Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (25)
a. �P Y EIV c . � t a JUL 016 CT ENGINEERING Structural Engineers -may R 180 Nickerson Street Suite 302 Seattle, BA 98109 INC. CITY 1 �� 206.28 .4512 (V 206.285.0618 (F) BUILD :U DIVIS sN V ED #16043 AUG 06 2016 Structural Calculations CITY OF 'dGARD # PERMIT ADDRESS 3UILDG DIVISION 129 MST2016-00358 17094 SW JEAN LOUISE RD E0 PRO- F.� GIN ��t 130 MST2016-00359 17082 SW JEAN LOUISE RD River Terrace c.2 ��• 60 • 131 MST2016-00360 17070 SW JEAN LOUISE RD lu � � 132 MST2016-00361 17066 SW JEAN JOUISE RD Lots 129-133 �d 133 MST2016-00362 17052 SW JEAN LOUISE RD (Row Houses) iV 4REcolk,�� Tigard, OR T. ��`<C 04/12/2016 Design Criteria: 2012 IBC (2014 ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 OFFICE Y 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_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf _ COPY OFFICE Page 1 of 59 Y • CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace—Lots 129-133 (Row Houses)-Tigard,OR DESIGN SUMMARY: The proposed project is to be alley-loaded row houses that are comprised of E5 exterior units and K5 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_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 2 of 59 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 16043-River Terrace-Lots 129-133 (Row Houses) ROOF Roofing-ashphalt shingles 3.5 psf Misc. 0.9 psf 518"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 3.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf Floor Framing(Trusses/Joists) 4.3 psf Insulation 1.0'psf (1) 5/8"gypsum ceiling 2.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 3 of 59 P 0 ROOF BELOW 0 r 3-7Y2 2.-%" 1'-11Y 0 ' , . e 11-2Y2 EXTENT OF 1-HR I'- 4Y2 a'-23/4" {{' 4 23/4 l'-4Y2 L I EXTERIOR WALL. 3/01 MILS 7-0 510 DBL SL e I; q COMMON WALL � 1. I lI T. TV NICHE WINDOW 1 _�I WALL N SEAT E BELOW I AT +36" a A.F.F. +24 A.F.F. -• INSULATEI e FLOOR OVER ♦. UNHEATEI sPACEII • II i Master Bedroom �� N a �. . I. n dl m I i N C 2'-9" ro T-114/4" ..1-02 .5 5) IL RADON REDUCTION 1 SYSTEM Imo, 5 SH. = , ( Ali' Q Linen 'I o "' a N I 5' SHOWE' 1I.VP �r 2-6 F 0 4 R 5 Ij L BWOLO M• ® .-♦�. - II .: ON Vi _ ° M. Bath !,1' --.__.°--- CD vi -2x4 FLAT ik-ol,N 4 OI �1PLANT nSTUDS 24"Te a"� SHELF 4 45• `o m ®+42 �'�+-- _ LOCATE PLUMBING o . a �� �� ROUGH-IN ACCOUNTING In I _ ti ® ® W Fr FOR (2) LAYERS GWB n b s DI RYER o + AT PARTY WALL 2.6 WALL = 1 O N Cil) ��tl' D 1 ITFO I Vill' �� . WASHER IIW5 � I N OPEN 1 TO BELOW ' 3'-7Y2"Zilliki Bath ' 1 I� - 24'.TB 3'-7Y211 3'-9" 1 1,22'x30.1 II _ z AlII I N Arnci s & P I a co LOW WALL UpLccEsJI u� 1 paw AT +42" W/ It= 11 N, WOOD CAP Y--T 0 645 6-0 BIFOU) W a 1C-r -5Y N 3.-5)12" II TYP. 4 I I Tech Rm. D1 -..co", i RADON REDUCTION SYSTEM iEh Typ '® _ • PROVIDE E i'-0 2 II ®i TO ENSURE `li 4VV HAS �I 4 PROPER EGRESS WIDTTHH7 1, ♦ ....._.�� 2-6 4-6/ m \ 2-6 4-6 SH 1-9 AT 6'�77�11'ABV. = 4-6 F EGRESS 4-6 F = , iv � TEF.F. ..+......: `. i 3'-0" 1 4'-1' 1 5.-0" EXTENT OF i7-1" 10'-0" 2'-0" 1-HR Jr 19,-1" EXTERIOR WALL. 3/01 UNIT E-5(A) UPPER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 4 of 59 ' 79._1" 2'-6Y2"1'-1; 15'-5}2" ' ; IiI 1 " 15'-37/4" 1 dr 0 r-q COMMON N.,,,,,,, _♦ r ROOF ABOVE -. WALL - - - - ".I } 42" GUARDRAIL 7 of 4'-0," 5'-0Y2" 6'-4y" D6 ::1,.:4. in (FLOOR Deck ABV. 'n 2-915-0 SH\ 1-0 6 F OVER 4' 'SAFETY GLAZING 6-0 6-10 SGD J o r----L G�ir=■ 1—_ m •'' m dI ♦ _,0 I N VP CO, il �° .I ; 2x6 WALL W/R-21 BATT INSUL. N N ♦ r...... I FACTORY-BUILT I I!Ic-.- DIRECT-VENT GAS FIREPLACE 20 ICS: •i a VENT UP THRU LOW ROOF I Is, illi ID4 ,, I TILE HEARTH e i 14 • (OPTIONAL) iI .I [Li.. .INSUL. FLOOR JOISTS AND ROOF RAFTERS II = iv ROOF AT F/P ENCLOSURE I I 1 N I BELOW I ® II Living INSULATE FLOOR OVER r T I o I UNHEATED SPACES I -♦ RADON �, i - I 3'-10" 3'-4Y' 3'-B" 2'-6' REDUCTION ilf m SYSTEM • 1 U , O N Z 1 N IN Z a �� -__*__ ,JII: DN I N 1' y w i ,2' FLOOR (I o n a I I LOW WALL AT - BELOW–\ �O�j/ I1, `/ N a 1 +42" A.F. j� II .-- r Ii N SEE SH T. L lv Kitchen ^o � U4 FOR STAIR i n� --D1'; -- DETAILS i 1 OW a D II I ‘ I 1, N I _ ,. L 1 iI ew. ' 'CPI 1 Z ,NJ I mils, 1 0 co ,__----s1.,— e UP 1. N4•i CO CONTINUE PARTY WALL- I 1 N 1 D4 GWB THROUGH FURRING II a = TYPICAL N = II n G,2,... D Din/Fam. I Pwdr.0 II RADON REDUCDON SYSTEM I .........I1 e •••r11' 2-6 I3-0 F i 1-9 2-6 4-6 1-9 —� +� N Ai 6''11"ABV. 4-6 F CSMT 4-6 F ♦ ♦ PWDj2. F.F. �1 I I �-� N I I € i EXTENT OF I i EXTERIOR I WALL. 3/D1 S-3" ;2.-2" 5.-0" j 5.-0" 1 5-5' 1 1'-6"� 10'-0" `2'-0" I 4 19'-I" 4 UNIT E-5(A) MIDDLE FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 5 of 59 19'-1" 1 3'-10Y4" 23/4" 1 Q COMMON + WALL I ' DECK ABOVE -,,-I 111 .,_-----------_, --f-I0/ 0 4 I 6'-6" 6.-4" In I f n --, I ',-.. 10-0 I7-0 SOHD I Ilk i Garageell i Mech U OCCUPANCY r® WALL FINISH: %" GWB : SIM. CEILING FINISH WB" TYPE 'X' GWB 1 .. ---FIRE TAPE-ALL 6WB I R3 OCCI UP :. WRAP BEAMS BELOW CEILING LEVEL 9 ..,, i DIRECT VENT GAS SHALL SE.INSULATE FLOOR ABOVE.: i WATER HEATER I FtR ACE RBOVE_ ® R I I SELF-CLOSING r DIRECT VENT GAS FUN � 20 MIN RATED I FURNACE °.I o, ♦ ` C5 111 = N ink RADON j INSULATE REDUCTION LLJ _ SYSTEM r I STAIRS jy In I IF RR DOWN FOR DUCT RUN II 9 4'-1" I 1 5.-2/2" 9'-9Y2" • 11 I I —WOOD READ, MAX. RISER ,_—' + i �».."..—:._L J 8" (AD OR REMOVE m o i i -® -1,STEPS S REQUIRED PER 49 I n o -1-- jSITE C NDITION) "' i I .n •,,s' o = i' �p O II In N \\v/, • a� o 0 3 41Bath . II SIN L.,., 1 +36" RAIL ^ o i i i N = In II a In & PICKETS E u Ei in N I� 24"TB l II II o N r�' o 9 . c 6x6�. 2-6 H6 I LOCATE PLUMBING II .c ,�z - UP ROUGH-IN ACCOUNTING 0' Entry I FOR (2) LAYERS GWB iI a AT PARTY WALL 1' + — — — — - .o - 2'-6" '-11Y2"2-0)/2"I 7'-3Y2" I W 1 "� _ 145'I , Bedroom 3 iv R3 OCCUPANCY II N O N \ 1< II o a ll a CO h o RADON II �♦ ix 9 _-. I Z co SYSTEM 7-REDUCI1ON VPN 1 ---T--- ""....., 4 EGRESS i o 0 2 1Y2 12 1Y2 0 5-0 4-6 SL in11 ..---.... I N 4-- Porch9 I AT STEPS 9 5'-0" 5-0" 103/2 4'-3" 1'-11Y2_ 10'-0" 2'-0" •19'-1" UNIT E-5(A) LOWER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 6 of 59 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E5(A) 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.usgs.qovidesiqnmaps/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 M1=FvSi SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 5D1= 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 t20= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification FactorCD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 7 of 59 SHEET TITLE: CT PROJECT#: Unit E5(A) Sos= 0.70 h„ = 25.92(ft) Sot= 0.44 x = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020ASCE 7-10(Table 12.8-2) 1E= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) St= 0.41 k = 1'ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SpsI(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=Sot/(T*(R/IE)) (for T<T L) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Sot*TL)/(TZ*(R/IE)) (for T>T L) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 St)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3(EQ 12.8-11) (EQ 12.8-12) Cvx = DIAPHR. Story Elevation Height AREA DL w, w; *h1k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew1 *h;k Vi DESIGN Vi Roof 25.92 25.92 693 0.030 20.79 538.8 0.49 2.36 2.36 3rd(uppr) 8.08 17.83' 17.83 693 0.030' 20.79 370.8 0.34 1.62 3.98 2nd(main)', 8.92 8.92 8.92 693 0.030' 20.79 185.4 0.17 0.81 4.79 1st(base) 8.92 0.00' SUM= 62.4 1094.9 1.00 4.79 E=V= 6.70 E/1.4= 4.79 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 8 of 59 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: Unit E5(A) N-S E-W F-B S-S IBC ASCE Ridge Elevation(ft)= 