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Specifications (29) OFFICE COPY RECEIVED CT ENGINEERING Structural Engineers J U L 2 8 2016 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0818 (F) CITY OF TIGARD BUILDING DIVISION #16043 Structural Calculations Ep PRO" PERMIT ADDRESS ,�� NF 24 MST2016-00336 17059 SW JEAN LOUISE RD River Terrace 60it„. 25 MST2016-00337 17067 SW JEAN LOUISE RD to 26 MST2016-00338 17075 SW JEAN LOUISE RD Lots 24-28 .� I � 27 MST2016-00339 17083 SW JEAN LOUISE RD ^� �REGOlik 28 MST2016-00340 17091 SW JEAN LOUISE RD (Row Houses � 22 1�1��, Tigard, OR '�Fs r. c�`� 04/27/2016 Design Criteria: 2012 IBC (2014 ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 1 of 60 t;• CT ENGINEERINGG 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace—Lots 24-28 (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_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 2 of 60 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 16043-River Terrace Lots 24-28(Row Houses) ROOF Roofing-ashphalt shingles 3.5 psf Misc. 0.9 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 3.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Meth. 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 j psf FLOOR DEAD LOAD 15.0 PSF 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 3 of 60 20D D6 ROOF BELOW 0 r 19'-1. 3'-7}/2" 2'- 12, 9._10" 3'-4" I ' 1EXTENT OF 1-HR 5'-3}4" 4'-63/4" 1'-4Y2" 1 � EXTERIOR WALL 3/01 EGESS ill' 1 7-0 9-0 XOX 1 /.. ICOMMON WALL • TV NICHEWALL Ii a AT +36" BELOW -n A.F.F. : INSULATE:: '01 II < FLOOR-;OVE9 1 iJNNEATED;: PAC II N Master Bedroom 01 T a� 3S ;a,- RAISED CEILING PER I II v, o '4 TRUSS MANUF. 1 I RADON 2' 9" :w S-11 3/4 3-33/2 51:^5Y4 1 REDUCTION SYSTEM 1. \ I U 1 Q 1 • F N o . N N I 5' SHOWS" t law ♦. \ 2 z e 2-6 11 s. 4o J-, " \ BIFOLD -, DN AI•" _ �' M. Bath r l . � ' a 4.-1- I Y I e�a- ;., I 24"TB i w o PLANT �'a-i SHELF •yr • 2x4 FLAT s C^°D e+42 N ,� STUDS LOCATE PLUMBING a ==� - -6, ROUGH-IN ACCOUNTING 1 "' " ® ® W FOR (2) LAYERS GWB O., a --_ I \ \ AT PARTY WALL '� DRYER 2.6 •wk./ TAIILk m" ®'' '1 inl'W S� WASHER j, © NOPEN I BathII "'TO BELOW ' 3_-�Y- i,\ 2 2-4 HCW I 24"TB 3-7Y2"1 t 3'-9"11 '-9" 1 122'x30"1 I V 11 • "\ . oflArnc ` S & P a m LOW WALL UPILccEssl J 1I h IF No<� AT +42" W/ m � 11 \ r- WOOD CAP U ow 6-0 BIFOLD I Q NQ /- ' t, 1'-Sy " 3'-5Y" II TYP. i 6' -1" 2 r- Tech Rm. I. Bedroom 2 Il 41.11 e RADON REDUCTION m® I, \ \ �. SYSTEM Tt 2-6 4-6 SH = o AT 6''8"ABV. 7-EGRESS OX 1, TEQH F.F. ... , -�-» \ \ r 3'-0" 4'-1" 5'-0" 5'-0" EXTENT OF 7-1" 10.-0" .2-0", 1-HR 19•-1" EXTERIOR WALL. 3/01 UNIT E-5(B) UPPER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 16043 2016.04.27 River Terrace(Lots 24-28)_Calculations.Pdf Page 4 of 60 19'-1" 2'-6Y2"�•-1; 15'-5)3 1 t1 34 15'-33/4" 1 0 �FE COMMON F ! ROOF ABOVE WALL 42" GUARDRAIL j 7 o \ 4'-0Y2 5'-0Y2" 6'-4) D6 m tFLOOR ABV. Deck I j u, 2-915-0 SH\. 1-0 6-10 F OVER �' SAFETY GLAZING 6-0 6-70 SGD I ! L L •.--' b r L =Mni I-la r i o r---- e . e ' II `' -1----g r tegillI! F-^ nod 2x6 WALL W/R-21 BATT INSUL. 1, N 1 i ...� � FACTORY-BUILT I! 1 I:r.P=?,1/ DIRECT-VENT GAS FIREPLACE 20 ,.1:,,II VENT UP THRU LOW ROOF D4 i ,-\J44 4 14 �� TILE HEARTH e 1 Ii[ �(OPTIONAL) II i . IINSUL. FLOOR JOISTS AND ROOF RAFTERS II • N ROOF ,_ I AT F/P ENCLOSURE I) N BELOW Living INSULATE FLOOR OVER o� — — n UNHEATED SPACES II 0 i"�, RADON N "-1-5," 3'-10" 3'-4Y2 ? 3'-8" 2'-8" 1 REDUCTIONI. SYSTEM—=— \ I II NZ OI \ \ O I :II j OI U j , N 1I -.- - a N O DN ,h Ij Ny� �,. 1 I fI 2.E 1� FLOOR II Q 1! m LOW WALL AT -- BELOW • I 4 n I ''1';''• "co U4 FORE STAIR L •- J __ Kitchen I I' DETAILS ` pWJ a Dc II 14 ^ I J II U ® 1! , o 1. r.! \ • 1-..>: 0'--..- 2' 8"11( 4----- i&3_ 0 UP I IIIIII w 1 78 In CONTINUE PARTY WALL- I a- D4 GWB THROUGH FURRING I ~\ N \ TYPICAL a ? c0i FLOOR BELOW l I riD °4 Din./Fam. j o p Pwdr. 0 RADON REDUCTION SYSTEM II 20 INSULATE FLOOR OVER D7 UNHEATED SPACE ,I A «cfff = _ FLOOR BELOW .«.I - ....�...2-6 3-0 F ice• IiIIEGRESS o N AT 6'-111 ABV. 7-0 5-0 XOX ......_ N PWDft. F.F. ell EXTENT OF I I I-I ROOF 1-HR BELOW EXTERIOR WALL. 3/01 / 3' 3" 12 2" 5' Cr 5 0" 1 UNIT E-5(B) MIDDLE FLOOR PLAN 16043_2016.04.27_River TerM 0i is 24-28)_Calculations.pdf AMERICAN MODERN Page 5 of 60 19'-1" r 4•_1" 15'-0" 3'-10Y4" 23/4" WALOMMON ' F' DECK ABOVE I el-I Q agch Z. r m 6.-6" t 6._4" .n i n - I 0 `—`1 1 N , . 10-017-0 SOHD I .= m Garage e Mech.. U OCCUPANCY 41) WALL FINISH: §6" GWB SIM. CEILING FINISH WTYPE 'X' GWB e 1 i --fi1RE. TAPE-ALL GWB R3 OCCUP I:: WRAP BEAMS BELOW CEILING:LEVEL. i DIRECT VENT GAS INSULATE FLOOR ABOVE. 2 WATER HEATER i FIR ACE ABOVE ® — DOORS SHALL BE I p SELF-CLOSING DIRECT VENT GAS :FURN. A ` 20-MIN. RATED �, FURNACE lo • ink RADON n' REDUCTION 1 1 I I INSULATE 7}� NW SYSTEM UNDER 10 �L I I , FpRR DOWN FOR DUCT RUN €1114'-1"I I 1 5.-2Y2- 9'-9Y2" ' S If I I WOOD IREAD, MAX. RISER ` , LAP 8" (ADD OR REMOVE m I oT ?i --e --STEPS AS REQUIRED PER - M - ---- -- -(SITE CONDITION) I " �U 1... ..... V"� CO °K N ry / II N Lts1I z a N W ABath P- o II SIM. N o i o �O > oI 3 T P .' in T +36" RAIL ° wr 8 n O & PICKETS ■ ° . -, = N t��I jI o® N N I/ 24"TB �� III 180 ° N N 6x6 i. 2-6 H• I LOCATE PLUMBING II ,�N UP ° } ROUGH-IN ACCOUNTING I' ' a Entry I FOR (2) LAYERS GWB iI ° 4 0 AT PARTY WALL I. . 3 rn 2'-10" '-11Y2 2'-03/21, 7-3Y2 i "'` Bedroom 3 N o " ..• R3 OCCUPANCY II o Q ;I le a_ I ' a mo 9' i`i' 2'-6Y2" 1 2'-3 �� REDUCTION"(RADON Q I' I I SYSTEM3II 5-0 SH 3-0 5-0 SH L. - FLOOR ABOVE - � (y ( +I4 ',..- I I I I I I I a I LOOR ABOV .; I o a i Porch o f IIn I I I �, F ROOF ABOVE' j AT 6 1'-0" 3'-71Y2 2'-3Y2" 9'-10" 2-0" STEPS 19'-i" k UNIT E-5(B) LOWER FLOOR PLAN 1/4"_I,-0" AMERICAN MODERN 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 6 of 60 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E5(B), Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR 1E= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usqs.qov/desiqnmaps/us/application.php http://earthq uake.usgs.q ov/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 SM.'= F„'Si SMS= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDS= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM, SDi= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor Q0- 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 C20= 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_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 7 of 60 SHEET TITLE: CT PROJECT#: Unit E5(B) Sos= 0.70 h„ = 25.92(ft) So,= 0.44 X = 0.751 ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S,= 0.41 k= 1!ASCE 7-10(Section 12.8.3) TL= 6'ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=So,/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Sol*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,,,, = DIAPHR. Story Elevation Height AREA DL w; w; *h;k w, *h,k DESIGN SUM LEVEL Height (ft) h, (ft) (soft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof - 25.9225.92 693 0.030 20.79 538.8 0.49 2.36 2.36 3rd(uppr) 8.08 17.83' 17.83 693 0.030' 20.79 370.8 0.34 1.62 3.98 2nd(main); 8.92 8.92 8.92 693 0.030' 20.79 185.4 0.17 0.81 4.79 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_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 8 of 60 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: Unit E5(B) 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 3s Guat= 95 95 mph Figure 1609 Figure 6-1 Exposure= B B Roof Type= Gable Gable! Ps3oA= 16.1 16.1 psf Figure 6-2 PS30 B= 11.0 11.0 psf Figure 6-2 P930 c= 12.9! 