Design = 2,764 6,446 ft4 psi= 60,000.0 Actual 1-Way Shear = 17.56 49.50 psiFy 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_2016.06.22_River Terrace(Lots 175-179)_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 LRev: 580010 Pae 2 Us er.320032997,Ver5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design g (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calwlations Description CANT RET WALL(8'-1"TO 10'-0") Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 1,915.8 3.58 6,865.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 2.33 350.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 2.33 2,333.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.42 Footing Weight = 675.0 2.25 1,518.7 Vertical Loads used for Soil Pressure= 5,156.9 lbs Key Weight = Vert.Component = 1,166.0 4.50 5,247.2 Vertical component of active pressure used for soil pressure Total= 4,906.9 lbs R.M.= 16,314.4 16043_2016.06.22_River Terrace(Lots 175-179)_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 Use: 580010 Cantilevered RetainingWall Design Page 1 User.KW-0602997,Ver 5.6.0,1-Dec-2003 o g 16041.ecw:Calculations _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL(10'-1"TO 12'-0") Criteria I Soil Data 1 Footing Strengths&Dimensions I Retained Height = 11.50 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 = 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 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 i Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary il Stem Construction 1 Top Stem Stem OK Total Bearing Load = 7,302 lbs Design height ft= 0.00 ...resultant ecc. = 4.20 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,835 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 821 psf OK Rebar Spacing = 6.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,983 psf 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 ft4= 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 = FootingDesign Results Special Inspection 9 Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,983 887 psf Equiv.Solid Thick. = Mu':Upward = 5,677 0 ft4 Masonry Block Type= Normal Weight Mu':Downward = 820 12,356 ft-# Concrete Data psi= 3,000.0 Mu: Design = 4,856 12,356 ft4 fc 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_2016.06.22_River Terrace(Lots 175-179)_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 L02997Ver58010ec2003ev: 580010 ser.KW-06 , . . - 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-# 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_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 45 of 82 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA INC. 98109 Project; Date:- (206)285-4512 FAX: Page Number: (206)285-0618 Client: eic 1 1t 1 -I . ..._,1, 1 . \ IF1 :v.t,. 7 11- , -_,) Pit r WS J. --\ -vko e AY 25r#S . — 4,4.) :5_ (4-)(z§9-16) , i- 1( )Y2) 41*4 ..)-(24 v-2-)(421--g.) 9Do 1 -.' (4-1--3Y--24ipb —._ 26. P� 0..i ? �5G m,N, to f cvi T�'P ,N. v . *)(4) 14--m)- 00--,5 = 2c334 L c. ,,- 16043 2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 46 of 82 Structural Engineers G COMMON 1200 WALL 06 1.-gE COMMON WALL ROOF BELOW 0 15'-4" EXTENT OF 1.-3 gra 5'-8" 10Y2; 2'_5" 8)22 1-HR EXT. ,114;74•-10* 4'-10" WALL. PER DETAIL 3/D6-0 0 SL ®ALL BELOl4� -� -- i 141 i i Bedroom 2 Q_ I 0 a m N 0 �- I FIREPLACE VENT 2•-1),4" it . 6'-4Y2- 1.-83, _1 ,i .tn Ii 5 SH. •m N I AI' r 24"1a = T� 2-0 II KV 1 m��.+ •'th.' I -u'i-- BIFOLD :::11H,,'? ' ' •� N ATTIC 2'1;331 ,� -- �_ \, -- v 4'1" ; 9 -- I N SHOWER I :1-,,;.; ` a i- I I t--- -= I - Er, M. Bat111—___ri 3 ,<U� 30"TB •-4 HCW i - LOW WALL IY. 4-10Y4 3-64 .0 42" A.F.F. 1 n Q N SEE SHT. • 1 ® U8 FOR STAIR e lin DETAILS RADON:REDUCAON:SYSTEM ET-43": 3.-5)i-_I 1.-1,I irk 0 i o i Master Bedroom : RAISED CEILING1 .f 3Y A$V UPPER F.F. 4 4 EXTENT OF 7_11_42.0_., 4 .® X HR EXT. WALL PER DETAIL 3/01 I I I ' 4'-9" 1'_8" 1'-7' 2'-5' UNIT K-7(B) UPPER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 47 of 82 SEE SHEET U10 FOR PATIO CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11Y' ABOVE LOWER FINISHED FLOOR. J +t 15'-4" y rL COMMON I 11'-103/4" qq} 1 -1 WALL - -00 -11 . + CL COMMON I WALL, GUARDRAIL AT+42' T g I ABV. DECK SURFACE I o F 1'-7i 4'-3" 1 4'-3. 5' 3" y 1 0 t I Deck r o I I rn o� �i7 FLOO♦,ABOVE- L� I ,�w I 1-6.1j5-9 91 6-0 6-10 SGD SAF G4A101G I a �- Q I Living m w 1 1 • 1 O 1 I O1 TILE HEARTH I 1 (OPTIONAL),.I r I FACTORY-BUILT �O I DIRECT VENT GAS I m FIREPLACEof 4 I INSULATE FLOOR OVER D I UNHEATED SPACE II i " I I N I I o 3.-6" I t I : iE o I Ia o LOW WALL _1 I •42"A.F.F.-+— " 1 Dining " o� ICONTINUE LOW WALL --.r_ COMMON WALL 3 GWS THRU NOSING OSING�� 0 I FURRING TYP. . n I NV;LI 2'-8" RADON to —SEE SH T. MITIGATION U8 FOR STAIR `^/� .e VENTSTACK-, i DETAILS mr ---- I U I OPEN RAIL 0/PONY WALL I UPS !/ TOP OF WALL+22" ABV. LANDII A 4//I{' TOP OF RAIL +42" ABV. LANDIN I I n I o N —0 {--- � I QO © d© © D I v I I �Q ~—i 2'-6Y2 k 3•-1,2 3I-11Y2" a.' 0 I of !INSULATE FLOOR OVER I UNHEATED SPACE © O. I n,I FLOOR BELOWlay D1 I I DW-I[ 2D I� I 1lp -D7 •_ 1...r.