44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. --- -_ Building Width= 19.0 40.0':ft. Basic Wind Speed 3 Sec Gust= 95 95 mph Figure 1609 Figure 6-1 Exposure= B B Iw= 1.0 1.0 Ref.ASCE 6.5.5 Section 6.5.5 Table 1-12 Roof Type= Gable Gable Ps3oA= 16.1: 16.1':psf Figure 6-2 Ps3o B= 11.011.0 psf Figure 6-2 Ps3o c= 12.9' 12.9 psf Figure 6-2 Ps30D= 8.9' 8.9 psf Figure 6-2 X= 1.00' 1.00` Figure 6-2 Kn= 1.00 1.00. Section 6.5.7 windward/lee= 1,00 0.61 (Exposed to wind load on front,back and one side-apply max of leeward or windward forces) X*Kr*Iw*windward/lee : 1.00 0.61 Ps=A*Kzt*I*I133o= (Eq.6-1) PsA = 16.10 9.82 psf (Eq.6-1) Pse= 11.00 6.71 psf (Eq.6-1) Psc = 12.90 7.87 psf (Eq.6-1) Ps o= 8.90 5.43 psf (Eq.6-1) Ps A and c average= 14.5 8.8 psf 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 1.00: 1:00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-W) V(E-VV) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 AF= 626.2 AF= 1318 6.3 8.0 V(n-s)= 8.32 V(e-w)= 9.93 kips_ kips kips kips 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 9 of 59 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: Unit E5(A) 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) FD SUM LEVEL Story Elevation Height DESIGN FB) V SUM) Vi SS-S) V(S-S) Vi(F-B) V(F B) Vi IGN SUM LRFD SUM RS-S) V(S-S) LEVEL Height (ft) hi(ft) Roof 25.92 25.92 0.00 0.00 0.00 0.00 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 0.00' 0.00 0.00' 0.00 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00` 0.00 0.00, 0.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 9.93 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(S-S)=kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(SS) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.91667 8.91667 8.91667 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.91667 0 0 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 9.93 V(F-B)= 8.32 V(S-S)= kips kips 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 10 of 59 Design Maps Summary Report Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III }B e rfett"�! ..,!,-,„.,,,,i,'<„,, If:, ..i-r-4----il\" r y s M :met % ,i .:S, ;'fr , �Z"_ C a� / o !9g ° USGS—Provided Output S5 = 0.972 g SMS = 1.080 g SDS = 0.720 g Si = 0.423 g SM1 = 0.667 g 501 = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risktothe targetapplicationed)and deterministic ground motions in the direction of maximum horizontal response, please return and select the"2009 NEI-IRP"building code reference document. MICE Response Spertnim Design gi Response Spectrum 1.10 0,00 03, 0. 01M 000 041 40 . 0-32 r' 044• 10 031*10 00 , 00 0.32 : 0,1 0, 2.00 000 0, 000 O d 0.4 0 O.C0 0.> 1. # Y.Z O 1.40 1.0 0 Y. D Iva0.0 0 0. 0. 0 0. O.O 1 1.0 0 L 1_40 L 0 Y.St0 P�i4 4 I c) Ptr T(s*c) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 11 of 59 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... Design Maps Dep 2012 International Building Codeetailed(45.43123R °Nort, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(11m SS = 0.972 g From Figure 1613.3.1(2)`23 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 V5 N or Nm 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 < 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 2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 12 of 59 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at Short Period Ss <_ 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss= 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at 1-s Period Si 5 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 S. = 0.423 g, F.= 1.577 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 13 of 59 Equation (16-37): SMS = FeSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SM, = F,S, = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % SMS = % X 1.080 = 0.720 g Equation (16-40): Sm = % SM1 = % x 0.667 = 0.445 g 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 14 of 59 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sos I or II III IV Sos < 0.167g A A A 0.167g <_ Sos< 0.33g B B C 0.33g <_ Sos< 0.50g C C D 0.50g <_ SDS D D D For Risk Category=I and S.= 0.720 g,Seismic Design Category= D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF Spy I or II III IV Sol < 0.067g A A A 0.067g 5 Sol < 0.133g B B C 0.133g <_ Sol < 0.20g C C D 0.20g <_ SD' D D D For Risk Category=I and So, = 0.445 g,Seismic Design Category= D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 15 of 59 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E5(A) 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-B V i= 3.38 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LELaff. C U w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM Row Unet U,,,m OTM Ron/ Line U,m U.,,, HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 4 139.6 ' 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 0.51 0 f 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B 13.3a 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 8,2 0.0 1.00 0.00 0.50 0.00 0.35 0.00 1.00 1.00 43 P6TN P6TN 61 2.79 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.63 C C.3c' 146.6 11.7 11.7 1.00 0.00' 0.71 0.00 0.50 0.00 1.00 1.00 43 P6TN P6TN 61 3.98 0.00 0.36 0.36 5.72 0.00 0.52 0.52 0.52 693 44.3 44.3=L eff. 3.38 0.00 2.36 0.00 EV',it'd 3.38 EV E0 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 16 of 59 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E5(A) 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= 5.79 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 vi Type Type vi OTM ROTM Unet Usum OTM RoTM (Jost Usum Us,,,„ HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 0 6.8 6,8 1.00 0.10 0.00 0.68 0.00 0.47 1.00 1.00 70 P6TN P6TN 101 4.27 2.05 0.37 0.65 6.13 1.52 0.76 1.40 1.40 A A.2b 0 10,0 10.0 1.00 0.10 0.00 1.01 0.00 0.70 1.00 1.00 70 P6TN P6TN 101 6.33 4.50 0.20 0.32 9.08 3.33 0.62 1.12 1.12 - - 0 0,0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 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 6.0 6.0 1,00 0,00' 1.21 0.00 0.81 0.00 1.00 1.00 135 P6TN P6 201 7.30 0.00 1.37 1.37 10.85 0.00 2.03 2.Q3 2.03 B B,2b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.2a 92.53 9.0 9.0 1,00 0.15 0.32 0.47 0.22 0.33 1.00 1.00 61 P6TN P6TN 89 4.93 5.47 -0.06 -0.26 7.17 4.05 0.37 0.49 0.49 C C,2b 115.7 11.3 11.3 1,00 0.15 0.40 0.50 0.27 0.35 1.00 1.00 55 P6TN P6TN 80 5.57 8.54 -0.28 0.09 8.13 6.33 0.17 0.70 0.70 C C.2c 138 13.4 13,4 1.00 0.15 0.48 0.71 0.32 0.50 1.00 1.00 61 PSTN P6TN 89 7.39 12.15 -0.37 -0.01 10.75 9.00 0.14 0.66 0.66 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0,00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 56.4 56.4 =L eff. 2.41 3.38 1.62 2.36 1.00 EVxind 5.79 E,VEQ 3.98 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.12_River Terrace(Lots 129-133) Calculations.pdf Page 17 of 59 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E5(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.81 kips Design Wind F-B V 1= 2.63 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.79 kips Sum Wind F-B V I= 8.32 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM ROTM Unet U,,,n, OTM ROTM Unet U,um U.yn, HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A Ala 0 6.8 6.8 1.00 0.15 0.00 0.41 0.00 0.29 1.00 1.00 43 P6TN P6TN 61 2.59 3.08 -0.08 0.57 3.72 2.28 0.24 1.64 1.64 A A.lb 0 20.8 :20.8 1.00 0.15' 0.00 1.28 0.00 0.89 1.00 1.00 43 P6TN P6TN 61 8.01 29.30 -1.06 -0.74 11.49 21.70 -0.51 0.62 0.62 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.la 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 2.42 9.26 0.00 2.14 4.17 4.17 B B.1b' 202.1 7.0 7.0 1.00 0,001 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.1b 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 1 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0'' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00" 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1„00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 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 0.00 693 75.1 75.1 =L eff. 2.53 5.79 0.81 3.98 EV nd 8.32 .