12.9,psf Figure 6-2 Ps3oD= 8.9 8.9 psf Figure 6-2 X= 1.00 1.00' Figure 6-2 KK= 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) *Krt*Iw*windward/lee : 1.00 0.61 Ps=A*Kzt*I*ikoo= (Eq.6-1) PsA= 16.10 9.82 psf (Eq.6-1) PsB = 11.00 6.71 psf (Eq.6-1) Psc= 12.90 7.87 psf (Eq.6-1) Ps D= 8.90 5.43 psf (Eq.6-1) Ps A end C average= 14.5 8.8 psf Ps s and D average= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2*2a= 7 28 MAIN WIND-METHOD 1 PER ASCE Areas(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-VV) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 AF= 626.2 AF= 1318 6.3 8.0 V(n-s)= 8.32 V(e-w)= 9.93 kips kips kips kips 16043_2016.04.27 River Terrace(Lots 24-28)_Calculations.pdf Page 9 of 60 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: Unit E5(B) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.000.00 0.00' 0.00 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 0.00' 0.00 0.001 0.00 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00' 0.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(S-S)= 9.93 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08 17.83 17.83 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.92 8.92 8.92 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.92 0.00 0.00 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 9.93 kips kips 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 10 of 60 Design Maps Summary Report num 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 3 may.,� i y i6� % 4 filwaukte ke`Otioi- ' ' egg., ' � � • Sabi ,.,_ of ing City �, r hs,' '' y o • f «�; r R 8 L+ j � � „, t USGS-Provided Output SS = 0.972 g SMS = 1.080 g S°S = 0.720 g S. = 0.423 g SMI = 0.667 g S°1 = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application'and select the"2009 NEHRP"building code reference document. MCEK Response Spectrum Design Response Spectrum 040 110 0.30° 0 72 042- 0.04 0.77 0,04 a00 P 0,40 040 0.44 0.32 0? 0,24 0.22 0.16 0.11 0.08 0,00 0.00 0.20 0.40 9.60 0.62 1.00 1.1* 1.40 1,t01,00 2.00 f 000 0 0,40 0.00 0410 1.00 120 1.40 1.40 Ligo 200 Pr r i Ntriod,t(mac) 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_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 11 of 60 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... MS 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 S1). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)`13 SS = 0.972 g From Figure 1613.3.1(2)`2' S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class v5 N or No, 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 11b/ft2 = 0.0479 kN/m2 16043 2016.04.27_River Terrace(Lots 24-28)_Calculations.Pdf Page 12 of 60 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at Short Period Ss < 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss ?_. 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period S, <_ 0.10 S1 = 0.20 S, = 0.30 S1 = 0.40 S, >-- 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SI For Site Class = D and S. = 0.423 g, F,.= 1.577 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 13 of 60 Equation (16-37): SMS = FaSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SM, = F,S1 = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % SMS = % X 1.080 = 0.720 g Equation (16-40): SDS = % SMS = 3 x 0.667 = 0.445 g 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 14 of 60 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 S. I or II III IV Sos < 0.167g A A A 0.167g 5 Sos < 0.33g B B C 0.33g <_ S,s < 0.50g C C D 0.50g5Sos D D D For Risk Category=I and Sps= 0.720 g,Seismic Design Category= D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF S01 IorII III IV Sol < 0.067g A A A 0.067g S S01 < 0.133g B B C 0.133g <_ S01 < 0.20g C C D 0.20g _< Sol D D D For Risk Category=I and SDI = 0.445 g,Seismic Design Category= D Note: When 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_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 15 of 60 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E5(B) Diaph.Level: Roof Panel Height= 8-ft. Seismic V i= 2.36 kips Design Wind-F-B V I= 3.38 kips Max.aspect= 3.5SDPWS-08 Table 4.3.4 Sum Seismic V I= 2.36 kips Sum Wind F-B V i= 3.38 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL ert C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RQTM Unet U,m OTM ROTM U.,e„ HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pit) (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 0.29 029 5.45 1.52 0.65 0.65 0.65 A A.3b', 206.9 10.0 10.0 1.00 0.10' 1.01 0.00 0.70 0.00 1.00 1.00 70 PSTN P6TN 101 5.62 4.50 0.12 0.12 8.07 3.33 0.51 0.51 0.51 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 B B.3a- 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3b`> 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.3a 4 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 0.001 0.71 0.00 0.50 0.00 1.00 1.00 43 P6TN P6TN 61 3.98 0.00 0.36 0.36 5.72 0.00 0.52 0.52 0.62 693 44.3 44.3=L eff. 3.38 0.00 2.36 0.00 EVwind 3.38 EVEQ 2.36 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.27 River Terrace(Lots 24-28)_Calculations.pdf Page 16 of 60 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E5(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V I= 1.62 kips Design Wind F-B V I= 2.41 kips Max.aspect= 3.5SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.98 kips Sum Wind F-B V I= 6.79 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Unet Us„m OTM ROTM Unet Ueum Ueem 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.2bl 0 10.0 10.0 1.00 0.10 0.00 1.01 0.00 0.70 1.00 1.00 70 P6TN P6TN 101 6.33 4.50 0.20 0.32 9.08 3.33 0.62 1.12 1.12 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 346.5 5.0 6,0 1,00 0,15' 1.21 0.00 0.81 0.00 1.00 1.00 162 P6 P6 241 7.30 2.03 1.22 1.22 10.85 1.50 2.16 2.16 2.16 B B.2b 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.2a 92.53 9,0 9.0 1.00 0.15' 0.32 0.47 0.22 0.33 1.00 1.00 61 P6TN P6TN 89 4.93 5.47 -0.06 -0.26 7.17 4.05 0.37 0.49 0.49 C C.2b 115.7 11.3 11.3 1,00 0.15` 0.40 0.50 0.27 0.35 1.00 1.00 55 P6TN P6TN 80 5.57 8.54 -0.28 0.09 8.13 6.33 0.17 0.70 0.70 C C,2c 138 13.4 13.4 1.00 0.15 0.48 0.71 0.32 0.50 1.00 1.00 61 P6TN P6TN 89 7.39 12.15 -0.37 -0.01 10.75 9.00 0.14 0.66 0.66 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 692.7 55.4 55.4 =L eff. 2.41 3.38 1.62 2.36 1.00 EVwind 5.79 EVEQ 3.98 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 17 of 60 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E5(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.81 kips Design Wind F-B V i= 2.53 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.79 kips Sum Wind F-B V i= 8.32 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL off C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM RoTM Unet Usum OTM RorM Unet Usum Ueum 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.1 a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.65 0.00 0.00 0.00 1.40 1.40 A A.1 b 0 20.8 20.8 1.00 0.15 0.00 1.69 0.00 1.18 1.00 1.00 57 P6TN P6TN 81 10.60 29.30 -0.93 -0.61 15.21 21.70 -0.32 0.80 0.80 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1 a 144.4 5.0 5.0 1.00 0.00 0.53 0.50 0.17 0.34 1.00 1.00 101 P6TN P6 206 4.56 0.00 1.05 2.27 9.26 0.00 2.14 4.29 4.29 B B.1 b 202.1 7.0 7,0 1.00 0.00 0.74 0.70 0.24 0.47 1.00 1.00 101 P6TN P6 206 6.38 0.00 1.01 1.01 12.96 0.00 2.05 2.05 2.05 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.1a` 109.8 :11.3 11.3 1.00 0.15 0.40 0.92 0.13 0.55 1.00 1.00 60 P6TN P6TN 117 6.08 8.54 -0.23 -0.50 11.86 6.33 0.52 1.01 1.01 C C.1 b 48.8 s 5.0 5.0 1.00 0.16 0.18 0.41 0.06 0.62 1.00 1.00 135 P6TN P6TN 117 6.09 1.80 0.99 0.99 5.27 1.33 0.91 0.91 0.99 C C.1c; 187.9 19.3 19.3 1.00 0.15 0.69 1.57 0.22 0.82 1.00 1.00 54 P6TN P6TN 117 9.37 25.01 -0.84 -0.85 20.29 18.53 0.10 0.75 0.75 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1 00 0.001 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 0,0 100 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 i 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 68.3 68.3 =L eff. 2.53 5.79 0.81 3.98 �VN,nd 8.32 EVEQ 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.27 River Terrace(Lots 24-28)_Calculations.pdf Page 18 of 60 i SHEET