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RECEIVED CT ENGINEERING Structural Engineers JUN (1 y (lir180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 1 U N 0 L 0 208.285.4512 (V) 206.285.0618 (F) CITY Y F TIGARD nING DIVISION #16043 # PERMIT ADDRESS Structural Calculations 4.1 MST2016-00247 13731 SW SILENT FOX TER cep PRp, 1, 4.2 MST2016-00248 13725 SW SILENT FOX TER River Terrace ��� G I '� so 4.3 MST2016-00249 13711 SW SILENT FOX TER W 4.4 MST2016-00250 13705 SW SILENT FOX TER Lots 34-37 'A I � O� � � ,�� • (Row Houses) REG�iNA Tigard, OR 4)/es /.2,0/.2,003/30/2016 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_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 1 of 60 rw C T ENGINEERINGG 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace—Lots 34-37 (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_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 2 of 60 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 16043-River Terrace- Lots 34-37(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 21.8'psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0 psf 3/4"plywood(O.S.B.) 2.7 psf Floor Framing,(Trusses/Joists) 4.3 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8;psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 3 of 60 20 D6 ROOF BELOW 0 r 19'-1" I 3'-7Y2' 3'-0 9-iY2 3'-4" 11,1.--, f EXTENT OF 1 HR i 4'-63/4" t 4.-6 4Y2 EXTERIOR WALL. 3/D1 EGRESS -CE COMMON WALL 7-0 5-01 DBL SL ® I . ._ Q• II _i WALL --+rdI'' TV NICHE BELOW I AT +36" A.F.F. i INSULATE:.IV i FLOOR OVER UNHEATED. PAC2II '-i- c..., Master Bedroom ' I 0D- .._a v :I D1 43 m RAISED CEILING PER ; II In 1 a . TRUSS MANUF. 2• 9': '. 3--11/' 3"-33/2" 5`-5}�4 I RADON REDUCTION I I SYSTEM I x b U Io I . - 0 Al ' mural 5 N _ I 5' SHOWE 2-6 I`R-. II B FOLD 11III1 ® ?i a>I W, DN Ur ; 1! ° M Bath 1 v�m I� I j x4 FLAT ihkm 11 PLANT " ,5. STUDS 24"TB a.1 SHELF ®+42 6) r LOCATE PLUMBING o ROUGH-IN ACCOUNTING 1 < MEM � + ® ® I FOR (2) LAYERS GWB n o I AT PARTY WALL ■■�• DRYER — rite I I O I ' � .I WASHER i' SEN I � TO BELOW =3_7 Bath 1 r Y2 2-4 HCW 2�4 t 3'-7Y2 I` 3'-9' lilt x., I kF ` �. ATTIC i S & P m t LOW WALL UPI`CCEssl I D a AT +42" W/IiCk • - J , i� WOOD CAP 0-49 II 6-0 BIFOLD \I I Q l'-5Y2 c. 3'-5Y2* I i VP i U 6'-1' el Tech Rm. 11�I 0H D1 REDRADUC110N'edroom 2 ik Icy inni el IV SYSTEM I 'mem i ® i \1 2-6 -6 SH 5-0 4-6 SL IV I AT 6'r8•ABV. = EGRESS �- = I 'N n1 TE QI'I F.F. .. L _.j:.•.I..•...-•. 3,-0" I, 4'-1 5-O• 5.-0. 0 EXTENT OF' 7'-1• 10'-O. 2-0" 1-HR I• 19'-1' EXTERIOR WALL. 3/01 UNIT E-5(D) UPPER FLOOR PLAN 1/4--1%0"O" FRENCH REVIVAL 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 4 of 60 ` 19.-1" f t 2-6}'2"t'-1. 15'-5}/2" 1I1 �1%" 15'-3 " y 0 I 1---q COMMON \ r-: ROOF ABOVE WALL 42" GUARDRAIL i 7 ,o f 4'-0}2 .E 5'-01/2" 6'-4y" D6 lc, 'FLOOR t 0j ABV. Deck 2-9 5-0 SH 1-0 6 F OVER SfFEP GLAZING 6-0 6-10 SGD ♦ ♦ r L _ I J • In r- -Li I IIII 41 11 N 1 F.. O N 2x6 WALL W/R-21 BATT INSUL. FACTORY-BUILT I n ISE.'? DIRECT-VENT GAS FIREPLACE 20 ,, o < VENT UP THRU LOW ROOF I D4 ,._,Iii j: TILE HEARTH p �I 1 r (OPTIONAL) I� I :.,-.I. 1 • L_-•1 INSUL. FLOOR JOISTS AND ROOF RAFTERS II iv ROOF AT F/P ENCLOSURE I N BELOW'f 1 j D1 Living INSULATE FLOOR OVER Iii }-• — — UNHEATED SPACES ''-.L%- RADON •� 3'-10" 3'-4y" 3'-8" t 2'-8" 1:, REDUCTION =..1.-"-- -.1.--'1 e SYSTEM & P I 0o N 2 _ U I Oj J j = *— — _ � r DN n I� N6 - .4 iI o i b ? a ��6 FLOOR f1 iI Cr) L—LOW WALL AT BELOW—\ Y I I +42" A.F. i01 II =I N 0_ U4 FORESTAIR /SHT. L n o Kitchen I I' 'i DETAILS i m I DW a > I II N -' 1 ;i L 1 II digh1 1 05 ' I, '® z i O N J ©N O 1 v<m -6" �• �_—_�F OUP 1 2,-8" N Q•i ` D4 1' CONTINUE PARTY WALL- T♦ �n m GWB THROUGH FURRING -i!) TYPICAL II 1 ~ d ii I I L-J I [).1G 5 Din./Fam. 1j lo SIM. Pwdr. D1 RADON REDUCTION SYSTEM 1 12 sCI INSULATE FLOOR OVER BI D7 1 UNHEATED SPACE F w FLOOR BELOW ml • i -.1II 5-0 1-6 F OVER I �� 'c,' I 1 2-6 3-0 F o _� Ai 6'-'11"ABV. �_J 5-0 4-6 SL i PWD-. F.F. IN I \ lik I ' I , i EXTENT OF I I i WAEXTERIOR LL. 01 S-3" ;2'-2' 5-0" j 5'-0" t 5'-5" 11'-8", 10'-0" 4.2.