\i3VE0 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.12 River Terrace(Lots 129-133)_Calculations.pdf Page 18 of 59 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E5(A) 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 F-B V I= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOL eff C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM Rome Unet U.,m OTM Ron/ Unet U,,,m ileum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kiP) p (pit) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.3a 173.3 3.0 3.0 1.00 0.201 1.01 0.00 0.59 0.00 1.00 0.75 262 P4 P6 337 4.71 0.81 1.67 1.67 8.08 0.60 3.21 3.21 3.21 1 1,3b 173.3 3.0 3.0 1.00 0.201.01 0.00 0.59 0.00 1.00 075 262 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 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 173.2 2.0 '10.0 1.00 0.15 1.01 0.00 0.59 0.00 1.00 0.50 589** ** 505 471 1.35 2.52 2.52 8.08 1.00 5.31 5.31 5.31 4 4.3b 173.2 2.0 10,0 1,00 0.15' 1.01 0.00 0.59 0.00 1.00 0.50 589** ** 505 4.71 1.35 2.52 2.52 8.08 1.00 5.31 5.31 5.31 693 10.0 10.0=L eff. 4.04 0.00 2.36 0.00 EVwnd 4.04 EVEQ 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043 2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 19 of 59 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E5(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-B V I= 2.87 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.98 kips Sum Wind F-B V I= 6.92 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Une1 Usum OTM ROTM U„e1 U*um U*um (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2a 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 1.00 020 0.24 1.01 0.13 0.59 1.00 0.67 361 P3 P4 415 6.50 0.81 2.44 4.11 11.21 0.60 4.55 7.76 7.76 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 346.5' 4.0 3.5 1.00 020' 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 116.4 2.0 10.0 1.00 0.15 0.48 1.01 0.27 0.59 1.00 0.44 969** ** 747 7.75 1.35 4.80 7.32 13.44 1.00 9.33 14.64 14.64 4 4.2b 116.4 2.0 10,0 1.00 0.15 0.48 1.01 0.27 0.59 1.00 0.44 969** ** 747 7.75 1.35 4.80 7.32 13.44 1.00 9.33 14.64 14.64 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - D 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1:00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 14.0 14.0=L eft. 2.87 4.04 1.62 2.36 Z V,„„d 6.92 E VEQ 3.98 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 20 of 59 SHEET TITLE: LATERAL SS(side to side) CT PROJECT#: Unit E5(A) Diaph.Level: 2nd(main) Panel Height= 9 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= 2.57 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 LDL off C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RorM Unet Um, OTM Romp Unet Uwm Usum (sqft) (ft) (ft) (klf) (lop) (kip) (kip) (kilo) p (Pif) (Plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2a 108.9 5.8 5.8 1.00 0.20 0.44 1.64 0.12 0.95 1.00 1.00 186 P6 P4 361 9.60 2.98 1.30 5.41 18.71 2.20 3.25 11.00 11.00 1 1,2b 56.83 3.0 3.0 1.00 0.20 0.23 0.85 0.06 0.49 1.00 0.67 278 P4 P4 361 5.01 0.81 1.80 5.91 9.76 0.60 3.93 11.68 11.68 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 346.5 4.0 4.0 1.00 0.20 1.40 1.44 0.38 0.81 1.00 0.89 334 P4 P2 710 10.68 1.44 2.77 4.58 25.56 1.07 7.35 10.95 10.96 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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 116.4 2.0 10.0 1.00 0.15 0.47 1.49 0.13 0.86 1.00 0.44 1111** ** 982 8.89 1.35 5.65 12.97 17.68 1.00 12.51 27.15** 4 4.2b 116:4 2.0 10.0 1,00 0.15' 0.47 1.49 0.13 0.86 1.00 0.44 1111** ** 982 8.89 1.35 5.65 12.97 17.68 1.00 12.51 27.15** - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0,00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 >0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 745.1 16.8 16.8=L eff. 3.02 6.92 0.81 3.98 EV,„na 9.93 EVEo 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.12_River Terrace(Lots 129-133) Calculations.pdf Page 21 of 59 JOB#: Unit E5(A) ID: 4.3a&4.3b wd1= 150 plf V eq 1177.6 pounds V1 eq= 588.8 pounds V3 eq= 588.8 pounds V w= 2020.5 pounds V1 w= 1010.2 pounds V3 w= 1010.2 pounds ► --► v hdr eq= 117.8 plf •H head= A v hdr w= 202.0 plf 1 y Fdragl eq= 353 F2 eq= 353 Fdragl w= :46 F2 , 606 H pier= vi eq= 368.0 plf v3 eq= 368.0 plf 5.0 vi w= 505.1 plf v3 w= 505.1 plf feet H total= 2w/h= 0.8 2w/h= 0.8 9 . Fdrag3 eq= . F4 e.- 353 feet A Fdrag3 w= 606 F4 w= 606 P3 E.Q. 2w/h= 1 P3 WIND H sill= v sill eq= 117.8 plf 3.0 EQ Wind v sill w= 202.0 plf feet OTM 10599 18184 R OTM 6750 5000 • • UPLIFT 428 1465 UP sum 428 1465 H/L Ratios: L1= 2.0 L2= 6.0 L3= j 2.0 Htotal/L= 0.90 0 1 *14 Hpier/L1= 2.50 Ai ► Hpier/L3= 2.50 L total= 10.0 feet 16043_2016.04.12_River Terrace{Lots 129-133)_Calculations.pdf Page 22 of 59 JOB#: Unit E5(A) ID: 4.2a&4.2b w dl= 150 plf V eq 1722.2 pounds V1 eq= 861.1 pounds V3 eq= 861.1 pounds V w= 2986.3, pounds V1 w= 1493.2 pounds V3 w= 1493.2 pounds +. - 0. v hdr eq= 172.2 plf ► •H head= A v hdr w= 298.6 plf 1 v Fdragl eq= 517 F2 eq= 517 • Fdrag1 w= . F2 . 896 H pier= v1 eq= 538.2 Of v3 eq= 538.2 plf 5.0 v1 w= 746.6 plf v3 w= 746.6 plf feet H total= 2w/h= 0.8 2w/h= 0.8 9 v Fdrag3 eq= F4 e.- 517 feet • Fdrag3 w= 896 F4 w= 896 P2 E.Q. 2w/h= 1 P2 WIND H sill= v sill eq= 172.2 plf 3.0 EQ Wind v sill w= 298.6 plf feet OTM 15500 26877 R OTM 6750 5000 v • UPLIFT 972 2431 UP above 428 1465 UP sum 1400 3896 H/L Ratios: L1= 2.0 12= 6.0 L3= 2.0 Htotal/L= 0.90 Hpier/L1= 2.50 Hpier/L3= 2.50 -4 10- L total= 10.0 feet 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 23 of 59 JOB#: Unit E5(A) ID: 4.1a&4.1b w d1= 150 plf V eq 1975.4' pounds V1 eq= 987.7 pounds V3 eq= 987.7 pounds V w= 3928.7 pounds V1 w= 1964.3 pounds V3 w= 1964.3 pounds ► v hdr eq= 197.5 plf •H head= A v hdr w= 392.9 plf 1 Fdragl eq= 494 F2 eq= 494 Fdragl w= •; F2 . 982 H pier= v1 eq= 395.1 plf v3 eq= 395.1 plf 5.0 v1 w= 785.7 plf v3 w= 785.7 plf feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= t4 F4 e.- 494 feet A Fdrag3 w= 982 F4 w= 982 P3 E.Q. 2w/h= 1 P2 WIND H sill= v sill eq= 197.5 plf 3.0 EQ Wind v sill w= 392.9 Of feet OTM 17779 35358 R OTM 6750 5000 UPLIFT 1225 3373 FUP above 428 1465 UP sum 1653 4838 H/L Ratios: L1= 2.5 L2= 5.0 L3= 2.5 Htotal/L= 0.90 ► ►4 ► Hpier/L1= 2.00 ► Hpier/L3= 2.00 L total= 10.0 feet 16043 2016.04.12 River Terrace(Lots 129-133)_Calculations.pdf Page 24 of 59 , SIM. 4 4 59.1 S9.1 I- - c - 0 4x12 HDR I, o 11134-e- �!i N ® HUC416 HUC416 0 p - 13;x20 LVL 4`B raMMINIM L h1�Tc 4x10 IDR U: 'x I' .." EP_ o �! � UP O T M. : D Nl -` LI III u u u 1 u u qI FLOOR QT ec I m20" OPEN WEB JOIS�ITS ® 19.2" O.C. o D -r TYP. CriP 0 DSC5 I 20 AT BLDG. FLOOR GT_ZDRAGI TRUSS 18 59.0 I l r(" a4 -�aw-#� 59.0 STEP 2x6 AT IIli I Pr ---,-,,i,,‘ „1.