TITLE: LATERAL S•S(side to side) CT PROJECT#: Unit E5(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.36 kips Design Wind F-B V I= 4.04 kips Max.aspect= 35'SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.36 kips Sum Wind F-BVI= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 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 eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Rom' Unet Us= OTM RoTM Unet Uwm (hum HD (sgft) (ft) (ft) (kif) (kip) (kiP) (kip) (kill) p (Pif) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.3a 173.3 3.0 3.0 1,00 020 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 1713 3.0 3.0 1.00 0.20 1.01 0.00 0.59 0.00 1.00 0.75 262 P4 P6 337 4.71 0.81 1.67 1.67 8.08 0.60 3.21 3.21 121 - -' 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 154 2.0 7.0 1.00 0.15 0.90 0.00 0.52 0.00 1.00 0.50 523** ** 449 4.19 0.95 2.43 2.43 7.18 0.70 4.86 4.86 4.86 4 4.3b 192.5 2.5 7.0 1.00 0.15 1.12 0.00 0.65 0.00 1.00 0.63 419** ** 449 5.23 1.18 2.21 2.21 8.98 0.88 4.42 4.42 4.42 693 10.5 10.5=L eff. 4.04 0.00 2.36 0.00 Ell,„„„ 4.04 E VEQ 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 19 of 60 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E5(B) Diaph.Level: 3rd(uppr) Panel Height= 9',ft, Seismic V I= 1.62 kips Design Wind F-B V I= 2.87 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.98 kips Sum Wind F-B V 1= 6.92 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wind Wnd Wind Max. HD Wall ID T.A. Lwall LDL en. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RorM U„et U...n OTM RoTM U,,01 U.,,,, U.°. (soft) (ft) (ft) (klf) (kip) (kip) (kit)) (kip) p (Plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2a 56.83' 3,0 3.0 1.00 0.20' 0.24 1.01 0.13 0.59 1.00 0.67 361 P3 P4 415 6.50 0.81 2.44 4.11 11.21 0.60 4.55 7.76 7.76 1 1.2b 56,83' 3.0 = 3.0 1.00 0.20' 0.24 1.01 0.13 0.59 1.00 0.67 361 P3 P4 415 6.50 0.81 2.44 4.11 11.21 0.60 4.55 7.76 7.76 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.38 346.5 4,0 3.5 1.00 0.20' 1.44 0.00 0.81 0.00 1.00 0.89 228 P6 P4 359 7.29 1.26 1.81 1.81 12.94 0.93 3.60 3.60 3.60 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 103.5 2.0 7.0 1.00 0.15 0.43 0.90 0.24 0.52 1.00 0.44 861** ** 664 6.89 0.95 4.46 6.89 11.95 0.70 8.43 13.30 13.30 4 4.26 129.4 2.5 7,0 1.00 0.15 0.54 1.12 0.30 0.65 1.00 0.56 689** ** 664 8.61 1.18 4.05 6.26 14.93 0.88 7.67 12.09 12.09 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ' 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.D 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 `> 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 : 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 4.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 14.5 14.5=L eff. 2.87 4.04 1.62 2.36 2;V,y;,,a 6.92 2]VEo 3.98 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 20 of 60 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E5(B) Diaph.Level: 2nd(main) Panel Height= 8 ft. Seismic V i= 0.81 kips Design Wind F-B V I= 3.02 klps Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.79 kips Sum Wind F-B V I= 9.93 kips Min.Lwall= 2.29 ft. per SDPWS-08 HD Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Line Usum OTM ROTM Une0 Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) P (plf) (plf) (kip ft) (kip ft) (kip) (kip) (kip-ft) (kip-ft) •(kip) (kip) (kip) 1' 1.2a 74,69 5.8 10.7 1.00 0.27 0.40 1.64 0.11 0.95 1.00 1.00 183 P6 P4 354 8.44 7.45 0.19 4.30 16.26 5.52 2.11 9.87 9.87 1 1.2b` 38,97 3.0 8.0 1.00 0.27 0.21 0.85 0.06 0.49 1.00 0.75 245 P4 P4 354 4.40 2.92 0.64 4.75 8.48 2.16 2.71 10.47 10.47 - - 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2' 2,3a 173.3' 4,0 11.5' 1.00 0.27' 0.92 1.44 0.25 0.81 1.00 1.00 264 P4 P3 588 8.45 5.59 0.86 2.67 18.83 4.14 4.41 8.01 8.01 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -•• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 31 3.1a 173.3 9.3 9.3 1.00 0.271 0.92 0.00 0.25 0.00 1.00 1.00 26 P6TN P6TN 98 1.97 10.58 -0.99 -0.99 7.33 7.84 -0.06 -0.06 -0.06 41 4.2a 50.52 3.8 13,3 1.00 0.15' 0.27 1.33 0.07 0.77 1.00 0.96 228** ** 416 6.70 3.45 1.03 7.92 12.76 2.55 3.22 16.52** 4' 4.2bJ 59.31 4.5 13.3 1.00 0.15' 0.31 1.66 0.08 0.96 1.00 1.00 231** ** 438 8.33 4.05 1.12 7.38 15.78 3.00 3.33 15.42** - - 0 0.0 0,0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -•• 0 0.00 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 0.00 570 30.4 30.4=L eff. 3.02 6.92 0.81 3.98 2.Vwind 9.93 ZVEQ 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.27 River Terrace(Lots 24-28)_Calculations.pdf Page 21 of 60 JOB#: Unit E5(B) ID: 4.3a&4.3b ALT w dl= 150 plf V eq 1177.6 pounds V1 eq= 523.4 pounds V3 eq= 654.2 pounds V w= 2020.5 pounds V1 w= 898.0 pounds V3 w= 1122.5 pounds ► v hdr eq= 168.2 plf -0,- •H head= A v hdr w= 288.6 plf 1 u Fdragl eq= 187 F2 eq= 234 • Fdrag1 w= 1 F2 . 401 H pier= v1 eq= 327.1 plf v3 eq= 261.7 plf 5.0 v1 w= 449.0 plf v3 w= 449.0 p/f feet H total= 2w/h= 0.8 2w/h= 1 9 v Fdrag3 eq= F4 e.- 234 feet • Fdrag3 w= 321 F4 w= 401 P4 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 168.2 p/f 3.0 EQ Wind v sill w= 288.6 plf feet OTM 10599 18184 R OTM 3308 2450 • v UPLIFT 1157 2498 UP sum 1157 ' 2498 H/L Ratios: L1= 2.0' L2=! 2.5 L3= 2.5 Htotal/L= 1.29 ► 4 ►4 ► Hpier/L1= 2.50 Hpier/L3= 2.00 L total= 7.0 feet 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 22 of 60 JOB#: Unit E5(B) ID: 4.2a&4.2b ALT w dl= 150 plf V eq 1722.2 pounds V1 eq= 765.4 pounds V3 eq= 956.8 pounds V w= 2986.3 pounds V1 w= 1327.3 pounds V3 w= 1659.1 pounds ► v hdr eq= 246.0 Of - 0. •H head= A v hdr w= 426.6 plf 1 "v Fdragl eq= 273 F2 eq= 342 A Fdrag1 w= , 4 F2 . 593 H pier= v1 eq= 382.7 plf v3 eq= 382.7 plf 3.0 v1 w= 663.6 plf v3 w= 663.6 plf feet H total= 2w/h= 1 2w/h= 1 9 v Fdrag3 eq= F4 e.- 342 feet A Fdrag3 w= 474 F4 w= 593 P3 E.Q. 2w/h= 1 P2 WIND H sill= v sill eq= 246.0 plf 5.0 EQ Wind v sill w= 426.6 plf feet OTM 15500 26877 R OTM 3308 2450 • • UPLIFT 1935 3877 UP above 1157 2498 UP sum 3093 6375 H/L Ratios: L1= 2.0 L2= 2.5' L3= 2.5 Htotal/L= 1.29 Hpier/L1= 1.50 Hpier/L3= 1.20 L total= 7.0 feet 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 23 of 60 JOB#: Unit E5(B) ID: 4.1a&4.1b ALT w d1= 150 plf V eq 1878.3 pounds V1 eq= 864.0 pounds V3 eq= 1014.3 pounds V w= 3567.4 pounds V1 w= 1641.0 pounds V3 w= 1926.4 pounds v hdr eq= 140.9 plf ► A H head= A v hdr w= 267.6 plf 1 v Fdragl eq= 324 F2 eq= 380 A Fdragl w= : 5 F2 . 722 H pier= vl eq= 225.4 plf v3 eq= 225.4 plf 5.0 vl w= 428.1 plf v3 w= 428.1 plf feet H total= 2w/h= 1 2w/h= 1 9 7 Fdrag3 eq= 4 F4 e.- 380 feet A Fdrag3 w= 615 F4 w= 722 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 140.9 plf 3.0 EQ Wind v sill w= 267.6 plf feet OTM 16905 32107 R OTM 12000 8889 7 T UPLIFT 409 1935 UP above 0 0 UP sum 409 1935 H/L Ratios: L1= 3.8', 12= 5.0 L3= 45 Htotal/L= 0.68 0 4 ►t ► Hpier/L1= 1.30 0 Hpier/L3= 1.11 L total= 13.3 feet 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 24 of 60 SIM. 4 4 S9.1 S9.1 I- --7 4x12 HDR U B4 II w D N O ; 0 ® HUC416 HUC416 1 o (2)13x2I L FB LIlli a -' i' OM. �x10 PR o 0 D 1'4E2 m I N Ii csi It FLOOR GT 1 • II cc 1 '" 20" OPEN WEB JOISTS ®19.2" O.C. i 0 I` TYP. I i DSC5 1 • 20 AT BLDG. FLOOR GTJORAT TRUSSr(18/S9_0) _ S9.0 STEP 1 Ir ,.I 2x6 AT - h • 111 16" O.C. HIT420}__--�_,, 11 ■ TYP. III I III 10 IT� 1 "x20"L FR `� S9.3 =i( � STAIR FRMG. 1 I iii 2x6 LEDGER, a1 (2 LEDGER`�� AT LANDING I E24-UP TO(3)2x6 FB I I M.DA TI I TYP. U.N.O. �� Y� Ohl • L 1001 wy 111 j " --IJ i i I I 111;-1 ill I PEKE I I 1 I 1 1 1 I1f RAISED 1 \• .—� I I 1111 PLATE --1- r-- UP T' I Illi I BATH I I ;11 ONSEM 1- 1I=_2Jf'j N f +. • _L---F 4 0 o LANDING/POWDER I 1 AT +1'-23/4" 1 j LIIT420 I ABV. MIDDLE F.F.1}--• ` TYP EXTENT OF I RAISED FLOOR = j I 'Al D FLR. I Ur (DOT FILL) ' ,,,,.,. 134"x20 LVL FB '+- 'I SEE BELOW V j C I GT ABOVE II 1 UP TO j ` 6X6 % /6_y... / I BED 2 HD' I UP TO ,I, TECH. UB2 bl.