� J- J _ �m�...• 1 I = 1-2 1 LII -6 F EXTENT OF ink 7-0 4,-0 XOX �- 1-HR EXT. WALL. PER � R' 1 CIIOF DETAIL 3/01 I BE40W I I I , 4'-10" j 4/ '-t0"}2'-2' 15' 4" 1 } - 137 } UNIT K-7(B) MIDDLE FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 16043 2016.06.22 River Terrace(Lots 175-179)_Calculations.pdf Page 48 of 82 SEE SHEET U10 FOR PATIO CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11Y4" ABOVE LOWER FINISHED FLOOR. 0 ♦ 15"-4" q COMMON I 11•-103" 4.V *_7" I WALL + { + COMMON 1.1' I WALL F' DECK ABOVE ' I • I6 'g_-__ -•__ 1 1.17 I E I I I • T • I I. j 1. I ' j ell DIRECT VENT GAS I WATER HEATER AND FURNACE I DOORS SHALL BE I SELF-CLOSING 1 I 20-MIN. RATED I 1' Tandem 2-Car ? �- •�4 Garage U OCCUPANCY �" / I. le%> iI. 1 � I WALL FINISH: Ti" 49+-1- GWB CEILING FINISH I I W TYPE X' GWB 4=0'MPL FURN.� FIRE-TAPE ALL I IGWB WRAP BEAMS ?' I' I ' BELOW CEILING I R3 OCCUP. o .- i LEVEL. INSULATE :' bI 1 FLOOR ABOVE. �--�- 7VIeC�. 11' 6" FDOWN - . . 1I} n FOR DUCT RUN �--- I INSULATE WALL -e PER DETAIL 4/01 ___ WHERE ADJACENT ArA TO HEATED SPACE '� '-`' I RADON - REDUCTION SYSTEM I I SEE SHT. f U8 FOR STAIR / I DETAILS )11,1.-0 I WOOD TREAD, MAX. IU 16 4 RISER 8" (REMOVE a-- .„.Illiig D5 I STEPS AS REQUIRED o PER SITE CONDITION, ' I/ qp p I I MAX 1 TREAD) '0 9� I e I , j 1 04 inli LI . 8-. -O SOHO "011 1' I I `- I -L I I 11 1 O FF 700VEI--- - ! 01 5'-1Y2 4'-10 21 4 "2'-6)12"jl 2'- ` v j ell Lo _ ;Porch I o� L CJI I ROD' ABOVE • B-B" j -0i 4.-4" UNIT K-7(B) LOWER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 49 of 82 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K7(B) Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR Is= 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.usgs.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=Fa*SS SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1= Fv*S1 SM1= 0.67 EQ 16-38 EQ 11.4-2 SDS=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 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 SDC1 = 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 SZo= 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 S)o= 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 I6043 2016.06.22 River Terrace(Lots 175-179)_Calculations.pdf Page 50 of 82 SHEET TITLE: CT PROJECT#: Unit K7(B) Sos= 0.70 h„ = 25.92(ft) Sol= 0.44 x = 0.75 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) 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=Sos/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=5D1/(T*(RIIE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*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 51>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) Ew, *h,k Vi DESIGN Vi Roof - 25.9225.92 598 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 0.0301 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_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 51 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K7(B) F-B S-S ASCE IBC Ridge Elevation(ft)= 44,00 40.00ft. Roof Plate Hi= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. -- Building Width= 19.0 40,0 ft. Basic Wind Speed 3Sec.me= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable' PS30A= 24.1 24!1'psf Figure 28.6-1 Ps30 B= 3.9 3.9 psf Figure 28.6-1 ps3B c= 17.4 17.4'.psf Figure 28.6-1 PS30D= 4.0 40 psf Figure 28.6-1 X= 1.00 1.00 Figure 28.6-1 Ka= 1,00 1.00' Section 26.8 windward/lee= 1.00 0.00(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) X"K1"Iw`windward/lee: 1.00 0.00 Ps=X"Kzt"I* D= (Eq.28.6-1) Ps = 24.10 0.00 psf (Eq.28.6-1) Pse= 3.90 0.00 psf (Eq.28.6-1) psc= 17.40 0.00 psf (Eq.28.6-1) Ps D= 4.00 0.00 psf (Eq.28.6-1) PS A end C avenge= 20.8 0.0 psf PSB end Daverage= 4.0 0.0 psf a= 3 3 Figure 28.6-1 2a= 6 6 width-2`2a= 7 28 MAIN WIND-ASCE CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00' 1.00 1.00 10 psf min. 16 pat min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB AD 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 8.1.4.1 per 6.1.4.1 VI(F-B) V(F-B) Vi(S-S) V(S-S) 44.00 18.1 0 217 0 126.6 0 217 0 506.3 Roof 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 6.7 0.0 3.01 6.73 6.73 6.73 0.00 0.00 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 2.6 0.0 3.49 2.58 2.58 9.31 0.00 0.00 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 2.7 0.0 3.66 2.71 2.71 12.02 0.00 0.00 0.00 0.00 1st(base) 8.92 0.00 AF= 751.3 AF= 1582 12.0 0.0 V(F-B).= 12.02 V(S-S). 