-0"dr Jr 1s'-1" ...IEEE UNIT E-5(D) MIDDLE FLOOR PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 5 of 60 19•-1" 4_1• 15'-0" COMMON 3'-10)4" 23/i, WALL j DECK ABOVE - - - - - II■ I 6'-6• n \ 4 \- 10-0 7-0 SOHD © I Mech Garage U OCCUPANCY WALL RNISH: %" GWB '- CEILING FINISH `-✓17" TYPE 'X' GWB 1 SIM. ---FIRE TAPE.-Aa BWB. R3 Od uP. I: WRAP:BEAMS BELOW CEILING LEVEL. DIRECT VENT GAS INSULATE FLOOR ABOVE. WATER HEAR I. FIR ACE.ABOVE DOORS SHALL BE M p SELF-CLOSING DIRECT VENT GAS FURN. 61 � , 20 MIN. RATED FURNACE I� ® n REDUCTION I I INSULATE SYSTEM � m I I I ;� _I I I Fj1RR DOWN FOR DUCT RUN 4•-1 I I 15-2 2 9'-9Y2 ��. I WOOD "CAD, MAX. RISER L�1P B" (AD' OR REMOVE m j o -,STEPS S REQUIRED PER -jSITE GNDITION) �•j n o � N � i sIM. I ��Q1n �� � 1--° I LOCATE PLUMBING I 4 i UP '' �� ROUGH-IN ACCOUNTING L o a I FOR (2) LAYERS GWB I I Entrym AT PARTY WALL I' ------- m ; �\ 2-DY2 7-3Y2" " 4 4 0 Bedroom 3 I o oIEZIF 14 n n 4 R3 OCCUPANCY �j N 1I m ' I, a 2'-6YI2" ��.-DY2 _ j? ilk RADON m L I m Ar REDUCTIONEGRESS n I ,-, Porch y SYSTEM5-0 4-6 SL �w i rn m 1 1_ m n�° " I �{� I 1y4"L ,A. ` FLOORIABOVE © I AT ®. Q� I I STEPS Ur 3'- 7'-D" sc lin 10'-7" 20'-5" UNIT E-5(D) LOWER FLOOR PLAN 1/4"=1'-0" FRENCH REVIVAL 16043 2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 6 of 60 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E5(D) Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usgs.qov/designmaps/us/application.Pho http://earthquake.usgs.gov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM,=Fv*S1 SM,= 0.67 EQ 16-38 EQ 11.4-2 Sips=2/3*Skis SDs= 0.72 EQ 16-39 EQ 11.4-3 SD,=2/3*SM1 SD1= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor 00= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor 00= 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_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 7 of 60 SHEET TITLE: CT PROJECT#: Unit E5(D) Sps= 0.70 h„ = 25.92(ft) SD1= 0.44 X = 075 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.41 k= 1'ASCE 7-10(Section 12.8.3) TL= 6'ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sps/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=Sot/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD1*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,x = DIAPHR. Story Elevation Height AREA DL w; w; *h,k wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (soft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof 25.92 25.92 693 0.030 20.79 538.8 0.49 2.36 2.36 3rd(uppr) 8.08 17.83 17.83 693 0.030 20.79 370.8 0.34 1.62 3.98 2nd(main)', 8.92 8.92' 8.92 693 0.030 20.79 185.4 0.17 0.81 4.79 1st(base) 8.92 0.00' SUM= 62.4 1094.9 1.00 4.79 E=V= 6.70 E/1.4= 4.79 16043 2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 8 of 60 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: Unit E5(D) N-S E-W F-B S-S IBC ASCE Ridge Elevation(ft)= 44.00 40;00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. --- Building Width= 19.0 40.0 ft. Basic Wind Speed 3 Sec.Gust= 95 95 mph Figure 1609 Figure 6-1 Exposure= B B Roof Type= Gable Gable P030 A= 16.1 16.1 psf Figure 6-2 Ps30 e= 11.0 11.0;psf Figure 6-2 PB30 C= 12.9 12.9''psf Figure 6-2 Ps30o= 8.9 8.9 psf Figure 6-2 = 1,00 1.00Figure 6-2 Krt= 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) *Kn*lw*windward/lee : 1.00 0.61 Ps=A*Kzt*I*R30- (Eq.6-1) PsA= 16.10 9.82 psf (Eq.6-1) Pse = 11.00 6.71 psf (Eq.6-1) Psc= 12.90 7.87 psf (Eq.6-1) Pso= 8.90 5.43 psf (Eq.6-1) Ps A and c average= 14.5 8.8 psf Ps B and o average= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2'2a= 7 28 MAIN WIND-METHOD 1 PER ASCE Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.00 1.00' 1.00, 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) ft) ft) ft) (sq.ft)(sq. (sq. (sq. (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-1A) V(E-VV) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.82.1 3.382.41 3.38 4.04 4.04 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_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 9 of 60 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: Unit E5(D) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) 2(Max.) M 2(Max.) WindMin/Part(F-B) WindinIPart(S-S) sum DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD U FD V(S-S) LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V B) V R Roof 25.92 25.92 0.00 0.00 0.00 0.00 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00' 0.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 0.00 V(F-B)= 8.32 V(SS)= 9.93 V(F-B). 0.00 V(S-S)= kips kips kips kips DESIGN WIND-MinJPart 2IPart 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08 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 _ 8.32 V(S-S)= 9.93 V(F-B) kips .93 16043 2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 10 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 ..........__...... •,�..:, �'�4s �,".. a '.. � " .� �; Niw "i®•';� mss ; m alct IFnttt+��. had € '' £' c A 1,0, A a USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g SI = 0.423 g SMI = 0.667 g SDI = 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. MCEot Response Spectrum Design Response Spectrum 000 440 01* 0,72 002. 0.04 017 050 0,00 Or p t&.55 a 0,40 l 0,44 0,12 0,24 0,22 016 oa 000 II.00 0 0.40 0,00 000 1.00 1.20 1.4* 1,0 1.00 2..00 Q400.0 0.20 0.40 0020 010 1.IM 1.20 1.40 2.00 1.00 2.00 Pittiod,1f(vet) vaiod,T( Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 11 of 60 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... PAP.usGs Design Maps Detailed Report 2012 International Building Code (45.43123°N, 122.771.49°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain S1). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)111 Ss = 0.972 g From Figure 1613.3.1(2)`2' S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs 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 llb/ft2 = 0.0479 kN/m2 16043 2016.03.30_River Terrace(Lots 34-37)_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 ClassMapped Spectral Response Acceleration at Short Period Ss <_ 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss > 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period S1 <_ 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 > 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Si For Site Class = D and S, = 0.423 g, F„= 1.577 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 13 of 60 Equation (16-37): SMS = Us = 1.111 x 0.972 = 1.080 g Equation (16-38): SMl = F,S, = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Equation (16-40): SDS = % SMS = % x 1.080 = 0.720 g So, = % SMS = z/ x 0.667 = 0.445 g 16043_2016.03.30_River Terrace(Lots 34-37)_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 SOS I or II III IV Sos < 0.167g A A A 0.167g <_ S05 < 0.33g B B C 0.33g <_ Sos < 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 IorII III IV S01 < 0.067g A A A 0.067g <_ Sol < 0.133g B B C 0.133g 5 S01 < 0.20g C C D 0.20g 5 Sol D D D For Risk Category=I and SDI = 0.445 g,Seismic Design Category= D Note: When Sl 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_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 15 of 60 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E5(D) Diaph.Level: Roof Panel Height 85:93 ft. Seismic V I= 2.36 kips Design Wind F-B V i= 3.38 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.36 kips Sum Wind F-BVI= 3.38 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q.6606 p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind WindMax. HD Grid C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v 1 OTM RQTM E.G. Usum OTM ROTM U„et Usum Vax. (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (k p A' A.3 ) a 139.6 6.8 6.8 1.00 0.10' 0.68 0.00 0.47 0.00 1.00 1.00 70 P6TN P6TN 101 3.80 2.05 0.29 0.29 5.45 107 .52 033 .65 0.65 0.65 A A.3b 206.9 `10.0 10.0 1.00 0.10 1.01 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 101 5 62 4.50 0.12 2 0.12 2 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-- C C.3a' 97.35 7.8 7.8 1.00 0.15' 0.47 0.00 0.33 0.00 1.00 1.00 43 P6TN P6TN 61 2.65 4.05 -0.20 -0.20 3.80 3.00 0.11 0.11 0.11 C C.3b' 102.6 8.2 0.0 1.00 0.00' 0.50 0.00 0.35 0.00 1.00 1.00 43 P6TN P6TN 61 2.79 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.63 C C.3c' 146.6 11.7 11.7 1.00 0.00' 0.71 0.00 0.50 0.00 1.00 1.00 43 P6TN P6TN 61 3.98 0.00 0.36 0.36 5.72 0.00 0.52 0.52 0.52 693 44.3 44.3 =Leff. 3.38 0.00 2.36 0 EVxiod 3.38 EVEQ 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB Page 16 of 60 16043 2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E5(D) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-B V I= 2.41 kips Max.aspect= 3.5SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.98 kips Sum Wind F-B V I= 6.79 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL off. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rom Unet Us,,R, OTM R U Usum U HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (PID (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 0 6.8 6.8 1.00 0.10 0.00 0.68 0.00 0.47 1.00 1.00 70 P6TN P6TN 101 4.27 2.05 0.37 0.65 6.13 1.52 0.76 1.40 1.40 A A.-2b 0 10.0 10.0 1.00 0.10 0.00 1.01 0.00 0.70 1.00 1.00 70 P6TN P6TN 101 6.33 4.50 0.20 0.32 9.08 3.33 0.62 1.12 1.12 0 0.0 0.0 1.00 0,001 0.00 0.00 0.00 0,00 1.00 0.00 0-- 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-- 07.30 2.03.00 1.22 1.22 10.85 1.50 2.16 2.16 2.16 8 B,2b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0- - ' 0.0 0.0 1.00 00 0.00 0.00 0.00 0.00 .00'= 0.00 0.00 0.00 0.00 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 7.0 0.00 0.00 0.00 0.00 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 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 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 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00'7 0.00 0.00 0.00 0.00 1.00 0.00 0-- -_- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0__ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00;, 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-= - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 - ,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- - 0 0,0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ _--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 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 0.0 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- ---- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 692.7 55.4 55.4 =L eff. 2.41 3.38 1.62 2.36 1.00 EVxind 5.79 EVEQ 3.98 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer "' denotes a TJSB 16043_2016.03.30_River Terrace(Lots 34-37)_Caicuiations.pdf Page 17 of 60 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E5(D) Diaph.Level: 2nd(main) Panel Height='' 9 ft. Seismic V i= 0.81 kips Design Wind F-B V I= 2.63 kips Max.aspect=` 3.5SDPWS-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. HD C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type V i OTM ROTM Unet Ueum OTM ROTM Unet Ueum .um Grid ID T.A. L(ft) LEN_(ft) I (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (p� A Ala 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.65 0.00 0.00 0.00 1.40 1.40 1.70 -0.32 0.80 0.80 A P. 0 20.8 20.8 1.00 0.15' 0.00 1.69 0.00 1.16 1.00 1.00 57 P6TN P6TN 810 10.00 20.0 0.00 0.00-0.93 -0.61 15.210.00 20.