[ 2x10 - - LEDGER UNIT E-5 B FRAMING UPPER FLOOR PLAN 1/4=1'-0" AMERICAN MODERN 16043_2016.0427_River Terrace(Lots 24-28)_Calculations.pdf Page 25 of 60 cis , i i 1 I ,L I II. (2)2x10 FB LIDO . SIM.0 ir I ..,.-- , n Xi '', ,., I OVER-FRAMING PLAN ' ::::: I . 1 TO MATCH HT. OF RAISED FLR. RAISED FLOOR AT +143/4" PPER FLOOR WALLS I 2x10 CP 16 ::.:: 0.C. TYP. 4 ':-:-:: :.: I Sgi.3 I 2x6 LEDGER I P 4.75 STEP '--- :-.: ::-•. I 8 HDR I I 1 S9.3 I I I 7 S9.3 RAISED UPPER FLOOR UNIT E-5(B) FRAMING PLAN 1/41-O" TECH ROOM 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 26 of 60 18 POST ABOVE S9. J. POST ABOVE EDGE OF DECK ABOVE 6x6 P.T. POST W/ ACE6 CAP. TYP. FIT 6 12 H)R� � 4x8 FB r M86 a` ® BLNDL STUDS 10.-c- ACOVE 1 6x6 i P x8 LEDGER i r -- L--u- 2X TRUSSES I i 314"x101 CPS�p 3 GT AT 24" O.C. % OT SL HDR vl � 6 6 I 6x6 n LOW ROOF 1 'k j ABOVE j o ABOVE H2.5 TO BEAM I UP TO I N 1 i'31Qx91f•&C, 1 I LIVING II Q� BEAM FB ,I I HU410 ¢ri A R GT ABOVE w SIM. .-,. o o> 'I' A 0 mm N'- I I L.'" 2 U I g m / �" 7. w I 6 TYP. — —�— s9.z 3 r �,' x m HLA410 m rn A 11 AT BLDG. S9. STEP IGAI1IIL::i IGT ABOVE RIGIDLAM LVL FB I H2.5 TO SEAM I• 21 I-, DONT. 5) x1174" BIS BEIM l D a �I{ Q 3 LEDGER P ,O Lemli 6x. POET �B4 O 15 • w 13i" 914" RIGICLAM MC' S9.3 °D LVL FB LANDING F.F. AT +7'-0" m .. 4x4 POST FROM +7'-0" i ABOVE LOWER F.F. n‘ TO 8'-1" ABV. LDW FF. SIM. 2x6 AT 16" O.C. �I X I STAR FF MG. gni I y 134" 914" RIGICLAM t M LVL FB I x I ' V 314 914"BIG ,T• I �� i 6 BE M FB — / i STUDS ABV. FRAYING . j E 1 0 1 I A RAISED FLOOR I x I ; (DOT FLILL / \� ! HU4 I' I 4 I X I li�l1 t u. .110c F X _' 11^E? �� 6x6 % 4m )2" 9h BIG BEAR tB i I j 0 I I1rn m 1 + p_ I: I g �I I .. ,__ 1"` Pm P m mP m IUP°T;' I~ I0 I� �� I PiNDR j ' I m mI m IP ..-- rn I rn .L rnI rn I .76"Wi a ; ON 3 .I GT ABOVE 1 BEA FBM k 1. nI n HU1410 M ' " = 316 x. -IDR _ �_��' 2x L ',GER JP TD DIN/FAM. ii N ` C. 13'" ' 21GID AM I o • - Ce= CQ1.8/9 r n p 'x LEDIER BUNDLED STUD HUCQ1.81/9 Z I- FOR HEADER ABOVE 0< U •." ■I HIV J 12 S9.3 MIDDLE FLOOR UNIT E-5(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 27 of 60 • I( al (2)2x10 FR ti l TOP @ +10'-1Y4' J�1 1 (3) 2x +Y;' PLWD. UNDER (2) 2X10 EDGE OF TJI D I PONY WALL SUBFLOOR TO RAISED BENEATH -I sy" FRAMING PLAN I I R – C I PWDR. RM. _ J FIN. FLOOR e f +1.-3W ABV. 2"10 MIDDLE FLOOR WALLS MIDDLE FLOOR. ® it JC 14.75- I STEP 3 PLATE +8'-1" , -.-c S9.3 NW i 2x10 LEDGER HOLDOWN STRAP A 0 I J _® +10'-1Y4" FROM ABOVE —�^ ____ �1 1=11 1930 12 I PLATE +8'-1" l 59.3 RAISED MIDDLE FLOOR UNIT E-5(B) FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 28 of 60 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 nt 1 q ' � �r ,: s jE i i/ ' u 4 Elle +, rss 517v11),": wigs' n •vt f.i. <a< ; * -..,, 1,r3 r; C, 98 -..°3 1 `fit s f i er 1 r , Lic.#: KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams W+ Bolin( n UB1 A ? a r .. ,1 . \ , kut#ii ti* DS,`IB1 ,cad 7. Aadt,7414 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-Fri! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.750 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=8.330 ft Design Summary '10:1" M 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 a,2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.033 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 s OOda Deign UB2 'w7 ,. 4 ,,,, ".;,Calculations per 2005 NDS;!BC X06,CBC 7, ASCE 7-05 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 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 o3s s o 05 Max fb/Fb Ratio = 0.347. 1 93�e o �s6 a�$ fb:Actual: 352.07 psi at 3.250 ft in Span#1 �� `> - Fb:Allowable: 1,013.55 psi ; Load Comb: +D+L+H 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) 2 L Lr S W E H Downward L+Lr+S 0.042 in Downward Total 0.064 in Left Support 0.21 0.26 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.26 0.16 Live Load Defl Ratio 1840>360 Total Defl Ratio 1220>180 1NoiEteam Des[g1 UB3 y .; P • r- =,,{ ' ul tions t 2006 iDs,8C 20 ,CLEC 2O=ASCt4-05 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary 16°} 18 Max fb/Fb Ratio = 0.082: 1 fb:Actual: 95.90 psi at 1.500 ft in SP an#1 .,• Fb:Allowable: 1,169.51 psi ��' n . =� y� Load Comb: +D+0.750L+0.7505+H 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 re,4x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152>360 Total Defl Ratio 13898 >180 l6043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 29 of 60 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 ! # „1 f ..K y�( .ri; Lic.#:'KW-06002997 Licensee c.t.engineering } Bim e. cil UB4 F.''; 4 = ly,lafiianeper 2005 +iDC pp \ 2007 At E 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-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=0.0180, S=0.0250 k/ft,Trib=4.0 ft Design Summary Max fb/Fb Ratio = 0.934; 1D(0.0720 slo 10) fb:Actual: 786.29 psi at 7.500 ft in Span#1 Fb:Allowable: 841.45 psis Load Comb: +D+S+H • • Max fv/FvRatio= 0.313: 1 15.0n, 4x12 fv:Actual: 43.25 psi at 0.000 ft in Span#1 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 m n UB5 flal14r*5IQSts4-00tASE 7a-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-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 Design Summary -,.� 0,° 260 s LO : 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 Ill III Max fv/FvRatio= 0.126: 1 A A fv:Actual: 18.94 psi at 2.730 ft in Span#1 3.50 ft,2-2A0Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Is 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 74iWo $ be lgn UB6 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary 8R. ''.a5° 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 A • Max fv/FvRatio= 0.163: 1 A fv:Actual: 24.42 psi at 2.400 ft in Span#1 3.0 ft,2-2x8 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 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 2016.04.27 River Terrace(Lots 24-28)_Calculations.pdf Page 30 of 60 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Lic.#:KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams W « « 17 ign MB1 \' •.... SNDS,i 6,CB `.`7,ASCE;'".`..� 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 0 0.30 L 0.80 Max fb/Fb Ratio = 0.555: 1 fb:Actual: 565.04 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi 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 esign MB2 Calculations Fier 2flt?5 NOS IBC 2006 CBG 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-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 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 8c69011 dL11(33$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 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 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 31 of 60 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 / 405 / e �y / m l 5., j� jai - : -EcMu #p m o ear , ,,,, 1� 4 23e,:,383t , i,, 5 „ ; 1, Lic.#:KW-06002997 Licensee:c.t.engineering Design MB4 i' ik /; \, o ,-/ -;--,,..-N .w, ons - £,--...5 NPActOP 2006,,03t2001:500 7 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-Pill 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Point D=0.530, L=1.40 k @ 1.330 ft Design Summary 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 -.• • Fb:Allowable: 2,866.74 psi Load Comb: +D+L+H • u. = . • Max fv/FvRatio= 0.455: 1 A fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477>360 Total Dell Ratio 347 >180 Illioo t �£ E £SI�It *MB5 , Caiclafionsper;0tl5NDS,tit2006;CBC 2007,';AE7-#t5\ 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-Pill 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=0.540k@4.0ft Point: D=0.440, L=0.480, S=0.360 k @ 10.50 ft Design Summary A..-- , w-. 