„ 16" O.C. ; 1 III 1 III I III 10 13;"z20"LAI FB 1 S9.3 i I ill. STAIR FRMG.1 1 (2) 2X10-"gm (3)2x6 FB I 1 2x6 LEDGER, , LEDGER 5.W AT LANDING! ,I, UP TO TYP. U.N.O. i \ , mow. I Y f M.DATII;b(W cc, x I •� i I. --- '- ---- I I 1• ! c ! `ti r l f �T 1 1 I II III RAISED 4 FRMGR I 1--I i I I ijl • PLATE / % --, I riii BATH I II I 1 LANDING/POWDER " -I —4 O o AT +1'-23/4" I ABV. MIDDLE F.F. �i + L� I EXTENT OF RAISED FLOOR = I RAISED FLR. (DOT FILL) / 134"Y20 LVL FB w , SEE BELOW GT ABOVE - / 6X6 ---Z:, :1., i- - ' j TO BED 2 J HD" 1 UP TO sy, TECH. UB2 2x10HDR 1 LEDGER UNIT E-5(A) FRAMINUPPIN FLOOR G PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 25 of 59 1 4 UB5 1 `-- r I - '3 f (2)2x10 FB I o i SIM.0 OVER—FRAMING PLAN _ i TO MATCH HT. j OF RAISED FLR. I i RAISED FLOOR AT +1434" ( !UPPER FLOOR WALLS I 2x10 ®16" 4 O.C. TYP r: 1 CUR i _ i 2x6 LEDGER I I S 14.75" STEP UB: Q HDR I ® ! I I 7 59.3 RAISED UPPER FLOOR UNIT E-5(A) FRAMING PLAN 1/4"e1'-0" TECH.ROOM 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 26 of 59 18 POST ABOVE S9. � POST ABOVE -- EDGE OF DECK ABOVE 6x6 P.T. POST W/ ACE6 CAP, TYP. PT 6X12 H Rii � J 44x8 FB M66 01� a® BLNDL J STUDS 10'-C" /AE OVE MI! PT x8 LEDGER �L/I 2X TRUSSESI j� =' �, / © 3Yz x107 GA a GT I `6x6 AT 24" D.C. GT BI O a LOW ROOF I 'i j ABOVE SL HMV! rj 166 i ABOVE v H2.5 TO :£AM I UP TO w 314"+:314"BIG r I I LIVING a BEAM FB 1-- I w SIM. .zr -�. ,f H 10 0} ,,` y GT ABOVE o mm N� I I % kin ° H •10 rn^ 1 11 AT BLDG. I S9. STEP IP cr- ' T� BEAM9 :IG 't . 5 II FB IN 13."x9)4" Iiti I I GT ABO I I I RIGIDLAM LVL FB II...C=H2.5 TO SEAM I I " 5I� •INT. 574"x1IP/�'" BIC BUM HD LEDGER r 1. pi 6x6 PO•T MB4 1" 15 10 < 13i"(9)4" RIGICLAM f10 S9.3 m LVL FB LANDING F.F. AT+7'-0" m 4x4 PO FROM +7'-0" I ABOVE LOWER F.F. '.1 TO +8'- " ABV. L')W F F. SIM. 2x6 AT 16" O.C. I� I STAIR "MG. 3 I d` 1%",93c RIGIC LAM S9.2 LVL FB / 374'974"':IG -I' I ` / i & BEPM FB_________ BUNDLED STAIR e J I (-T.'STUDS ABV. FRAMING i<: 11 A I DR I I; I ' ' � I LTC__I‘. �1 HU41. I ` M�1 t �7 " l RAISED FLOOR i' HTR (DOT FILL) i 6x6 m m SEE LEFT 4., -iim m 74'x974 BIG BEAM TB 03 o 11E° m w _ I !H.Im I 49 1n E.T.: �� I iiii-UP:TO AWdR -- `�' I 4 10 IR i : I GT ABOVE ,,,,,,,... II NOR I ON TO -- = =4 IBED 3 I MB8 UP TO SDR DIN/FAM. I MB3 UNIT119 MIDDLE FLOOR E-55(A) FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 27 of 59 1 (2)2x10 FB ---fl__, /_;j 1 TOP ® +1o'-1Y4" (3) 2x +Y4" PLWD. i E-1 .\\‘- -C UNDER (2) 2X10 PONY WALL EDGE OF TJI D 1 II SUBFLOOR +�L� TO RAISED II BENEATH i STEP FRAMING PLAN 1I I I I TOP OF JSTS .s. G � @+10'-1Z t 2x10 EDGE OF TJI t ® le. OO I MIDDLE FLOOR WALLS 3 ii SUBFLOOR 1 BENEATH J- 1475" 59.3 1 PLATE +8'-1" , _. j I STEP -_` 0 LEDGER I I HOLDOWN STRAP @ +10'-1Y4" I FROM ABOVE —1 Li1 I 1181 /12 PLATE +8'-1" S9.3 UNIT E-Jr(A) RAISED MIDDLE FLOOR FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 28 of 59 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 �y' €F s r rso , Myr'',4 0 B� k v i; 04 x1 2013 Budd..6 `` Lic.#: KW-06002997 Licensee:c.t.engineering Description Upper Floor Beams W1iiitt01 esii.tt UB1 , :. ,,. '%000000--,, CaIculelinns.. § x..r••D•S,IBC 006,CBC 2 7 ASCE 7- . BEAM Size: 2-2x6,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.750 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=8.330 ft Design Summary o1M.UAW Max fb/Fb Ratio = 0.635: 1 fb:Actual: 700.00 psi at 1.750 ft in Span#1 • • Fb:Allowable: 1,102.10 psi Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.47 0.54 0.36 Live Load Defl Ratio 1290 >360 Total Defl Ratio 852 >180 Wood Beam Design UB2 r Calculations per 2005, dSt1BC 2006,CRC 2007;ASCE 105 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-PM 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unit Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary %36 s a 5e 05) Max fb/Fb Ratio = 0.347: 1 Wit t fb:Actual: 352.07 psi at 3.250 ft in Span#1 � � Fb:Allowable: 1,013.55 psi Load Comb: +D+L+H 0 0 Max fv/FvRatio= 0.179: 1 A A fv:Actual: 26.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.042 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 Beam Design UB3 y� / T, l ` 0aIculatlans per2iID5 Iris,nitc*It6 CB2 `,ASCE 145 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending 1 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 Unit Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary Drg)g:,,; w1 Max fb/Fb Ratio = 0.082; 1 fb:Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi Load Comb: +D+0.750L+0.750S+H 0 0 Max fv/FvRatio= 0.070: 1 A A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 ft,4x10 Load Comb: +D+0.750L+0.7505+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_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 29 of 59 I CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 i r ji a es EROA 1tt3 .;'. • .. s. �.:� �8�r �/c/i :;....�h � xe�; ..:'x., � "�� �.....�� ....c..".:.;E�;fixB.'t$8.31-V$1<.�`„ Lic.#:KW-06002997 Licensee:c.t.engineering WS Beam': ,• UB4 ,%eq.:24 Ca 005 NOS,IBC 2006 MC/20104% 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 D(0.0720 Sf0.1O) fb:Actual: 786.29 psi at 7.500 ft in Span#1 Fb:Allowable: 841.45 psi • Load Comb: +D+S+H • ��_: ��� ���... Max fv/FvRatio= 0.313: 1 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 Beam Lies uBs i /,..... .: 05IsIDS,IBC 200►,SBC k�� �c .:<.. .�-Q5"" BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Desiqn Summary 0 0.09750 L 0260 Max fb/Fb Ratio = 0.165. 1 fb:Actual: 153.55 psi at 1.750 ft in Span#1 Fb:Allowable: 931.44 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.126: 1 A A fv:Actual: 18.94 psi at 2.730 ft in Span#1 Fv:Allowable: 150.00 psi 3.50$2-23,10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.17 0.46 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.46 Live Load Defl Ratio 12241 >360 Total Defl Ratio 8902 >180 Woodcan DesignUB6 11 %u' Calculations poi,'e; r 2006, 2007; CBC " 7.O ,r., .\. - ,.`::.V„ , •.:i,_.. .' ,-..,:y.. S ,,, ....: .. ,, r ';r//.... „ :<.,,AS e5/hid&.. 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 Summary 15 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 1111 1111 Max fv/FvRatio= 0.163: 1 ♦ A fv:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.06,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.20 0.39 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.39 0.08 Live Load Defl Ratio 7849>360 Total Defl Ratio 5486>180 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 30 of 59 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 .2., Lic.#:KW-06002997 Licensee:c.t.engineering D'escription : Main Floor Beams �lel�le� vi e.e FP � �tts' r 2p5 t3S��'ABG 7 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=20.0 ft Design Summary D 030 L 0.80 Max fb/Fb Ratio = 0.555. 1 fb:Actual: 565.04 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fv/FvRatio= 0.455: 1 A A fv:Actual: 68.28 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 0.012 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 WoOd eam t esI n MB2 Cakulatipns per 20105 NOS,:IBC 2006,CRC 2007,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-Frit 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.50 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.913: 1 &6°d )1.1c6%3..1-8) fb:Actual: 848.86 psi at 1.400 ft in Span*1 Fb:Allowable: 929.74 psi �. Load Comb: +D+L+H • Max fv/FvRatio= 0.803: 1 A A fv:Actual: 120.38 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.037 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 , e• i71 �( MB3 7 7 ,p A A icalliftirifeeelper2e05 DS,IBt 001?k"C 2007,: E /445 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.934 1 %A:-. 'OA%) fb:Actual: 868.57 psi at 1.467 ft in Span#1 Fb:Allowable: 929.74 psi Load Comb: +D+L+H Max fv/FvRatio= 0,820: 1 A• • fv:Actual: 122.95 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft, 2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.038 in Downward Total 0.052 in Left Support 0.73 1.93 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.48 1.27 Live Load Defl Ratio 1590>360 Total Defl Ratio 1155 >180 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 31 of 59 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 "k' ,..,v, hl.,. �; ..