0.00 kips kips kips kips 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.Pdf Page 52 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K7(B) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.00 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'I 0.00 2.58 9.31 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.000.00 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-Min/Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 6.73 4.04 4.04 0.00 0.00 0.00 3rd(uppr) 8.91667 8.91667 8.91667 2.58 1.55 5.59 0.00 0.00 0.00 2nd(main) 8.91667 0 0 2.71 1.63 7.21 0.00 0.00 0.00 1st(base) 0 0 V(F-B)= 7.21 V(S-S)= 0.00 kips kips 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 53 of 82 Design Maps Summary Report litSGS 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 ,, (t%;-*:,w"t 14' , ;7=-117 1 Mi1wauki, ' „ '4 � * .,sem Y S •i a* fi* fitioteest USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sus = 0.720 g Si = 0.423 g SM: = 0.667 g Su: = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCE*Response Spectrum Des gn Response Spectrum 0.88 1.10 0.80 012 0260.44 *fl 0.56 S 11 0,44 6-46 003 O.L63 I 0.44 0 t 0.22 0.22 0.1& 01 0.08 0,000, 0.00 00 0. t 0.00 0.00 0,6* 1.00 1,20 1.40 1. 0 1.100 2..00 0.00 0.20 0.40 0.40 0.3* 1.00 1.30 1.40 1.40 1-60 2..00 Por T(Oka Period, (cod 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_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 54 of 82 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... LSGSDesign 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)[2] S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs N or Nth 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 1Ib/ft2 = 0.0479 kN/m2 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 55 of 82 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at Short Period Ss 5 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 S1 <_ 0.10 S1 = 0.20 S, = 0.30 S, = 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 S, For Site Class = D and Si = 0.423 g, F.= 1.577 16043 2016.06.22 River Terrace(Lots 175-179)_Calculations.pdf Page 56 of 82 Equation (16-37): SMS = FaSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SM1 = F,S1 = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = 2/ SMS = 2/x 1.080 = 0.720 g Equation (16-40): SD1 - A SM1 = 2A X 0.667 = 0.445 g 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 57 of 82 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) • SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDS III A SDs < 0.167g<_ A A 0.167g SDs< 0.33g B B C 0.33g <_ SDs< 0.50g I or II C C D 0.509 <_ SDS D D D For Risk Category= I and SDS= 0.720 g,Seismic Design Category = D TABLE 1613.3.5(2) IV SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF SD, III A B SD, < 0.067g A A 0.067g 5. SD, < 0.133g B C 0.133g <_ SD, < 0.20g C C D 0.209 <_ SD, I or II D D D For Risk Category=I and SD,= 0.445 g,Seismic Design Category = D IV Note: When Si 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- Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 58 of 82 SHEET TITLE: LATERAL F•B(front to back) CT PROJECT#: Unit K7(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 kips Design Wind F-B V I= 4.04 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.03 kips Sum Wind Fa V I= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL off. C0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RorM U00 U,m OTM ROTM Un,c U,u,,, U,,,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 A.3a 108 10.8 10.8 1.00 0.15 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 A A.3b 82.92 8.3 8,3 1,00 0,15 0.56 0.00 0.28 0.00 1.00 1.00 34 P6TN P6TN 68 2.25 4.59 -0.31 -0.31 4.48 3.40 0.14 0.14 0.14 A A.3c 108 10.8 10.8 1.00 0,15 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 - - 0 0.0 0.0 1.00 0.000.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 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 B.3b 167.8 13.8 13.8 1:00 0.15 1.13 0.00 0.57 0.00 1.00 1.00 41 P6TN P6TN 82 4.56 12.76 -0.63 -0.63 9.06 9.45 -0.03 -0.03 -0.03 B B.3c 0 0.0 0.0 1.00 0.15' 0.00 0.00 0.00 000. 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 EVEQ 2.03 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.22_River Terrace(Lots 175-179)_Calcuiations.pdf Page 59 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit IC7(B) 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= 6.69 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 off C 0 w di V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM Unet Uaum OTM ROTM ling U.,,,„ U.,,,,, HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 108 10.8 10.8 1.00 0.15 0.26 0.63 0.23 0.32 1.00 1.00 51 P6TN P6TN 83 4.96 7.80 -0.28 -0.76 8.02 5.78 0.22 0.23 0.23 A A.2b 80.4 8.0 8.0 1.00 0,15 0.19 0.47 0.17 0.24 1.00 1.00 51 P6TN P6TN 83 3.69 4.32 -0.09 -0.39 5.97 3.20 0.38 0.52 0.52 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 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 0.001 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 i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00': 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 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 EV,,;,,d 5.58 EVE0 3.43 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.22 River Terrace(Lots 175-179)_Calculations.pdf Page 60 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K7(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.70 kips Design Wind F-B V i= 1.63 kips Max.aspect= 3,5SDPWS-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 eft C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM Unet U.um OTM ROTM tine Usum U.um HD (sgft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A Ala 97.99 9.8 1 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 0.52 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,1a 142.4 11.7 11.7 1.00 0.15 0.33 0.97 0.14 0,59 1.00 1.00 63 P6TN P6TN 111 6.59 9.19 -0.24 -0.66 11.69 6.81 0.44 0.57 0.57 B B.