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 -- h,= Fb:Allowable: 2,834.87 psi �� Load Comb: +D+L+H _ Max fv/FvRatio= 0.513: 1 A A fv:Actual: 148.83 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi 10.50 ft, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.240 in Downward Total 0.343 in Left Support 1.26 2.40 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.36 2.51 0.58 Live Load Defl Ratio 525>360 Total Defl Ratio 367>180 o&t am Detiiln MB6 Aye @�R ,may j �0 \ / '' ,i Rx- ay s t E s i' 2005 ittr- 19C 2stY Y0 208T R 7-05 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-Prll 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 Desiqn Summary Max fb/Fb Ratio = 0.990. 1 0 006750 L 0.180 fb:Actual: 689.04 psi at 7.500 ft in Span#1 • r Fb:Allowable: 695.89 psi Load Comb: +D+L+H •A,� ...w • Max fv/FvRatio= 0.283: 1 fv:Actual: 38.45 psi at 0.000 ft in Span#1 15.06, 6x12 Fv:Allowable: 136.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.227 in Downward Total 0.313 in Left Support 0.51 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 1.35 Live Load Defl Ratio 791 >360 Total Defl Ratio 575 >180 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 32 of 60 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 r crib'1 1 $) 'e jX , 4-"'%'457.001e. ''''',.7.!... . i:a%( , s r 3 s T A. ;;. ...g, r , __ ,,„ r,;l , P ? 4 .: ,.: :,, F x."1-%4,, ' x20,6 $:'13 . 132.31.! Lic.#: KW-06002997 Licensee:c.t.engineering W eam deslgn` MB7 i ` lculatii tier r 2t 03 i 20ta6,CBC 2fH17,, , „,, BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Pill 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=-0.0150, L=-0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.213. 1 Dct%182$ %°b5ieI fb:Actual: 201.88 psi at 6.250 ft in Span#1 Fb:Allowable: 946.00 psi �� Load Comb: +D+L+H • ... . ; p . a • Max fv/FvRatio= 0.064: 1 A A fv:Actual: 10.96 psi at 11.750 ft in Span#1 12.50 ft, 2-2x10 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max 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 b�' nMB9 '.�,:, <•, .-+ �,:•��. 4. ' all+ulatYo,ajliir 2003�,IBC200t3C 2f)OT,r 7-05 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.010 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary wr, E,n,, Max fb/Fb Ratio = 0.413. 1 'l 50 L°2° fb:Actual: 1,511.55 psi at 1.018 ft in Span#1 = . ...... Fb:Allowable: 3,663.90 psi � Load Comb: +D+W+H Max fv/FvRatio= 0.603: 1 A A fv:Actual: 298.89 psi at 0.000 ft in Span#1 Fv:Allowable: 496.00 psi 6.50 ft, 3.5x9.5 Load Comb: +D+W+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.021 in Downward Total 0.120 in Left Support 0.28 0.65 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.65 1.17 1.19 Live Load Defl Ratio 3743 >360 Total Defl Ratio 650>180 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 33 of 60 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 S "•;"00',• . // r ' .. / @ 6'0, ' 017:- % 1 e =$ /0 s a r _ ,, o� �, ,,,,4, ,., d0' OP . „6/ € *44 h' x �•0 x 1. ` 313, moi% Lic.#: KW-06002997Licensee:c.t.engineering V. . o a Desi . ,MB10 /- BEAM Size: 3.125x9,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Pril 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.020 k/ft,Trib=4.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary ^' `r, 0. Max fb/Fb Ratio = 0.521• 1 >_- 0 0 0 • o .•az0 1111.1 fb:Actual: 1,977.56 psi at 1.018 ft in Span#1 Fb:Allowable: 3,795.92 psi .... - Load Comb: 0 • +D+W+H Max fv/FvRatio= 0.870: 1 A A fv:Actual: 368.97 psi at 0.000 ft in Span#1 Fv:Allowable: 424.00 psi 6.50 ft, 3.125x9 Load Comb: +D+W+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.038 in Downward Total 0.164 in Left Support 0.65 1.04 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.65 1.04 1.17 1.19 Live Load Defl Ratio 2062 >360 Total Defl Ratio 477 >180 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 34 of 60 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: Date:, (206)285-4512 FAX: Client: Page Number: (206)285-0618 hIP sus IU*r_ 0 , .� I .1, IA DC- IrbiSirS1i L ( It\---)1 .4 _( i / i 1g I 411. 10, IL) .e (A2)(z5riS) ___ • i- z( )%)( 4#` 4--(z )Le d 9-9Do . , 16.1 .. - a-L-34)L/-2-9ve –__ 266 o c--- 0..14,60.4./.._ ..______ _, , • � � I�iN, dam'( cv)►oP ,N, v . MY-J5 6\X l�� p-� LZ)(ifc) 4-( 151 -- 2'1331-- '1154 Sd? 2l 3 z = t9) -- 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 35 of 60 _ Structural Engineers 20D D6 ROOF BELOW 0 15'-4" + 9._6" 10y2" 2•_5" Bys c. COMMON WALL11.-8"i 4•-10' ♦ 4'-10" q COMMON WALL EXTENT OF I I I 1-HR 6-0 41-0 SL EXTERIOR "\ N -""".""I 1..."..11 I e WALL 3/01 •!a— - EGRESS. WALL BELOWf--- —� Ii INSULATE FLOOR 4.7 I OVER UNHEATED 11 SPACE I 11 In Bedroom 2 .- a 'I . I a d1 i m a "i _ N 1 II � ' 11 II s'--43/2" 3�I I �. 4 5 SH. h' w I 1 22"x30" ATTIC ACCESS r TIN i e I \ mm -, 24"1B i B FOLDII II N Bath Y , ma DN M p 2 T N I i it 4 _� 1 0 � , I I nn I' '® SHOWER11 1 Wn o II `_ m M. Bath 3 1 II LOW WALL 4.-104"V �S z �' 42" A.F.F . I 24 w SEE SHT. 1 -c II UB FOR 00 I! rPri ® STAIR ' ...___A1 , 0 EETAILS 11 ` 1 cx6 WALL JI' RADON.REDUC11ON SYSTEM- 1' LI B 4y 3 5y211 , II II a 11 ® 11 Master a !, I I� Bedroom :•• I I RAISED CEILINO 11 1 PER TRUSS D : 1' 111 MANUFACTURER.•:•:: 1 :II II '1 oma- EGRESS i'N -� 1 i: I 7-0 5 IQ. 1-HR 0 X0 - • I EXTENT I � EXTOERIOR 1 4'-11" k -9" I WALL - ,V-7", 4 3/01 j1_8 UNIT K-5(B) UPPER FLOOR PLAN 1/4"=1•-0" AMERICAN MODERN 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 36 of 60 ♦ 15'-4' 11'-1034" 3'-5)/4" t RQOF A�OVUV�____ 2O _I (,-Q COMMON WALL I Q. COMMON WALL � L j I 1'-+ 4'-3" 4'-3" Jr1$.-3" I, , Deck i t v 120A OD6 I i D6 FLOOR'ABOVE j 1 11-6�5-I SH 6-0 6-10 SGD I I 1-• 5-0 ' 1 iSAFETY 11 I � II _ II i Living 'I I 0 TILE HEARTH 11 • I' (OPTIONAL)--..„0 FACTORY-BUILT II DIRECTVENT GAS FREPLACE ..----"' II ro 11 D 6 II INSULATE FLOOR OVER I 0II 1 UNHEATED SPACE 1 N N 1 II IlII I f-0; 3' -6" 1' II N DN �I I Dining n II 0 I'; -CONTINUE COMMON m "' WALL GWB 11 THROUGH FURRING LOW WALL b r I 3.-2" Al v' 1 TYPICAL 42" A.F.F.^- C 0llD I oH 1 II IV 2-g_ L BELLOW OR J n I I SEE SH T. U8 FOR STAIR 0 rim o DETAILS RADONII - 1 IMITIGATION + 1. I "; VENT STACK_ II OPEN RAIL 0/PONY WALL: II `V UP,, li,/ TOP OF WALL +22" A.F.F. TOP OF RAIL +36" A.F.F. 1 o II o "o"0000 II • IIQ° I d Kitc1-n 0 I II do V.- 2'-Y '- 2 Io * 2i 3.-11}2 w o I y, WALL BELOW. II 1- 1= I INS. FLOOR II 11 1 OVER UN- I 1 Dt ‘/W c� I HEATED SPACE 1 I =,_„--- i ."4""= 1-2 2-6 FIXED' 7-0 5t0 XOX ROOF EXTENT I 5 BELOW I LXTERIOR I D I m E WALL. , Ur 3/D1 I _ 4'-10" 4•-10" I 1 i fI116" 9-8" . 4-0 L IfI i 15.-4 i 0 UNIT K-5(B) MIDDLE FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 37 of 60 4' 15'-4" 4.11'-103/4 3'-5Y4" q COMMON WALL 4' t—q COMMON WALL DECK ABOVE l' I I e e �i I. 1 I 1 n 1 }, \ 8-0 7-0 SOHO I------IrI m I 17 Garage U OCCUPANCY WALL FINISH: W" GWB CEILING FINISH '° a 0p TYPE 'X ALL o I o GWB WRAP BEAMS DIRECT VENT GAS BELOW CEILING WATER HEATER LEVEL. INSULATE AND FURNACE FLOOR ABOVE. I DOORS SHALL BE SELF-CLOSING _ I 20 MIN. RATED i1 N 'N /� /L- 1 1 I:. 15 j iI DI .: 4-0 1JIR; FURN. L INSUd I iMeC . ,I _WOOD TREAD, MAX. RISER R3 OCCUP. 1 8" (ADD OR REMOVE ., I STEPS AS REQUIRED PER ro o 1. SITE CONDITION) ,S 5-10" T 31-2" { 2'-10" 3'-6" -ee x ilk I. r �1t ----� bi UI1 1 I 1 © l _ 2-0 a zoo= BDD I i P vr. III/ tI'j RADON o d \ 1 z EDUCTON I ® �OSYSTEM ® 1I LOW WALL +36" ,I UP 1 ABV. NOSING '-6"/ .., 11 W/WOOD CAP �'I 1 lo Ii Den ,1 R3 OCCUPANCY i• 11 Entry 1 ii II ® N HIem o I 3,-0 5-0 SH 3-0 5-0 SH q i - 11=.1.1=1=1.