�irrr., 'k:::,;%i ��: /•, � air.; ; " ',";; , ., d �.,, Lic.#: KW-06002997 Licensee c t engineering Vilbt $ Ill #e[ 4,,M 64 ' ., . Odaati spir , ,i 2 16,` t,‘, . 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 290.0psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary .0.3.1P VIM, Max fb/Fb Ratio = 0.605; 1 D 0.150 L 040 fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 mmimor>_om Iiiii ." Fb:Allowable: 2,866.74 psi Load Comb: +D+L+H • �� _. __ -_ • �_ Max fv/FvRatio= 0.455: 1 • fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S 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 i�\Bearnsign MB5 fc twat ' Ca u ions per 2005 NOS,iBC 2006,dBC ib07 ASCE 7.05 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-PrIl 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.250 ft Point: D=0.220, L=0.240, S=0.180 k @ 1.0 ft Point: D=0.660, L=0.720, S=0.540 k @ 4.0 ft Point: D=0.440, L=0.480, S=0.360 k @ 10.50 ft Design Summary "1 22 °10.'"'"' St"'' Max fb/Fb Ratio = 0.708; 1 D(0.1238)L(0 330) fb:Actual: 2,006.31 psi at 4.025 ft in Span#1 a , Fb:Allowable: 2,834.87 psi Load Comb: Max fv/FvRatio= 0.513: 1 ♦ A fv:Actual: 148.83 psi at 0.000 ft in Span#1 10.50 ft, 3.125x10.5 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E 1-1Dward L+Lr+S 0.240 in Downward Total 0.343 in Left Support 1.26 2.40 0.50 Upward L+Lr+S 0.000 in Upward Total0.000 in Right Support 1.36 2.51 0.58 Live Load Deft Ratio 525>360 Total Defl Ratio 367 >180 INS07 d e `m'1eslgn MB6 7� r �p#) +4 0 �iif►;'i:lZ7s�C7-0$ 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-PrIl 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.50 ft Design Summary Max fb/Fb Ratio = 0.990; 1 D(0.06750 L 0.180 fb:Actual: 689.04 psi at 7.500 ft in Span#1 �� Fb:Allowable: 695.89 psi + • Load Comb: A • Max fv/FvRatio= 0.283: 1 15.0 ft, 6x12 N: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 Is S W E H Downward L+Lr+S 0.227 in Downward Total 0.313 in Left Support 0.51 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 1.35 Live Load Defl Ratio 791 >360 Total Defl Ratio 575>180 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 32 of 59 Project Title: CT Engineering 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 . % i «e a� re st 1 Lic.#:KW-06002997 Licensee:c.t.engineering 0011' -,E*ak r:),.'"9 IVIBT,/ .�" A �4. .an;,c 4 qiirititi: , 2R6 rsLr '3 A �'i " BEAM Size: 2-2 x10,Sawn, Fully lin rad Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Pill 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 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=0.0150, L=0.040 k/ft,Tnb=1.330 ft Design Summary Max fb/Fb Ratio = 0.2 D(0,4:199$ �aao5j 0) fb:Actual: 201.88 psi13 1 . at 6250 ft in Span#1 Fb:Allowable: 946.00 psi Load Comb: +D+L+H ... ...-�. ,� ,. .TT. � .. • Max fv/FvRatio= 0.0ps64: 1 A A fv:Actual: 10.96 i at 11.750 ft in Span#1 12.50 ft, 2-2x10 Fv:Allowable: 170.00 psi Load Comb: +i1)+72.+01.0.1Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.000 in Downward Total 0.000 in Left Support -0.06 -0.17 Upward L+Lr+S 0.058 in Upward Total -0.079 in Right Support 0.06 0.17 Live Load Defl Ratio 2606 >360 Total Defl Ratio 1895 >180 �� �t%R�s�n MB8 - ' CalCtllaticr[ts icer 2ffQ5 NCiS IBG 2006.Cad 2007ASCE?-0a BEAM Size: 2-2x8,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 875.0 psi Fc-Pal600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 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 Design Summary Dm v7 0 IR 20) Max fb/Fb Ratio = 0.389. 1 �m Actual: 406.66 psi at 2.500 ft in Span#1 �: Fb:Allowable: 1,044.86 psis � Load Comb: +D+L+H • Max fv/FvRatio= 0.220: 1 A A fv:Actual: 37.34 psi at 4.400 ft in Span#1 Fv:Allowable: 170.00 psi son 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.023 in Downward Total 0.033 in Left Support 0.21 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.50 Live Load Defl Ratio 2628>360 Total Defl Ratio 1844 >180 Page 33 of 59 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Nickerson St. C T ENGINEERING Su180ite 302 Seattle,WA INC. 98109 Protect: Date:. (206)285-4512 FAX: Client: Page Number: (206)285-0618 MS TIP res ' 11/4Z4 i 4` Pte' r I pts 1�5 r '''-:1. k t T- i_ 1 • '.:.:-)6-( l' imi . . , __ _ ___.,.1 -f----- 1 1 /J 4. _ _ / \ 4 ,,,„„,, : it , ) < .. : .___• -'-"-IA) .‹. *Z5ttS) • 400 .:.‹,-- 6/ji 16) . 3- %)( 41'14 -)—(23 t0641?)-0 g 9-Mid* ?74-1 )b''l --1 -- akz)(79-4-7-- .6'C OF- O.t b) L ) (4-0-1--15 -- 203 Al- 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 34 of 59 Structural Engineers ROOF BELOW ci 15'-4" r 1-8" 9"-8" 10 2'_5' .:43.7211 I COMMON WALL 4'-10" I 4'-10" T COMMON WALL EXTENT OF 1-HR 6-040S1 .-, EXTERIOR o mar I WALL. 3/01 ..-- ECRES5. IL��_I WALL BELOW� irk 1 INSULATE FLOOR OVER UNHEATED - SPACE ,> I Bedroom 2 N N a e a dl II I{ -0E% b il1 I!I 8'-4Y2 3 C I, m 22"x30' ATTIC ACCESS r Ail N ij 5 SH. _ 24"TB = NIF 2-0 I9 !1 'N '1 SI Bath < ,-_� .. 61F0LD I, DN 1 I. / `n�1 I �� I II�I _ I IT I ® I. II N �II '1" e I ,I W� . I, D3 i SHOWER —8 MI 11 I L _ m 1 IM. Bath ,-4 HCW ` _ — LOW WALL� 4.-103/4"V 3-6y _ ,� � I 42" A.F.F. mN- � 24 ?N N SEE SHT. Ii U8 FOR i 1UP C STAIR lo II 1 Q e DETAILS it wau...... ...... .......... II RADON RE1;IUUCFION SYSTEM Iil; • 1 8, 4y2 a-s7'i' 1 10 VAULTECf CEILING m �I gar MP R��RRUSS 1, 6 e TURER a II Bedro 3I�fl��:: Y m I I il I ;I e I II 1. I1 PROVIDE EGRESS HINGE �I 'I TO ENSURE WINDOW HAS I. II PROPER EGR€SS::WIDTH 1 �I oma—! .. EGRES ..--.......• _ Q I EXTENT I4-69F 2 CSIAT 6 41-9 6 9F %IPI OF 1-HRtip EXTERIOR I 4,-11. }WALL ' 4-9 3/D1 11-8" eV-7" 2,-5' j UNIT K—5(A) UPPER FLOOR PLAN 1/4-=1.--0" ENGLISH REVIVAL 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 35 of 59 { 15'-4" I 11'-103/4- 3'-5J/4 20 r COMMON WALL VE Com%ROOF ABO _,..1—� I 1.-q. COMMON WALL N 11 7 4-3" 1 4-3" { 5-3" 4, © Deck 6 Ilay FLOOR!ABOVE- 1 ,0 S 1-6.5-0SH 6-0 6-10 SGD SAFE 1-6]-5OLAZ G I 1 It m I Il 1:17 1 Living II I1 D7 TILE HEARTH I S (OPTIONAL)—_,1 FACTORY-BUILT I DIRECT VENT GASB„ II FIREPLACE �1 II I s I INSULATE FLOOR OVER D - I III UNHEATED SPACE • I I, " II I In II -0. .3.-6. I I u fit 11 DN 1 1 e S Dining I I -CONTINUE COMMON10 v al M ,1 WALL GWB II THROUGH FURRING LOW WALLS 3.-2" LI i II A. TYPICAL 42" F.F.- m n I 1,11111 II NA,11 2'-8" L FLOOR j n II SEE SH T. 1 BELOW �I U8 FOR STAIR DETAILS I RADON _I II I MITIGATION II OPEN RAIL 0/PONY WALL: IIII VENT STACK UP,. TOP OF WALL +22" A.F.F. N TOP OF RAIL +36" A.F.F. II S I I ,.O Q°� (1 I> -n D, 11 II { v CO, 12'-6)�2 I 3._1Y2.. 3'-11y" ,I 1 S E 1 0 I 1 I 4 I I , WALL BELOW. INS. FLOOR II I I 1 OVER UN- I I I DW I I HEATED SPACa' — _ -oz- L IM.-- 1-2 2-6 F EXTENT I ®41 69F 2 CSMT 6 4-6 F al 1 OF 1-HR I VT EXTERIOR WALL. i 3/07 I + 4'-10" k 4'-10" 11'-8", -8"' 9-8" 4'-0" I 15.-4" UNIT K-5(A) MIDDLE FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 36 of 59 # 15'-4" - -# 11'-103/4" 3'-5Y4' } ..__._..-....__---1-- -. FL COMMON WALL r :, MON WALL DECK ABOVE e (0 N 5.-9" I 9-7" t i / n .— 1 1 •t 8-0 7-0 SOHD ,_ m 0 TIF Garage U OC UPANCY WALL FINISH: .5b" - i GWB CEILING FINISH mi e m 46" TYPE 'X' GWB . o FIRE-TAPE ALL DIRECT VENT GAS e GWB WRAP BELOW WA TER HEA TER CEILING BEAMS AND FURNACE LEVEL INSULATE i FLOOR ABOVE. N DOORS SHALL BE 11 5 SELF-CLOSING N 20-MIN. RATED : ~i • - r jif- - I ® =I ,4-o Mm. TURN: INSUd ' I � .N.., R3 OCCUP. I UP, STEPS m AS REQ'D h3 - . o M r 5.-10" 3'-2" , 2'-10" 3'-6" A F--e--, e _�{ ,tom L � -- 1 Ii t� s & P - I i II Al a J :.,-- -z_o a I 3 z<cz,- 1.BIFOLD ,N Pw•r.� _� I! o 'i g RADON II� I •-SII = REDUCTION o iI !