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 EVnrod 5.92 EVEQ 3.33 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer denotes a TJSB 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 61 of 82 SHEET TITLE: LATERAL S=S(side to side) CT PROJECT#: Unit K7(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 kips Design Wind F-B 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. Wind Wind Wind Wnd Max. Wall ID T.A. Lwall LDL off C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usem OTM RoTM Unst U.0, Us„m 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) 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 14 1.3b 299 4.3 I4.3 1.00 0.150.00 0.00 1.02 0.00 1.30 1.00 305 P4 --- 0 10.57 1.27 2.54 2.54 0.00 0.94 -0.26 -0.26 2.54 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -•• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.001 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 4 4.3a 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 000. 0- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3b' 299 4.0 4.0 1.00 0.20' 0.00 0.00 1.02 0.00 1.30 1.00 330 P4 -- 0 10.57 1.44 2.74 2.74 0.00 1.07 -0.32 -0.32 2.74 598 8.3 8.3=L eff. 0.00 0.00 2.03 0.00 EV,„nd 0.00 EV Eo 2.03 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 62 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K7(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. 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 Logy eft C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Une, U,,,, OTM RoTM Unet Usum U,,,, (soft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (p11) (plf) (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- 1 1.2b 299 4.3 4.3 1.000 19.59 00.15' 0.00 0.00 0.66 1.02 1.30 0.96 522 P2 -_ 0 0.00 1.27 0.00 0.00 0.00 0.90 0.20 0.00 5.00 7.53 0.00 0.94 -0.26 -0.51 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 00.00 0.00 0.00 0.00 0.00 0.00 0.00 0 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--- _-- 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 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 0.00 0 20.55 01.82 0.00 0.00 0.00 1.82 4.89 7.62 0.00 01.30 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0.00 -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 00.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--. - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0_- -- - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0,00 0,00 1.00 0,00 0_. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0,00' 0.00 0.00 0.00 0.00 1.00 0,00 0_. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- _ - - _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--. - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0_- 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1,00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 a 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0... 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 635.4 8.8 8.8=L eff. 0.00 0.00 1.40 2.03 2:V�„d 0.00 LVEQ 3.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer e" denotes a TJSB 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 63 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K7(B) Diaph.Level: 2nd(main) Panel Height= 8 ft. Seismic V I= 0.70 kips Design Wind F-B V I= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.13 kips Sum Wind F-B V I= 0.00 kips Min.Lwall= 2.29 ft. HD 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. Wall ID T.A. Lwall LOL.ff C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet U,um OTM RoIM Unet U.um Usum (soft) (ft) (ft) (klf) (kip) (kip) (kiP) (kip) P (Plf) (Pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 0L 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -9CONCRETE RETAINING WALL 1' 1.^_k1 124.5 5.5 9.5 1.00 0.20' 0.00 0.00 0.12 1.67 1.30 1.00 423-123-... 0 18.63 4.70 2.88 10.42 0.00 3.48 -0.72 -1.23 441.42- CONCRETE RETAINING WALL - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 299 5.5 5.5 1.00 0,15 0.00 0.00 0.28 0.00 1.00 1.00 67 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 11.3 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 r-0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 '"0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 741.4 17.3 17.3=Leff. 0.00 0.00 0.70 3.43 EV,„„d 0.00 EVE0 4.13 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 64 of 82 JOB#: Unit K7(B) ID: 4.1a&4.16 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 •H head= A v hdr w= 0.0 plf 1 . Fdragl eq= 746 F2 eq= 434 Fdrag1 w= I F2 . 