—_ -p �� ` 1 I SAFETY GLAZING 1 I COR-AEROVEt J I I I a 1 a 1 4-9" Q 31-6" } 2-7 ,2-1"j 2-5" 'n � _ Porch C�' I T I L UP __. R k70'-10" i UNIT K-5(B) LOWER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 38 of 60 I 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K5(B) 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.usgs.qov/designmaps/us/application.php http://earthquake.usqs.qov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1=Fv Si SM1= 0.67 EQ 16-38 EQ 11.4-2 SIDS=2/3 SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SDI= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor Do- 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor 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 Page 1 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 39 of 60 SHEET TITLE: CT PROJECT#: Unit K5(B) SDs= 0.70 h„ = 25.92(ft) SD1= 0.44 x = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.41 k= 1ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<T L) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(1-2"(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,,, = DIAPHR. Story Elevation Height AREA DL w, w, *h,k wz *h,k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - 25.92' 25.92 598 0.030' 17.94 464.9 0.49 2.03 2.03 3rd(uppr) 8.08 17.83' 17.83 598 0.030' 17.94 319.9 0.34 1.40 3.43 2nd(main)' 8.92 8.92' 8.92 598 0.030', 17.94 160.0 0.17 0.70 4.13 1st(base) ', 8.92 0.00' SUM= 53.8 944.8 1.00 4.13 E=V= 5.78 E/1.4= 4.13 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 40 of 60 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K5(B) F-B S-S ASCE IBC Ridge Elevation(ft)= 44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. -- ... Building Width= 19,0 40,0ft. Basic Wind Speed 33,Gw= 110 1101 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable PS30A= 24.1 24.1 psf Figure 28.6-1 P0306= 3.9 3.9 psf Figure 28.6-1 Ps3o c= 17.4 17.4 psf Figure 28.6-1 Ps30 D= 4.0 4.0 psf Figure 28.6-1 = 1..00 1.00'. Figure 28.6-1 KH= 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"KH"Iw"windward/lee: 1.00 0.00 Ps=A"Kzt*I"p.33= (Eq.28.6-1) PBA= 24.10 0.00 psf (Eq.28.6-1) Pse= 3.90 0.00 psf (Eq.28.6-1) Psc= 17.40 0.00 psf (Eq.28.6-1) Ps D= 4.00 0.00 psf (Eq.28.6-1) PS A.nd c.ver.r.= 20.8 0.0 psf Ps B and D name= 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 AB Ac AD AA As Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 44.00 18.1 0 217 0 126.6 0 217 0 506.3 Roof -- 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 6.7 0.0 3.01 6.73 6.73 6.73 0.00 0.00 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 2.6 0.0 3.49 2.58 2.58 9.31 0.00 0.00 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 2.7 0.0 3.66 2.71 2.71 12.02 0.00 0.00 0.00 0.00 1st(base) 8.92 0.00 AF= 751.3 AF= 1582 12.0 0.0 V(F-B). 12.02 V(S-S)= 0.00 kips kips klps kips 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 41 of 60 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K5(B) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.000.00 0.00' 0.00 6.73 6.73 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00' 0.00 0.00' 0.00 2.58 9.31 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00' 0.00 0.00' 0.00 271 12.02 0.00 0.00 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 12.02 V(S-S)= 0.00 kips kips kips kips DESIGN WIND-MinJPart 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 6.73 4.04 4.04 0.00 0.00 0.00 3rd(uppr) 8.91667 8.91667 8.91667 2.58 1.55 5.59 0.00 0.00 0.00 2nd(main) 8.91667 0 0 2.71 1.63 7.21 0.00 0.00 0.00 1st(base) 0 0 V(F-B)= 7.21 V(S-S)= 0.00 kips kips 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 42 of 60 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 ,:' a. � n ` s r ^'^'. : if • �` . �.r d%r ,-941) d s "_ ' 1� t4d w � - '' / .«��;;, „ ,q-4-i,.:: L R es Lak.== 11Ve ,{,,,t',10 Bi r /sem i 0K ng{elt `•° "}!$ `•. - �:, .s.� �,. }�, if/ 4, .. T 1. 6 L7,,.--, ',,'„;;',,,k';,, � y '"fes-”" - %rN // ��. t'':::-,:';,-:::. s �'", j, e moi' s, USGS—Provided Output S5 = 0.972 g SMS = 1.080 g SDS = 0.720 g S1 = 0.423 g SM: = 0.667 g Sol = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCE Res ►ar»se Spectrum Design Response Spectrum sa.8s 1.10' 10 . 0,$0per, 0„77 0.14 049 '?► .cs S. 848 0,44 0. t�, 1 1424 tf. 2 0,1c 0.11 0.08 s 0.OS 4,000. .saa b.54# o. 1. 1. 6 1.40 1,801.40 0.08 d4, 04 0.80 180 aft 1,401,..401.40 ifa'xur T(6.41 I {sic} 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_2016.04.27_RiverTevrace(Lots 24-28)_Calculations.pdf Page 43 of 60 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... inGs Design Maps Detailed Report 2012 International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)(1' Ss = 0.972 g From Figure 1613.3.1(2)`21 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 Nor Nth s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength s, < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 I6043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 44 of 60 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 Ss5- 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss a 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 S.= 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 Sl <_ 0.10 SI = 0.20 S1 = 0.30 S1 = 0.40 Si a 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 Sl For Site Class = D and Sl = 0.423 g, F.= 1.577 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 45 of 60 Equation (16-37): SMS = FeSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SM1 = = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDs = % SMS = % x 1.080 = 0.720 g Equation (16-40): SDI = % SMS - 2% X 0.667 = 0.445 g 16043 2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 46 of 60 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDS IorIi III IV SDS < 0.167g A A A 0.167g S. SDs < 0.33g B B C 0.33g <_ SDs < 0.50g C C D 0.50g _< SDS D D D For Risk Category=I and SDs= 0.720 g,Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDI I or II III IV SDI < 0.067g A A A 0.067g <_ SDI < 0.133g B B C 0.133g <_ SDI < 0.20g C C D 0.20g5SDI. D D D For Risk Category=I and SDI = 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- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 47 of 60 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K5(B) Diaph.Level: Roof Panel Height=_ 8 ft. Seismic V I= 2.03 klps Design Wind Fa V I= 4.04 kips Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.03 kips Sum Wind Fa V I= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall Logy eff. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RotM U,,.i U.um OTM Ram Unet Us„m U.,,m HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a' 108 10.8 10.8 1.00 0.15' 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 A A.3b 82.92 8.3 8.3 1.00 0.15 0.56 0.00 0.28 0.00 1.00 1.00 34 P6TN P6TN 68 2.25 4.59 -0.31 -0.31 4.48 3.40 0.14 0.14 0.14 A A.3c,, 108 10.8 10.8 1.00 0.15' 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a' 131.2 10.8 10.8 1.00 0.15' 0.89 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 B3' 0 00. 0.0 1.00 0.15' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 598 54.3 54.3 =L eff. 4.04 0.00 2.03 0.00 EVa,,d 4.04 EVEQ 2.03 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 48 of 60 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K5(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V I= 1.40 kips Design Wind F-B V I= 1.55 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.43 kips Sum Wind F-B V i= 6.59 kips Min,Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eft C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Ueum OTM RcrM Unet Usum Unum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 108 10.8 10.8 1.00 0.15 0.26 0.63 0.23 0.32 1.00 1.00 51 P6TN P6TN 83 4.96 7.80 -0.28 -0.76 8.02 5.78 0.22 0.23 0.23 A A.2b 80.4 8.0 8.0 1.00 0,15' 0.19 0.47 0.17 0.24 1.00 1.00 51 P6TN P6TN 83 3.69 4.32 -0.09 -0.39 5.97 3.20 0.38 0.52 0.52 A A.2c 155.8 15,5 15.5 1,00 0.15 0.37 0.91 0.34 0.46 1.00 1.00 51 P6TN P6TN 83 7.16 16.22 -0.61 -1.09 11.57 12.01 -0.03 -0.02 -0.02 - - 0 6,0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B,2a 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -0.42 0.00 0.00 0.00 0.13 0.13 B B.2b 0 0.0 0.0 1:00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -0.63 0.00 0.00 0.00 -0.03 -0.03 B B.2c 305.1 25.0 25.0 1.00 0.15 0.73 2.02 0.66 1.02 1.00 1.00 67 P6TN P6TN 110 15.05 42.19 -1.12 -1.12 24.71 31.25 -0.27 -0.27 -0.27 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0,00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 : 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 '0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 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 EVvvfnd 5.58 EVEQ 3.