_ ® - i o F;-3, SYSTEM � NN . Q iI I= LOW WALL +36" ; UP . ABV. NOSING -6" 16 1, I� W /WOOD CAP D5 1I v Ii Den / ;I o '1 R3 OCCUP,_NCY-p p 3 III nt N =I i . . D2 M "� ;I 5-0 4-6 SL 1,1 tlEr I Ai I` '� SAFETY GLAZING © TIODR 7EFOE------ U _11� 1`' 6'-6 1 i} "I ;L ` Porch 4•_10" IL=iI I � I I } 15'-4" UNIT K-5(A) LOWER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 37 of 59 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K5(A) Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR lE= 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.usqs.gov/desionmaps/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=F2*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 Sal=2/3*SM1 SD1= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDC = 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 00= 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 Qo= 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_2016.04.12_River Terrace(Lots 129-133)_Caiculations.pdf Page 38 of 59 SHEET TITLE: Unit K5(A) CT PROJECT#: SDs= 0.70 h„ = 25.92(ft) Sol= 0.44 X = 0.75ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.41 k= 1'ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sps/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(so,*TL)/(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 S1)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx = DIAPHR. Story Elevation Height AREA DL w, W. *h,k wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew1 *h;k Vi DESIGN Vi Roof - 25.92 25.92 598 0.030 17.94 464.9 0.49 2.03 2.03 3rd(uppr) 8.08 17.83 17.83 598 0.030 17.94 319.9 0.34 1.40 3.43 2nd(main)' 8.92 8,92 8.92 598 0.030' 17.94 160.0 0.17 0.70 4.13 1st(base) ; 8.92 0:00 SUM= 53.8 944.8 1.00 4.13 E=V= 5.78 E/1.4= 4.13 I6043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 39 of 59 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K5(A) F•B S-S ASCE IBC 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 3Sec.ou.0= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable Ps3o A= 24.1 24.1',psf Figure 28.6-1 p.= 3.9 3,9,psf Figure 28.6-1 Ps3o0= 17.4 17,4'psf Figure 28.6-1 Puss o= '.4.0 4.0 psf Figure 28.6-1 A= 1,00 1.00' Figure 28.6-1 K„= 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) A"Kr'Iw"windward/lee: 1.00 0.00 Ps=A*Kzt'I"13.3o= (Eq.28.6-1) PsA= 24.10 0.00 psf (Eq.28.6-1) Psa= 3.90 0.00 psf (Eq.28.6-1) psc= 17.40 0.00 psf (Eq.28.6-1) Ps o= 4.00 0.00 psf (Eq.28.6-1) P3 A and C.*.r.g.= 20.8 0.0 psf Ps B.nd o average= 4.0 0.0 psf a= 3 3 Figure 28.6-1 2a= 6 6 width-2'2a= 7 28 MAIN WIND-ASCE CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1,00 1:00' 1.00' 1,00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA As AC AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 44.00 18.1 0 217 0 126.6 0 217 0 506.3 Roof 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 6.7 0.0 3.01 6.73 6.73 6.73 0.00 0.00 0.00 0.00 1 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-By. 12.02 V(S-S).• 0.00 kips kips kips kips I6043 2016.04.12 River Terrace(Lots 129-133)_Calculations.pdf Page 40 of 59 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K5(A) 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 0.000.00 0.00 0.00 2.58 9.31 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00' 0.00 2.71 12.02 0.00 0.00 1st(base) 8.92 0.00 V(F-B)= 0.00 V(SS)= 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(SS) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 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_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 41 of 59 Design Maps Summary Report li Design Maps Summary Report User-Specified Input Building Code Reference Document International Bu (which2012 utilizes USGS hazard datailding availabCodele in 2008) Site Coordinates 45.43123°N, . °W Site Soil Classification Site Class D -"Stiff12277149 Soil" Risk Category I/II/III 1 44,,,,,,,,,, ,,,,,,,,,t,,,,:.i,42,, j 3 ?t: y £ Mit a,.-- 0 y 4; _< C 0 ,i o. f Lake- ' ' *.T1,. I Kulp Cf2. e a ; r* • latln T .' :'-';,,ia,,''''r,'",;=, ir7;,7,1-,2,7„,-'':::::,/,,,,Y,41.ft --,,,,r ‘--'''':',f,,,,,„.,::_:,i y.`ham,,., Al *F. �.z'd-, ,;;, �. c.?-.,? `. ".< ,i, .�.,, ,. . USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Si,, = 0.720 g S, = 0.423 g SM, = 0.667 g S°, = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. E e� ponce Spectra Ni Design Response Spectrum o. 0.t5tt 0.n 042 oat 0,40 411 0,34 A 0.55 0_40 I' CI" 0,12 o. a.. 0.240 n 0.1-C 0..0g zoo i.&A 1r1° O'00 .s A, 3 0.10011 40 0.40 0.00 1.00 1.00 1.40 1.G0 L zoo 0.00 0, 0,40 0,460m 1 1. 1, € 1"40 T(sem 1).140 dsT(eo 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 2016.04.12 River Terrace(Lots 129-133)_Calculations.pdf Page 42 of 59 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&lath... 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 S5) and 1.3 (to obtain Si). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)`1' Ss = 0.972 g From Figure 1613.3.1(2)c21 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 Ne„ s. A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength s. < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 43 of 59 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, Fa = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period S1 5 0.10 S1 = 0.20 Si = 0.30 S1 = 0.40 S1 >- 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and Si = 0.423 g, F„= 1.577 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 44 of 59 Equation (16-37): SMS = Ss = 1.111 x 0.972 = 1.080 g Equation (16-38): SMI = F„Si = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Sos = % SMS = Z/ x 1.080 = 0.720 g Equation (16-40): Sol = % SM1 = % X 0.667 = 0.445 g 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 45 of 59 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 Sus III A Sos < 0.167g<_ A A 0.167g SOS< 0.33g B B C 0.33g <_ Sus< 0.50g I or II C C D 0.509 <_ Sos D D D For Risk Category =I and Sp.= 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 Sul IV III A B Sul < 0.067g A A 0.067g <_ S01 < 0.133g B C 0.133g <_ Sol < 0.209 C C D 0.209 <_ Soi I or II D D D For Risk Category= I and Soi = 0.445 g,Seismic Design Category = D 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_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 46 of 59 SHEET TITLE: LATERAL'F-B(front to back) CT PROJECT#: Unit K5(A) Diaph.Level: Roof Panel Height= 8'`ft. Seismic V i= 2.03 kips Design Wind F-B V I= 4.04 klps Max.aspect= 3,5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.03 kips Sum Wind F-B V I= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL,R C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM RoTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pit) (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 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0,00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B 8.3a 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 0.00 1.00 0.00 0-- -- 0 0.00 O.OD 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,,,„d4.04 EVEQ2.03 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 47 of 59 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K5(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.40 kips Design Wind F-B V 1= 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 Logy off. C 0 w dl V level V abv. V level V abv. 2w/h (vi Type Type v i OTM RO14.1TM e1 U,„m OTM RoTM tint Limo Veum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 f 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0` 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00'J 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00"' 0.00 0.00 0.00 0.00 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 EVH;,,d 5.58 EVEQ 3.