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- B B.1a 144.4 5.0 5.0 1.00 0.00 0.53 0.50 0.17 0.34 1.00 1.00 101 P6TN P6 206 4.56 0.00 1.05 2.27 9.26 0.00 2.14 4.29 4.29 B. B.1b 202.1 70 7.0 1.00 0.00' 0.74 0.70 0.24 0.47 1.00 1.00 101 P6TN P6 206 0.00 0.00 0.0 10 0 01 12.96 2.96 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 C C,1a> 109.8 11.3 11.3 1.00 0.15 0.40 0.92 0.13 0.55 1.00 1.00 60 P6TN P6TN 117 6.08 8.54 -0.23 -0.50 11.86 6.33 0.52 1.01 1.01 C C.1b 48.8 5.0 5.0 100 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 1177 9.37 9.37 25.01 -0.84 -0.85 5.00 0.00 0 85 20.29 0.29 18.53 8.53 0.10 0 75 0 70 _ 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 Q,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 000 .00 0 00 -- N_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00.00' 0.00 0.00 0.00 0.00 1.0 0.00 00--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 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 1 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 693 68.3 68.3=L eff. 2.53 5.79 0.81 3.98 r.Vumd 8.32 EVE() 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB Page 18 of 60 16043 2016.03.30 River Terrace(Lots 34-37) Calculations.pdf SHEET TITLE: LATERAL:S•S(side to side) CT PROJECT#: Unit E5(D) Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.36 kips Design Wind F-B V i= 4.04 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.36 kips Sum Wind F-B V I= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL off. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RoTM Line Us„m OTM Rom' U„e1 U=,m U*um HD (sqft) (ft) (ft) (WO (kilo) (kip) (kip) (kip) P (PIt) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.3a 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 3.21 1 1.3b 173.3 3.0 3.0 1.00 0.20 1.01 0.00 0.59 0.00 1.00 0.75 262 P4 P6 337 4.71 0.81 1.67 1.67 8.08 0.60 3.21 3.21 3.21 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 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** ** 4 3 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 5.13 449 5.23 1.1 0.18 8 2.21 2.21 2.23 2.21 8.9 8.98 0.88 4.82 4.42 4.82 8 0.88 4.42 4.42 442 693 10.5 10.5=Leff. 4.04 0.00 2.36 0.00 EVw,*e 4.04 EVEQ 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.03.30 River Terrace(Lots 34-37)_Calcuiations.pdf Page 19 of 60 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E5(D) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V I= 1.62 kips Design Wind F-B V i= 2.87 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.98 kips Sum Wind F-B V i= 6.92 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD . C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM linoUsum OTM Roan Unet Usum Usum Wall ID T.A. Lwall Loi or (sqft) (ft) (ft) (1(10 (4) (kip )( kiP) (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 1.2b 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 1 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 346.5 4.0 3.5 1.00 0.20 1.44 0.00 0.81 0.00 1.00 0.89 228 P6 P4 359 7.29 1.26 1.81 1.81 12.94 0.93 3.60 3.60 3.60 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4' 4.2a 103.5 2.0 7.0 1.00 0.15' 0.43 0.90 0.24 0.52 1.00 0.44 861** ** 664 6.89 0.95 4.46 6.89 11.95 0,70 8.43 13.30 13.30 4 4,2b' 129,4 2.5 7.0 1.00 0.15 0.54 1.12 0.30 0.65 1.00 0.56 689** ** 664 8.61 1.18 4.05 6.26 14.93 0.88 7.67 12.09 12.09 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ` 