0 H pier= v1 eq= 422.3 plf v3 eq= 453.2 plf 5.0 vl w= 0.0 plf v3 w= 0.0 plf feet H total= 2w/h= 1 2w/h= 0.932 9 . Fdrag3 eq= 7 . F4 e.- 434 feet • Fdrag3 w= 0 F4 w= 0 P3 E.Q. 2w/h= 1 #N/A WIND H sill= v sill eq= 236.0 plf 3.0 EQ Wind v sill w= 0.0 plf feet OTM 24061 0 R OTM 8665 6418 • • 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 0 ► i II Hpier/L3= 2.15 L total= 11.3 feet 16043_2016.06.22_River Terrace(Lots 175-179)_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 ASSEMBLIESI'2'3 Seismic(SDC.0 , Wind(SDC A-B): Hold-down :.Hold-down Model No NWidth 1 Height. AGowabie Anowabie.: UpIHt at 1 AG ar(lbs Allow ble Uplift st• (In) Shear(lbs). .•Shear n) Allowable S_bear(lbs)' Sheaf;(In) Allowa h (In) shear(Ibs) Shear(lbs);?; SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 5600 0.30 13495 1 6160 0.33 14845 SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 SWS612x7 6 12 85.5: 2520 : 0,32 .,,, 9920 :,:1:,,,,,27.1,9„.::•-pr-,1,. 0,35 F 199p5,ii.,,..: -... SWSB 18x7 6 : 18. :i'..•. 85 5 • 5380 0.34. 14215 5910 ;, 037 % 15616:' ' ' a 0.39 10905 ' 'o', SWSB 18x8 18 93,25 5150 0.37 14840 5685 0.40 16325 4 SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWSB;12x9 '',..11;,;::.,,:. 105 251580 ;:,,.f.::','043 9570 1780 r' 048 10780 tSWSB 18x9 18 10525' " 3810 043 13770 4180 ;:A.:::4:1:0.11:1! 15105 " SWSB 24X9 24 105 25 7810 '. • 042' 21280 8590 1:?. d',47 , 23405. :' SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 -,;l SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 SWS02x75 12 855`: 1200 031 9450 l: 13120 0.38 , 10390 SWSB 18x7 5 .:.:.;,:?':.:10),-,.-..,..,Z85 5,: 1 2625 033 13870 2885 `, 0.40 15245 a• SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 a: . '•''.5-'"' SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 ui• SWSB 24x8 24 9325 4435 0:37 21415 4880 0A2 23560 §: I 0 48� 10780 SyV5812x9 '�2 10525' 790 043 9570 ; 890 � ; SWSB;18x9 18 10525 1 1905 t 5 0:43 „ 13770r id 2090 0 5 f ,,e1 :.,:,,..140P§.:-. T,� SWSB:24)c9`s 24' 10525 3905 `•' 0 42 - 212x0 ; ,i. 4295 70:;4.;;;7:',.d. :47 } 23405:: : For SI:1 inch=25.4 mm,1 lb.=4.45 N,1 Of=14.6 NMI. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 2Hold-down uplift at allowable shear is based on a moment arm of 8.688 inches,14.563 inches and 19.313 inches for 12-inch,18-inch and 24-inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-inch and 18-inch panels 93.25 Inches or less In height,respectively.In-plane shear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No increase for duration of load Is allowed. 'Panels may be trimmed to a minimum height of 7434 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_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 66 of 82 4x12 HDR N 0 14 e HUC 6 59.0 HU4416 13"x20 1 ' I� M ,II_ I- "'• r „,,x1” 4x11_,.'lup "_x0 'IB1 I BED T' m ON TO 1 GJ ILII G rFLOOR G.T. I o Typo II I1 20 AT BLDG. I 59.0 STEP in Iy 20" OPEN tVEB JOISTS ®19.2" O.C. L I IgarTY.. I I AT BLDG. I1 I II '® STEP OK ��FLOOR GIRDER p, Iik I I 1 HI T420 I 1 I \ I TYP. 927 111,1 I -N I \ 1 I ATBLDG AI IiIII I I `I t� BATH I \ I I ' STEW III I J 4 ' TAIL 1 ® IILSZ.z,I_ I L F AMING ; TYP.Iv 111`-__ I I .I SAT TEP LDG.Q� II.r 1i lialm I a m 'lliel I� IN G J r I CI DINING e I II � ' i 12413-*-- J 4 M. BATH I1 134'x20" 1E II, LVL FB 11 1 'I I1 I I; ,I IQo I a I; do I I1 I I i ' , I fUP TOI ON TO 1,...,7, M. BED I` ,I KITCHEN ^^, I .`___ �,1ill -- (2)134"x20"LVL FB UPPER FLOOR UNIT K-7(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 67 of 82 SEE SHEET U10 FOR PATIO CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11Y" ABOVE LOWER FINISHED FLOOR. J • 18 S9. POST ABOVE e POST ABOVE 6x6 P.T. POST W/ e a_ r; P T. 4x1: HDP ACES POST CAP M 36 TW. BEARING ® �� STUDS ABV. 4tiu2xBuP.T.0 EDCi. Iii T .T. 1 I U I O I tr, I TYP. O ®Z I 11 AT BLDG. N i S9.. STEP I '®T1P. 12 re .. I Q AT BLDG. S9.0 °i Ur STEP GT ABOVE I © MBS OO I GT ABOVE OAils1 3X-x10)6. CLCAD= S.L HDP a 0 I I gr TYP.6 1 h I 1 I AT BLDG t � ® I I STE' I 11 T1P.® I 'b 13•4'z9>¢' 1 AT BLDG.8 I 11100LAM LIEU I STEP Op W/JS,t) I1 I II I I I I 1 1 I 1 II ,I I Ir I ME4 1 1 1 i I 0.---1-- 3 70 CASA—DE S.T. hDR /I \1 I I P I I AB NE I III I STAIR 11 1 I 1.1 IIIFRAMINGII I �' . I,I ,Y HU410 1 al - "x9KB I -' _II a p� 1 r.. o� mDV TC I .. qi II ''_,ENTR I a I I23 I I: D 3 "x1LW CASCADE I ,,,; r .7711--- qq BUNDLED STUDS .%-x9)5" RIGIDLAM L a FOR HDR ABV. I IACIN-PORCH ROOF tn 0 I SYMMETRICAL d I ABOUT THIS LINE 6x6 W/AC� w CONT. TO POST AT I .TI _ ADJACENT UNIT I x I MAIN FLOOR UNIT K-7(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 16043_2016.06.22_River Terrace(Lots 175-179)_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 f� Licensee:c.t.engineering Description : Upper Floor Beams We 4'1'% Biagi pesiaot UB1 Leaciatiotspe ND3, L }G 131 07,,,W�E BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pr!! 