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 49 of 60 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K5(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.70 kips Design Wind F-B V I= 1.63 kips Max.aspect= 3.5 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 Logy eff C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Ung U.,,m OTM ROTM Ung U:„n, U.,,m HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pif) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A Ala 97.99 9.8 9.8 1,00 0.15]] 0.22 0.49 0.10 0.30 1.00 1.00 41 P6TN P6TN 73 3.60 6.42 -0.31 -1.07 6.45 4.75 0.19 0.41 0.41 A A.1b 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 -0.39 0.00 0.00 0.00 0.52 0.62 A A.1c' 211.1 21.0 21.0 1.00 0.15': 0.48 1.06 0.21 0.66 1.00 1.00 41 P6TN P6TN 74 7.77 29.77 -1.08 -2.17 13.89 22.05 -0.40 -0.43 -0.43 - - 0 6.0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0,00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 00 1,00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.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 0.57 B Bib 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.Ic! 122 1 10.0 10.0 1.00 0.00 0.28 0.83 0.12 0,51 1.00 1.00 63 P6TN P6TN 111 5.65 0.00 0.61 -0.51 10.02 0.00 1.07 0.80 0.80 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ` 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 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 0,0 0,0 1.00 0,00-' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' 0.0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 000' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0,00'' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 710.8 69.7 69.7=L eff. 1.63 4.30 0.70 2.63 13V„,d 5.92 EVEa 3.33 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.27_River Terrace(Lots 24-28) Calculations.pdf Page 50 of 60 SHEET TITLE: LATERAL S*S(side to side) CT PROJECT#: Unit K5(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5SDPWS-08 Table 4.3.4 Sum Seismic V I= 2.03 kips Sum Wind F-BVI= 0.00 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL en. C Q w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Unet (Jenne OTM Rome Unet Uwn, Unum HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 2.38' 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 4 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 EVnnd 0.00 EVEQ 2.03 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 51 of 60 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K5(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V I= 1.40 kips Design Wind F-B V I= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.43 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max HD Wall ID T.A. Lwall LDL off. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM U„e, 1.1.u,, OTM ROTM Line U..m U..n, (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1': 1.2a 0 CO 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 1' 1.2b 299 4.3 4.3 1.00 0.15 0.00 0.00 0.66 1.02 1.30 0.96 522 P2 -- 0 19.59 1.27 5.00 7.53 0.00 0.94 -0.26 -0.51 7.53 0- - ' 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 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 0.201 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 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- - 1 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 "0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - '' 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 ,0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0=' 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 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 0.00 635.4 8.8 8.8=L eff. 0.00 0.00 1.40 2.03 12V„;,,d 0.00 22VEQ 3.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.27_River Terrace(Lots 24-28)_Caiculations.pdf Page 52 of 60 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K5(B) Diaph.Level: 2nd(main) Panel Height= 8 ft. Seismic V i= 0.70 kips Design Wind F-B V I= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.13 kips Sum Wind F-B V I= 0.00 kips Min.Lwall= 2.29 ft. 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 eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Uw n OTM ROTM Une1 Ueun, (ton; (SO) (it) (ft) (II) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.213 124.5 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 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 299 5.5 5.5 1.00 0,15' 0.00 0.00 0.28 0.00 1.00 1.00 67 P6TN --- 0 2.93 2.04 0.18 0.18 0.00 1.51 -0.31 -0.31 0.18 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 200.9' 4.0 11,3 1.00 0.15 0.00 0.00 0.19 0.00 1.00 1.00 62** ** 0 1.97 3.06 -0.33 -0.33 0.00 2.27 -0.68 -0.68** 4 4.213 117 2.3 11.3 1.00 0.15 0.00 0.00 0.11 1.76 1.30 0.58 1788** ** 0 19.42 1.78 10.60 18.23 0.00 1.32 -0.79 -1.47** 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-• - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -•• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 01 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0••• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0••- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVw;nd 0.00 EVEQ 4.13 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB • 16043_2016.04.27_River Terrace(Lots 24-28)_Caiculations.pdf Page 53 of 60 JOB#: Unit K5(B) ID: 4.1a&4.1b w dl= 150 plf V eq 2673.4 pounds V1 eq= 1689.4 pounds V3 eq= 984.1 pounds V w= 0.0 pounds V1 w= 0.0 pounds V3 w= 0.0 pounds v hdr eq= 236.0 plf •H head= A v hdr w= 0.0 plf 1 u 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 vl w= 0.0 plf v3w= 0.0 plf feet H total= 2w/h= 1 2w/h= 0.932 9 vI Fdrag3 eq= 7 • F4 e.- 434 feet A 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 10 4 ..4 O. Hpier/L1= 1.25 0 Hpier/L3= 2.15 L total= 11.3 feet 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 54 of 60 ` 4x12 HDR _ N, N MEW O • c z cv 14 GT m 0 HUC416 S9.0 HUT416 ABOVE (2 13i"20 LVL FB _11 GT 1 1 ABOVE.. _` p.„. •--...•... 10 HDPE —I 1110 4x10 HDR1 014x10 HDF o I HIT424 1 BED IU 41TYPt u u I FLOOR GT Uu I u u IFF 6 TYP. A S9.o I I I 20 AT BLDG. I S9.0 STEP I20" OPEN;WEB JOISTS 019.2" 0.C. 1 UP TO HIT420 I r BATH FLOOR GT [I 1 1�--`� 1—, HITT YP STAIR f 11 TYP. III _ '� 1\FRAMINGII 1 II . I I 11 AT BLDG. 20 II I 1 11 E STEP S9.0 I 1 I 1�II m 1 1 E �-4—' I 1 I F II( _1; k. 11 111 III 1 Ix ��c F __ ,1 ¶1 tri:_:,, 1 IIuP TO t ,_' II 11M. BATH 1 E I I, 11I I[ SI 1.I I y. 13'4x20" 1 I ' " I 1 I I I 1 II I t1 I !HOG) I I 1 ' I I Li 1 t ABOVEiji\1 I 1 J 1 (2)13'4x20 HDR LVL FB UP TO GT M.BED ABOVE UPPER FLOOR UNIT K-5(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 55 of 60 iCh POST ABOVE 9 POST ABOVE 6x6 P.T. POST W/ ACE6 POST CAP e PT 4x12 HDR TYP. �� MB6 I 1 BEARING a®. I , 19 STUDS ABV. g I i' I' I _1 1 112x8II PT i EDGER I II III I I 334"x1 O)4' UP TO CASCADE I SL HDR LIVING C I O 6 m I 59.2 TYP. ^o ®z I 11 AT BLDG. N S9. STEP 1a I- ce I I 01 I 3J 1Oh'CASCADE 9 I I • SL DR -M ME/5I I � s ` { Iii TYP. S9.2 I I AT BLDG. 11 r----<----� II I STEP S9.2 I ,r 131'x9)4" li I RICIDLAM I g 11 LVL FB �dd 1111II i _ 3)4)1014 C SCADE S.L. HDR 9 1 \ I di , ib-- 64 rI I JJ& 4 ii 1 I --� i I 1 I I � i I , Ii i I L=13 ABOVE POST j'III . \ ,IILI�I,K i`m` m m I'IGIDLAM LVL rq rt a a . xUrnmU "i m7 :'gi-' I JKIPTCHTOEN `a ^o I P �e DN TO x' i �' DEN l�7i PFJ r HDR _ GT ABOVE ,ILLI,I 11MBI __ _ 4 GT ABV. c-PORCH ROOF BUNDLED STUDp I� t� SYMMETRICAL ABOUT FOR HDR ABW. 4x8 HDR THIS LINE 0TRUS"ES AT. I CONT. TO POST AT O.C. ADJACENT UNIT Lk 4x4 W/A.34 x4 W/AC9 MAIN FLOOR UNIT K-5(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 56 of 60 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 ' h _ y'- % �. 