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.12_River Terrace(Lots 129-133)_Caiculations.pdf Page 48 of 59 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K5(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.70 kips Design Wind F-B V I= 1.63 kips Max.aspect= 3.5''SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.13 kips Sum Wind F-B V I= 7.21 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDLeO C0 wdl V level Vabv. V level Vabv. 2wh vi Type Type vi OTM RQTM Unet Usurn OTM RprM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A Ala 97.99; 9.8 9.8 1.00 0.15 0.22 0.49 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 Alb 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -0.39 0.00 0.00 0.00 0.52 0.62 A A,1c 211.1 21,0 21.0 1.00 0.15 0.48 1.06 0.21 0.66 1.00 1.00 41 P6TN P6TN 74 7.77 29.77 -1.08 -2.17 13.89 22.05 -0.40 -0.43 -0.43 - - 0 6.0 6.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 1.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.la 142.4 11.7 11.7 1.00 0.15 0.33 0.97 0.14 0.59 1.00 1.00 63 P6TN P6TN 111 6.59 9.19 -0.24 -0.66 11.69 6.81 0.44 0.57 0.67 B B.1b 137.3 11.3 11.3 1.00 0,15 0.31 0.94 0.14 0.57 1.00 1.00 63 P6TN P6TN 111 6.36 8.54 -0.21 -0.21 11.27 6.33 0.47 0.47 0.47 B B,1c 122 10.0 10.0 1.00 0.00 0.28 0.83 0.12 0.51 1.00 1.00 63 P6TN P6TN 111 5.65 0.00 0.61 -0.51 10.02 0.00 1.07 0.80 0.80 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 R 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 s 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 =Leff. 1.63 4.30 0.70 2.63 EVnind 5.92 EVEQ 3.33 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043 2016.04.12_River Terrace(Lots 129-133) Calculations.pdf Page 49 of 59 SHEET TITLE: LATERAL S•S(side to side) CT PROJECT#: Unit K5(A) Diaph.Level: Roof Panel Height= 8`ft. Seismic V I= 2.03 kips Design Wind Fa V I= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.03 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.29 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. Wall ID T.A. Lwall Lorex. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Ram Unsi U,„m OTM Rollo Un,i U,,,m U,,,m HD (soft) (ft) (ft) (kit) (kip) (ki4) (kir)) (kip) p (plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.3b 299 4.3 4.3 1.00 0.15 0.00 0.00 1.02 0.00 1.30 1.00 305 P4 - 0 10.57 1.27 2.54 2.54 0.00 0.94 -0.26 -0.26 2.54 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2,3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3b 299 4.0 4.0 1:00 0.20 0.00 0.00 1.02 0.00 1.30 1.00 330 P4 -- 0 10.57 1.44 2.74 2.74 0.00 1.07 -0.32 -0.32 2.74 598 8.3 8.3=L eff. 0.00 0.00 2.03 0.00 EVwind 0.00 E VEQ 2.03 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 50 of 59 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K5(A) 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 Wnd E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wind Max. HD Wall 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 RoTM Unet Ue„m OTM RoTM U„et Uwm Usu. (soft) (ft) (ft) (klt) (kip) (kip) (kip) (kip) p (PIt) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2a 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1,2b 299 4.3 4.3 1.00 0.15 0.00 0.00 0.66 1.02 1.30 0.96 522 P2 --- 0 19.59 1.27 5.00 7.53 0.00 0.94 -0.26 -0.51 7.53 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 23a 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2b 336.4 4,5 4.5 1:00 0.20 0.00 0.00 0.74 1.02 1.30 1.00 507 P2 -- 0 20.55 1.82 4.89 7.62 0.00 1.35 -0.35 -0.67 7.62 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 635.4 8.8 8.8=L eff. 0.00 0.00 1.40 2.03 22,1/„,,„, 0.00 22 V EQ 3.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 51 of 59 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K5(A) 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. per SDPWS-08 HD Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E,Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL*ff. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM U,,,t Uwm OTM Row Unot Uol,, U:um (soft) (ft) (ft) (kit) (kilo) (kip) (kip) (kip) P (pit) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2a 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0- -•- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 1 1.2b 124.5 5.5 9.5 1.00 0.20 0.00 0.00 0.12 1.67 1.30 1.00 423 P3 -- 0 18.63 4.70 2.88 10.42 0.00 3.48 -0.72 -1.23 10.42 - - 0 0.0 0,0 100 0.00' 0.00 0.00 0,00 0.00 1.00 0,00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 4.0 111,3 1.00 0.15 0.00 0.00 0.19 0.00 1.00 1.00 152 P8 0 1.97 3.06 -0.33 2.35 0.00 2.27 -0.68 1.46 2.35 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 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 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 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 100 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 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 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 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 0,„d 0.00 EVEQ 4.13 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043 2016.04.12 River Terrace(Lots 129-133)Calculations.pdf Page 52 of 59 JOB#: Unit K5(A) ID: 4'ta&4.lb 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 V Fdragl eq= 746 F2 eq= 434 A Fdragl w= • F2 . 0 H pier= v1 eq= 422.3 plf v3 eq= 453.2 plf 5.0 v1 w= 0.0 plf v3 w= 0.0 plf feet H total= 2w/h= 1 2w/h = 0.932 9 v Fdrag3 eq= 7 • F4 e•- 434 feet • Fdrag3 w= 0 F4 w= 0 P3 E.Q. 2w/h= 1 #NIA WIND H sill= v sill eq= 236.0 plf 3.0 EQ Wind v sill w= 0.0 plf feet OTM 24061 0 R OTM 8665 6418 • v 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 4 0. 4 0.4 0. Hpier/L1= 1.25 Hpier/L3= 2.15 L total= 11.3 feet 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 53 of 59 - -1 4x12 HDR ...--_B 1')• U, D U z CV 14 o GT ® HUC416 59.0 '® HUC416 ABOVE 1 Y4"x20 VL FB 4T n n h n ABOVE I � , ' - — 14 O HD .i 4110 HDRI 4x1 HDF-7; I �i HIT424 BED �I I I �! TYP44. I I _Iu u lu -IV u u 1 I1 FLOOR GT 6 i S9.0 TYP. I I 20 AT BLDG. S9.0 STEP I I I I 20" OPEN;WEB JOISTS ® 19.2" O.C. II I UP TO HIT420 �I BATH FLOOR GT - I I Ii-- HIT420� 1-STAIR i ll I ? Tom' X11 FRAMING/ I TYP. II 7 \I / 111 -• 1 I II AT BLDG. 20 I III 1 / I I I III J 1 I �� -__I T----< - m I i1 I III( CJI p I ,L I� IIl1\ 1 I I II I I.1 UP TO 11 i� M. BATH I JII 1 \ I II \ I I' I 1\ I II t AL I 1Y4"X20" I LVL I-ti I I I I I I Ij 1 I IIS i i IECI)o i I I'Ido � I I1 I I I I I 1 I I.), 0 I I GT.y, I "7--- ma ABOVE HDR 13'4x20 LVL FB UP TO GT M.BED ABOVE UPPER OR UNIT K-5(A) FRAMINGOPLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 54 of 59 18 I. 59. 6x6 ID,,.T. POST W/ ACE6 POST CAP '' 1 _ PT 4x12 HD' TYP. 11111 M-6Ill , see BEARING STUDS ABV. x r RN 2x8 IEDG:WNW 1 I I I .14111 7: =11011111111=1111111111 3)4"x10X�• I CASCADE UP TO SL HDR LM G I I 0 I I o co I—I 6 T . I •-O i S9.2 ®Z 11 AT BLDG. o S9.2 STEP I I la I 'i' .t I c I I 1 I OP � I I I 3li")(10 CASCAD: rn 1 I SL DR 13 1 MEl5 • 1 1 1 1 I 7YP. i I I i I AT BLDG. 11 r'` STEP S9.2 I r- - , i � I r 41-\ � 1Yx9) j T I RIGIDLAM /.1 I I II L14 FB 1 1I I 1 1 1 11 1 1 I 3)¢>10)i C�S* C S.L. -IDR .10 111 i I II , 11 I � I, 1 I "I i G P..T I (iirAIRI I AB I Ir IIRAMIN I t iII 1 I T fmII , HU41011 I i ! ti 1 11/ 314•x914" 1 IT m mi BIG BEAM F13 w I '"7"1 i 12 7L mIED m i ww mm E2 i [C-13) (3) 2 I..a i Imm o I �� x JP T. . I -o KITCH: rn n I ^z 1 I n n DN T> i _ DEN w " D�3Z.� HDR � 7 ..______31, 1. ' 3Yz"x 934" BIG BEAM FB GT ABV. GT ABV. BUNDLED STUDS 0 FOR HDR ABV. MAIN FLOOR UNIT K-5(A) FRAMING PLAN 1/4"=1•-0" ENGLISH REVIVAL 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 55 of 59 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 s.. 4a -4t :. .. Licensee.c.t.engineering Lic.