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=3.0 ft Design Summary Max fb/Fb Ratio = 0.327 1 . . . ��+o�' � fb:Actual: 321.48 psi at 4.250 ft in Span#1 Fb:Allowable: 982.51 psi Load Comb: +D+L+H • v... ,, ,,.• ,�.., ..,` �:_: .. Max fv/FvRatio= 0.154: 1 A A fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.50 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_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 69 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 ."; . 4 .• s, - ' ,"n ',,:.. .,,. ..:. .,, Licensee.c.t.engineering Lic.#:KW-06002997 Description Main Floor Beams w sBaim,VPile h MBI" alcu�fY�se ��� � , rpfW;�'.,E7z, ° � . „0 y , x 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 k/ft,Trib=13.0 ft D 0.1950 L 0.520 Design Summary Max ::........m fb/Fb Ratio = 0.368. 1 a fb:Actual: 367.28 psi at 1.500 ft in Span#1 Fb:Allowable: 999.05 psi Load Comb: +D+L+H A A Max fv/FvRatio= 0.683: 1 fv:Actual: 44.38 psi at 2.400 ft in Span#1 3.0 e,z-z=s Fv:Allowable: 65.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 4679 >360 Total Defl Ratio 3403>180 Right Support 0.29 0.78 VV eaiit Des n* MBZ Ca culaitons per 2005 ND8,113C 2(106;CBG 2007 ASCE 7-05" BEAM Size 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Tit=1.0 ft Point: D=0.4740, L=1.265 k @ 9.a0 4 Point: D=0.120, L=0.320k@4.50ft 01.170 L. Desiqn Summary Max fb/Fb Ratio = 0.498; 1 D(0 9150 L(0.040) fb:Actual: 985.10 psi at 4.500 ft in Span#1 - Fb:Allowable: 1,977.35 si �` � Load Comb: +D+L+H •p • Max fv/FvRatio= 0.164: 1 fv:Actual: 50.69 psi at 0.000 ft in Span#1 10.0 it 1.75x9.5 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E ILI 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_2016.06.22 River Terrace(Lots 175-179)_Calculations.pdf Page 70 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 • Lic.::- KW-06002997 Licensee:c.t.engineering f� eatlif �M64 e :� Itlalns ND IIS , ' 200ty C •,ASCE 5 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 D 0.180 L 0.480 Max Fb:fb/FbAllowable Ratio: = 0.965 1 fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 2,362. 27 psi � • Load Comb: +D+L+H a., �. • Max fv/FvRatio= 0.559: 1 A A A fv:Actual: 148.04 psi at 0.000 ft in Span#1 11.50 ft, 3.125x10.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.350 in Downward Total 0.481 in Left Support 1.04 2.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.04 2 76 Live Load Deli Ratio 394>360 Total Defl Ratio 286>180 W6 Be m lgft MB5 , ., . � "�' �� ,...,: �., �.. � �'ND�I$�2006, $C�200 AS 744 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point D=0.420, L=0.510, S=0.320 k @ 10.250 ft Desiqn Summary 40,14 p g a Max fb/Fb Ratio = 0.746. 1 D(0.120 L(0.320) fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H Max fv/FvRatio= 0.533: 1 A A fv:Actual: 141.21 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 11.50 ft, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.287 in Downward Total 0.402 in Left Support 1.11 2.35 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.11 2.35 0.32 Live Load Defl Ratio 480 >360 Total Defl Ratio 343 >180 vtlood,. oe �� 'M66 .., alc�As eF2o Nb lBC 2fi06� G$C 2tftt ,AS 745 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-Pr!! 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. 1 D 0.0750 L 0.20 fb:Actual: 738.92 psi at 5.750 ft in Span 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 Deft Ratio 1158>360 Total Deft Ratio 842 >180 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Pa a 71 of 82 9 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev580010Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 16041.ecw:Calwlations _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL(0 TO 4'-0") Criteria I Soil Data I Footing Strengths&Dimensions M Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% 0.0014 Wall height 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 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 i Axial DeadLoad Load = 150.0 lbs Axial Load Eccentricity = 0.0 in = 250.0 lbs Design Summary 1 LStem Construction 1 Top Stem Stem OK Total Bearing Load = 1,635 lbs Design height ft= 0.00 ...resultant ecc. = 1.93 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,213 psf OK Rebar Size = # 5 Soil Pressure©Heel = 422 psf OK Rebar Spacing = 16.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,531 psf 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 = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,531 533 psf Equiv.Solid Thick. = Mu':Upward = 181 0 ft4 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 2016.06.22 River Terrace(Lots 175-179)_Calculations.pdf Page 72 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-Deo-2003Cantilevered Retaining Wall Design Page 2 1 (c)1983-2003ENERCALC Engineering Software 16041.ecw:Calwlations Description CANT RET WALL(0 TO 4'-0") L Summary of Overturning&Resisting Forces&Moments 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_2016.06.22_River Terrace(Lots 175-179)_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: 560010 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(4'-1"TO 6'-0") Criteria 1 Soil Data I Footing Strengths&Dimensions M Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf fc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.00 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 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 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe0.00 ft Cover©Top = 3.00 in ©Btm.