6i�-' b ^% . 40241":-!- ,f �/„'= EfttE, ,,% � I„ x989- a 16-9 43$.31 Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Wood Bealllr#„Dessig UB-1 „- • r° �` iafi•ns �.OD5 ND3;taC ■CB 2OOi SCE 7-05 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 900.0 psi Fc-Pill 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 Design Summary 4jYo e'4° i5°172 1 Max fb/Fb Ratio = 0.327, 1 fb:Actual: 321.48 psi at 4.250 ft in Span#1 Fb:Allowable: 982.51 psi Load Comb: +D+L+H �.... Max fv/FvRatio= 0.154: 1 A A fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.50 ft,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.035 in Downward Total 0.052 in Left Support 0.42 0.51 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.42 0.51 0.32 Live Load Defl Ratio 2943 >360 Total Defl Ratio 1952 >180 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 57 of 60 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 rte-, a Lic.#: KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams N B Im :Stg M61 w pe 805 S,'tBG ,, CCB0007,' C£7" 5 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Wood Grade: Fb-Tension 1,000.0 psi Fc-Prll 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Design Summary D 0.1950 L 0.520 Max fb/Fb Ratio = 0.368 1 ;' fb:Actual: 367.28 psi at 1.500 ft in Span#1 " Fb:Allowable: 999.05 psi Load Comb: +D+L+H - A Max fv/FvRatio= 0.683: 1 fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.0 n 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.78 Live Load Defl Ratio 4679 >360 Total Defl Ratio 3403 >180 \. MB rmS Ott ZOtft; ABG 2007; SCE -"os r9• r, ,. •:.• ' �,:. w , . aatfOris per 2005 .,. 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.a0 4 Point: D=0.120, L=0.320 k @ 4.50 ft Design Summary Max fb/Fb Ratio = 0.498. 1 D(0.0150 L(0.0401 fb:Actual: 985.10 psi at 4.500 ft in Span#1 •�r ti • Fb:Allowable: 1,977.35 psi � 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) D L Lr S W E H Downward L+Lr+S 0.141 in Downward Total 0.194 in Left Support 0.16 0.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 1.55 Live Load Defl Ratio 851 >360 Total Defl Ratio 619>180 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 58 of 60 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 1 ,/ '' z 1 a tea ftlENEROA fi132T6V'3 •, uil".13-8.31,Ve 813.8. 1... Lic.#:KW-06002997 Licensee:c.t.engineering fi e ;e. Dee t MB4 . ` s , \ aacuati'1 rwlw3C ,SBC 2007,ASCE,7-05 -e : I, 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-Pill 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary . Max fb/Fb Ratio = 0.965. 1D 0.180 L 0.480 fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H • .,, .... Max fv/FvRatio= 0.559: 1 A A fv:Actual: 148.04 psi at 0.000 ft in Span#1 11.50 ft, 3.125x10.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.350 in Downward Total 0.481 in Left Support 1.04 2.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.04 2.76 Live Load Defl Ratio 394>360 Total Defl Ratio 286 >180 'SI rssst+ t seam sM\B5 - * Cautions r .rr\t ., c. \ i..,. \ '� \ s \\ ; / ., .:, '�. ' � ., �r a'�...::.. ..,1� . ei 9� itSivs+Ts A6 ,,ry� BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1 650.0psi Fv 265.0psi Ebend-xx 1 800.0 ksi Density32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point: D=0.420, L=0.510, S=0.320 k @ 10.250 ft Desiqn Summary Max fb/Fb Ratio = 0.746. 1 D(0.120)L(0.320) fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 = � „„� �� ., , Fb:Allowable: 2,362.27 psi � � Load Comb: +D+L+H • .._• ` a �.,.. • Max fv/FvRatio= 0.533: 1 A A fv:Actual: 141.21 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 11.50 ft, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.287 in Downward Total 0.402 in Left Support 1.11 2.35 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.11 2.35 0.32 Live Load Defl Ratio 480>360 Total Defl Ratio 343 >180 '61.1V, jge i esig1 MB6 \ ,w% Camel ons per200$NLS,IBc 2006,t ASCE 7-06 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 Desiqn Summary Max fb/Fb Ratio = 0.943; 1D 0.0750 L 0.20 fb:Actual: 738.92 psi at 5.750 ft in Span#1 Fb:Allowable: 783.50 psi Load Comb: +p+L+H �6 �. M. a Y �x .- • • Max fv/FvRatio= 0.351: 1 A A fv:Actual: 50.60 psi at 0.000 ft in Span#1 11.50 ft, 4x12 Fv:Allowable: 144.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L is 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 Del Ratio 1158 >360 Total Defl Ratio 842>180 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 59 of 60 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: Date:• (206)285-4512 FAX: Client: Page Number: (206)285-0618 42' v L e74,r I)► 2 1 . 1 i I ( ( I .) )-- .44.H,# . s t -{---- ,. 1 . . .44, ..,,_ ,7 N -) ..________ - I:, Illi mi riliu (\""--I---v PO ' (41 (Z5r#S) 61-)( 6 . i"" 2/ )Y2) 47L-14 +-(?3(NY401-0 )'f:iv Qom- iib P 94TD 9‘)F- iffp ib.'l --15 -- (11-1-2Y-2-9. --- 266?-0C--- . 145 • 6' X t 51 -p-_ (-0-)61‘) 14--h - �-C r 15) 2t 33 1b' Se? -> 2t3 z = & 9? 16043_2016.04.27_River Terrace(Lots 24-28)_Calculations.pdf Page 60 of 60 Structural Engineers Roseburg JI MAIN FLOOR 2-24-16 10:25am A Fernst Products Company 1 of 1 CS Beam 2016.1.0.13 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: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 0' 0.00" 0 80 Live Point(PLF) Top 0' 0.00" 50 34 Roof SEM. s.�".w+eR.S"°�,..,��,��.a;» sa�s�.,,.�.,�"."�.rct '`.,�_ w..,.��ceA.�,�.�r,ma�.'�a,s� , >,�.rn#w,.�,d,ataasN�„�.a+:rot�.,,x.k....,�,� e.a..�....«,...,�,..:,.�.mx�r / 2 0 0 0 11 10 0 0 5 5 0 0 19 3 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 2' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 679# - 2 13'10.000" Wall DFL Plate(625psi) 3.500" 3.500" 783# - 3 19' 3.000" Wall DFL Plate(625psi) 3.500" 1.750" 159# -100# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Roof Dead 1 380#(285p1f) 82#(61 plf) 299#(224p10 2 649#(487p1f) -23#(-17plf) 134#(100plf) 3 135#101 I 9# I 23#18 I ( PO (7Pf) ( PO Design spans 2' 0.000"(left cant) 11'10.000" 5' 2.375" 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 682.'# 2820.'# 24% 7.32' Even Spans D+L Negative Moment 798.'# 2820.'# 28% 13.83' Adjacent 2 D+L Shear 449.# 1220.# 36% 13.82' Adjacent 2 D+L Cant.Shear,Lt 290.# 1220.# 23% 1.99' Total Load D+L End Reaction 159.# 1151.# 13% 19.25' Odd Spans D+L Int.Reaction 783.# 1775.# 44% 13.83' Adjacent 2 D+L TL Deflection 0.0793" 0.5917" L/999+ 7.92' Even Spans D+L LL Deflection 0.0770" 0.2958" L/999+ 7.32' Even Spans L TL Defl.,Lt. -0.0294" 2L/999+ 0' Even Spans D+L LL Defl.,Lt. -0.0397" 2U999+ 0' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow==115% Roof=125% Wind=160% Left cantilever allowable shear is for joist only SIMPSON Ali product names are trademarks of their respec ive owners KAMI L HENDERSON EWP MANAGER StP011(;Tie Copyright(C)2016 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 J3 MAIN FLOOR 2-24-16 Roseburg 10:26am A Forest Prodttcts Company 1 of 1 CS Beam 2016.1.0.13 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: BeamttdifEEMZI1 �.., k.Z.,,Z.,,, a.MA .w..,wa,,,..wm,ti412121L`.. m IaMEZgdaE,, .E..,. 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#(165plf) 49#(37p1f) 2 717#(538plf) 215#(161 plf) 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 Spans D+L Negative Moment 1023.'# 2820.'# 36% 9.5' Total Load D+L Shear 500.# 1220.# 40% 9.5' Total Load D+L End Reaction 350.# 1151.# 30% 21.67' Even Spans D+L Int.Reaction 932.# 1775.# 52% 9.5' Total Load D+L TL Deflection 0.1110" 0.5974" L/999+ 16.07' Even Spans D+L LL Deflection 0.0901" 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 respec ive owners KAM I L HENDERSON EWP MANAGER StrongTte Copyright(C)2016 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifcations. 503-858-9663