#:KW-06002997 Description : Upper Floor Beams �. .„m., • t Be�ID�r+ 1n UB 1 D 0 ,CB 20q � .., � ; ��. >�,. , .,,.. 1**,511 IBC O6 1=46; BEAM Size: 4x12,Sawn, Fully Unpraced 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-PrIl 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 klft,Trib=3.0 ft Desicin Summary Max fb/Fb Ratio = 0.327. 1 fb:Actual: 321.48 psi at 4.250 ft in Span#1 s �� Fb:Allowable: 982.51 psi Load Comb: +D+L+H • Max fv/FvRatio= 0,154: 1 A A fv:Actual: 27.66 psi at 7.565 ft in Span#1 8.50 ft,4X12 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W , 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_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 56 of 59 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 1#1/14b / /�_a '( ' / ' .tm- i� vs. !#s -e Lic.#:KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams Woqd Beiltr�leS4g i MB1 . - * , c ti p ;,2O tdi 'MC t(i B' ' J c�7`- BEAM Size: 2-2x8,Sawn, Fully Unbraced '2 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 Design Summary D 01950 L 0.520 Max fb/Fb Ratio = 0.368. 1 fb:Actual: 367.28 psi at 1.500 ft in Span#1 Fb:Allowable: 999.05 psi F , Load Comb: +D+L+H 0 Max fv/FvRatio= 0.683: 1 A A fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.0 ft,2-20 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.78 Live Load Dell Ratio 4679>360 Total Defl Ratio 3403 >180 Wo9d 3emnfesg MB2 Calc-" -'»s "" filer 20©5 NDS,IBC 2006,CBC 2007,ASC -7-o5 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-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Point D=0.4740, L=1.265 k @ 9.a04 Point: D=0.120, L=0.320 k @ 4.50 ft Design Summary a — .1.046 WSW Max fb/Fb Ratio = 0.498. 1 D(0.0150 L(0.040) fb:Actual: 985.10 psi at 4.500 ft in Span It 1 Fb x :Allowable: 1,977.35 psi a ' Load Comb: +D+L+H "` Max fv/FvRatio= 0.164: 1 A A fv:Actual: 50.69 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.0 ft 1.75x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.141 in Downward Total 0.194 in Left Support 0.16 0.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 1.55 Live Load Deft Ratio 851 >360 Total Defl Ratio 619 >180 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 57 of 59 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project Descr: Seattle,WA 98109 (206)285 4512 Fax: (206)285 0618 , ,,. , Licensee.c.t.engineering Lic.#: KW-06002997 ..,, e D &1g 1 MB4 �.. * r *.. .� .. C �ionsQer00iiBlO °G1CI - ' 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-Pr!! 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 Ratio = 0.965. 1 fb:Actual 2,280.10 psi at 5.750 ft in Span#1 " Fb:Allowable: 2,362.27 psi Load •Comb: +D+L+H A A Max fv/FvRatio= 0.559: 1 11.50 ft, 3.125x10.5 fv:Actual: 148.04 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E LI Downward L+Lr+S 0.350 in Downward Total 0.481 in Left Support 1.04 2.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.04 2.76 Live Load Defl Ratio 394_>350 Total Defl Ratio 286>1.80 ��9�� :� - M65 Ctku atipe BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point D=0.420, L=0.510, S=0.320 k @ 10.250 ft ,. Design Summary ° 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 L V -3 Load Comb: +D+L+H • • Max fv/FvRatio= 0.533: 1 A fv:Actual: 141.21 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 Li 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 V aittV e�b,,i M B6, ,Itc orN»'0,IBC a AE-744( 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-Pill 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 D 0.0750 L 0.20 Max fb/Fb Ratio = 0.943 1miiiim �� fb:Actual: 738.92 psi at 5.750 ft in Span#1 Fb:Allowable: 783.50 psi , . .: ..._..,. • Load Comb +D+L+H • A Max fv/FvRatio= 0.351: 1 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 Dell Ratio 1158>360 Total Defl Ratio 842 >180 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.Pdf Page 58 of 59 C T E N G I N E E R I N G 180 Nickerson St. Suite 302 I N C. Seattle,WA Protect: 98109 Date: (206)285-4512 Client FAX: Page Number: (206)285-0618 tie — -Z' 40` QvbP '21, IA ptJ T1 L ``� rj3 f 1___-- f P ...., 1 , ,• i _„),,____k tY----TT i . n .1I 1 IF, • Ad �')/ ":, Ifs PO IA (2 � (4-)(2r)-76) i- z( ),12)e 4 `" , 4--(Ze kJc 7)- • )4-6-57---_ — lib g 2pv0 F , 16'' - - (-tzt)L49.4,4) -._ 266?re-- 0,../t e-al 1, . ItiSG M►N, del f W)071— me_ u,Iy, D1 W61455 6' x t 5( -.p-=. (-6,..,)(1.,c) 14--/-1 - -Cao -i5 :— 2(3 - - 16043_2016.04.12_River Terrace(Lots 129-133)_Calculations.pdf Page 59 of 59 _ Structural Engineers ti Roseburg J3 MAIN FLOOR :-23-16t A Forest Products Comparty 2 1 of CS Beam 2016.1.0.13 1 Of 1 kmBeamEngine 4.13.15.1 Materials Database 1547 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 80 Point(PLF) Top 0' 0.00" Live 50 34 Roof tictimosmanzammositmeamaasammictorinaliriaMMIKDOWNEPENS4 � 1 0 0 15 2 0 ta 16 2 0 Bearings and Reactions Location Type Material Input Min Gravity Gravity 1 1' 0.000Wpe Length Required Reaction Uplift DFL Plate(625psi) 3.500" 3.500" 752# -- 2 16' 2.000" Wall DFL Plate(625psi) 3.500" 1.750" 507# -- Maximum Load Case Reactions Used for applying paint loads(or line loads)to carrying members Live Roof Dead 1 454#(340plf) 71#(53plf) 298#(224p1f) 2 399#(299plf) -3#(-2p1f) 109#(82p1f) Design spans 1' 0.000"(left cant) 14'11.375" 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 1856.'# 2820.'# 65% Negative Moment 187.'# 2820.'# 6% 1''8.47' Even Spans D+L Shearal Load D+L Cant.a Shear,Lt 531.# 1220.# 43% 1' Total Load D+L ad Reaction 221.# 1220.# 18% 0.99' Total Load D+L Et.Reaction 507.# 1151.# 44% 16.17' 752.# 42% Even Spans D+L TL Deflection 0.3899" 0.7474" L/460 1 Total Load D+L LL Deflection 0.3156" 0.3737" 8.47' EvenvSSpan L TL Defl.,Lt. 1/568 8.47' Even Spans L -0.0727" 21/329 LL Defl.,Lt. -0.0614" 21/ 0' EvD+Len 391 0 EvenEvSSen Spans L L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Left cantilever allowable shear is for joist only SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON $t1'OIIg-'Tie Copyright(C)2076 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER "Passing is defined as when the member,Floerjoist,beam or girder,shown on this dmvAng meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BPACIFIC LUMBER&ON,OREGON TRUSS 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 Roseburg J4 MAIN FLOOR 2-23-16 A tams[t'rrrdttd Companot 2:06pm CS Beam 2016.1.0.13 I of 1 kmseamEngine 4.13.15.1 Materials Database 1547 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 „�e . wa4E1 � nom . wsa� " 4 » M " . s . m ; �» w 9 6 0 12 2 0 / / 21 8 0 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" 269# -8# 2 9' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 932# -- 3 21' 8.000" Wall DFL Plate(625psi) 3.500" 1.750" 350# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 220#(165p1f) 49#(37p1f) 2 717#(538p1f) 215#(161p1f) 3 274#(205plf) 76#(57p1f) Design spans 9' 3.375" 11'11.375" 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 879.'# 2820.'# 31% 16.67' Even S Negative Moment 1023.'# 2820.'# 36% 9.5' pans D+L Shear 500.# 1220.# 40% 9 5' Total Load D+L End Reaction Total Load D+L 350.# 1151.# 30% 21.67' Int.Reaction 932.# 1775.# 52% Even Spans D+L TL Deflection 0.1110" 9.0� Total Load D+L 0.5974" U999+ 16.07' LL Deflection 0.0901" Even Spans L 0.2987" L/999+ 16.07' 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 owne s KAMI L HENDERSON StxongTie Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER PACIFIC LUMBER&TRUSS "Passing is defined as when the member,fioorjolst,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 manufactsrer's specifications. 503-858-9663