= 3.00 in Axial Load Applied to Stem \ Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary ill Stem Construction 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 Soil Pressure©Toe = 1,449 psf OK RebarThianess _ 8.00 Soil Pressure @ Heel = 412 psf OK Size = # 5 2,000 Rebar Spacing16.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored©Toe = 1,685 psf tb/FB+fa/Fa = 0.265 ACI Factored @ Heel = 479 psf Total Force©Section lbs= 899.9 Footing Shear©Toe = 4.0 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear @ Heel = 16.1 psi OK Moment Allowable = 6,234.5 Allowable = 93.1 psi Shear Actual psi= 12.1 Wall Stability Ratios Overturning = 2.27 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 739.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi Fs psi= Solid Grouting = Footing Design Results ` Special Inspection ® Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,685 479 psf Equiv.Solid Thick. = Mu':Upward = 762 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 105 1,000 ft-# Concrete Data Mu: Design = 657 1,000 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 4.02 16.08 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 74 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 —User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 (c)1983-2003 ENERCALC Engineering Software 16047.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 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_2016.06.22_River Terrace(Lots 175-179)_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 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(6'-1"TO 8'-0") Criteria 0Soil Data 1 Footing Strengths&Dimensions 1 Retained Height = 7.50 ft Allow Soil Bearing = 2,000.0 psf fc = %3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As0.0014 Wall height above soil = 0.50 ft Heel Active Pressure 35.0 psf/ft Toe Width = 1.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.00 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 3.50 Soil DensityWater height over heel = 0.0 ft = = 110.00 p cf Footing Thickness 12.00 in FootingliSoil Friction = 0.300 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ill Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary 11 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 = Footing Design ResultsI 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 2,945 ft4 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_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 76 of 82 Title: Job# Dsgnr: ARS Date: 4:21 PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Lk Rev: 580010 Page 2 1 User.3-20602997,Ver 5.8n Engineering Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(6'-1"TO 8'-0") Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,264.4 2.83 3,582.4 Soil Over Heel = 1,100.0 2.83 3,116.7 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 1.83 275.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 800.0 1.83 1,466.7 Total = 1,264.4 O.T.M. = 3,582.4 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.36 Footing Weight = 525.0 1.75 918.7 Vertical Loads used for Soil Pressure= 3,589.1 lbs Key Weight = Vert.Component = 764.1 3.50 2,674.5 Vertical component of active pressure used for soil pressure Total= 3,339.1 lbs R.M.= 8,451.6 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 77 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo2003 Cantilevered Retaining Wall Design 16041.ecw:Calwlatio _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL(8'-1"TO 10'-0") Criteria II Soil Data 4Footing Strengths&Dimensions M Retained Height = 9.50 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 = Slope Behind Wall = 0.00:1 = HeelToe Width = 2.00 ft Toe Active Pressure 0.0 psf/ft Width2.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingiiSoil Friction = 0.300 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 Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary I Stem Construction Il 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 ft-#= 8,502.3 Footing Shear @ Heel = 49.5 psi OK Moment Allowable = 10,752.8 Allowable = 93.1 psi Shear Actual psi= 36.2 Wall Stability Ratios Overturning = 2.42 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 7.46 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection - Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,733 784 psf Equiv.Solid Thick. = Mu':Upward = 3,184 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 420 6,446 ft4 Concrete Data Mu: Design = 2,764 6,446 ft-ft ft 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_2016.06.22_River Terrace(Lots 175-179)_Calculations.Pdf Page 78 of 82 Title: Job* Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 LkRev: 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered RetainingWall Design Page 2 II (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calwlations Description CANT RET WALL(8'-1"TO 10'-0") Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 1,915.8 3.58 6,865.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 2.33 350.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 2.33 2,333.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.42 Footing Weight = 675.0 2.25 1,518.7 Vertical Loads used for Soil Pressure= 5,156.9 lbs Key Weight = Vert.Component = 1,166.0 4.50 5,247.2 Vertical component of active pressure used for soil pressure Total= 4,906.9 lbs R.M.= 16,314.4 16043_2016.06.22_River Terrace(Lots 175-179)_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: 580010Page 1 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 16041.ecwCalwlations _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL(10'-1"TO 12'-0") Criteria ISoil Data I Footing Strengths&Dimensions I Retained Height = 11.50 ft Allow Soil Bearing = 2,000.0 psf f'c = 3,000 psi Fy = 60,000 psi above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% 0.0014 Wall height Heel Active Pressure = 35.0 psftft 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 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 Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary ‘ LStem Construction 0 Top Stem Stem OK Total Bearing Load = 7,302 lbs Design height ft= 0.00 ...resultant ecc. = 4.20 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,835 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 821 psf OK Rebar Spacing = 6.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,983 psf 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 ft4= 15,082.0 Footing Shear @ Heel = 55.6 psi OK Moment Allowable = 15,562.2 Allowable = 93.1 psi Shear Actual psi= 53.0 Wall Stability Ratios Overturning = 2.39 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 9.25 Lateral Sliding Force = 2,844.8 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design ResultsI Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,983 887 psf Equiv.Solid Thick. = Mu':Upward = 5,677 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 820 12,356 ft4# Concrete Data psi= 3,000.0 Mu: Design = 4,856 12,356 ft4 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 2016.06.22 River Terrace(Lots 175-179)_Calculations.pdf Page 80 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-Deo-2003Cantilevered Retaining Wall Design Page 2 1 (c)1983-2003 ENERCALC Engineering Software 16041.eav:Calwlations Description CANT RET WALL(10'-1"TO 12'-0") LSummary 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_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 81 of 82 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: Date:. (206)285-9512 FAX: Client: Page Number:—FI (206)285-0618 (' res V _\/! , A..", I i ( , r , 1 \ , , , t_r________, , _-moi'_ D � � Y .______..._..._ w_ _''. , . , . i( r____ t l „,...,, .at wiii L-1---'-71) Pl) (*)(Z5r#S • 4- ie ),le) 4+14 -)--(z)(ue-,)L4ot-g- )qf:.v Q\.._7 iib piP.- 9iDD ?4>F- e(,--1 )b,-I .1- -- 4-_ty-79 —__ 26,69_, 0c---- 04,1,b04.L. _ , st,/,t,/, 6- NA,A, to( WI _= LN. v . 066Y6 . 6\ X l 51ep-= �b (L.2:4--) 147-1)- q- I5. 2,(3. --4- '11,4 o k-- 1/ 16043_2016.06.22_River Terrace(Lots 175-179)_Calculations.pdf Page 82 of 82 Structural Engineers o N2:2Roseburg J6 MAIN 1-25-16 Roseburg A Forest Products Companof 1 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 ct ' Y . ' r:-s • / 2000 1060 1430 / ®6 9 0 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#(232plf) 2 832#(624plf) -16#(-12p1f) 199#(149plf) 3 322#(242plf) 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" L/999+ 20.22' Odd Spans L TL Defl.,Lt. 0.0489" 2U980 0' Odd Spans D+L LL Defl.,Lt. -0.0334" 21./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 p oduct names are trademarks of the r respective owne s KAMI L HENDERSON EWStrong-Tie Copyright(C)2515 by Simpson Strang-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC MC NUMBER&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 C 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: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 / 11 00 1460 7 12 I3 / 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#(192plf) 55#(42p1f) 2 849#(637p1f) 255#(191p1f) 3 327#(245p1f) 91#(68p1f) Design spans 10' 9.375" 14' 3.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1254.'# 2820.W 44% 19.57' Even Spans D+L Negative Moment 1441.'# 2820.W 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 EWP MANAGER StrongTfe Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floorioist,beam or girder,shown on this dravring 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 spedfcations. 503-858-9663