0.0 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 00' 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0; 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --• 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 r 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 `> 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 'i 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- -- 693 14.5 14.5=L eff. 2.87 4.04 1.62 2.36 22.,Vw;na 6.92 EVEa 3.98 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.03.30_River Terrace(Lots 34-37)_Caiculations.pdf Page 20 of 60 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E5(D) Diaph.Level: 2nd(main) Panel Height= 8 ft. Seismic V I= 0,81 kips Design Wind F-B V I= 3.02 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.79 kips Sum Wind F-B V i= 9.93 kips Min.Lwaii= 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. HD Wall ID T.A. Lwall LDL.R. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RoTM U„et Ue„m OTM RoTM Unet Us„m Usum (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2a 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 3 3,1a 173.3 9.3' 9.3 1.00 0.27 0.92 0.00 0,25 0,00 1,00 1.00 26 P6TN P6TN 98 1.97 10.58 -0.99 -0,99 7.33 7.84 -0.06 -0.06 -0.06 4 4.2a 50.52 3.8 13.3 1,00 0.15 0.27 1.33 0.07 0.77 1.00 0.96 228*" ** 4 4.2b 59.31 4.5 13,3 1.00 0.15 0.31 1.66 0.08 0.96 1.00 1.00 231"* *e 416 6.70 3.45 1.03 7.92 12.76 2.55 3.22 16.52"* - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 430 8.33 4.05 1.120 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 0.0 100 0,00 0.00 0,00 0,00 0.00 1.00 0.00 0. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 p 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- _-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 _ 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0_ --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 ' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--. - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0_ - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0._ - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0„ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- __- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 i 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0. 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 570 30.4 30.4=L eff. 3.02 6.92 0.81 3.98 22V,„,,, 9.93 22,VEQ 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.03.30_River Terrace(Lots 34-37)_Calcuiations.pdf Page 21 of 60 JOB#: Unit E5(D) ID: 4.3a&4.3b ALT w d1= 150 plf V eq 1177.6 pounds V1 eq= 523.4 pounds V3 eq= 654.2 pounds V w= 2020.5 pounds V1 w= 898.0 pounds V3 w= 1122.5 pounds ► > v hdr eq= 168.2 plf •H head= A I v hdr w= 288.6 plf 1 v Fdragl eq= 187 F2 eq= 234 Fdragl w= 1 F2 . 401 H pier= vi eq= 327.1 plf v3 eq= 261.7 plf 5.0 vi w= 449.0 plf v3 w= 449.0 plf feet Htotal= 2w/h= 0.8 2w/h= 1 9 . 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 plf 3.0 EQ Wind v sill w= 288.6 plf feet OTM 10599 18184 R OTM 3308 2450 UPLIFT 1157 2498 UP sum 1157 2498 H/L Ratios: L1= 2.0', L2= 2.5 L3= 2.5' Htotal/L= 1.29 4 ►A ► Hpier/L1= 2.50 Hpier/L3= 2.00 L total= 7.0 feet 16043 2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 22 of 60 JOB#: Unit E5(D) ID: 4.2a&4.2b ALT w dl= 150 p/f V eq 1722.2 pounds V1 eq= 765.4 pounds V3 eq= 956.8 pounds V w= 2986.3 pounds V1 w= 1327.3 pounds V3 w= 1659.1 pounds ♦ ---► v hdr eq= 246.0 plf ► •H head= A v hdr w= 426.6 p/f 1 v Fdragl eq= 273 F2 eq= 342 Fdragl w= • 4 F2 . 593 H pier= v1 eq= 382.7 plf v3 eq= 382.7 p/f 3.0 v1 w= 663.6 plf v3 w= 663.6 plf feet H total= 2w/h= 1 2w/h= 1 9 . Fdrag3 eq= F4 e.- 342 feet A Fdrag3 w= 474 F4 w= 593 P3 E.Q. 2w/h= 1 P2 WIND H sill= v sill eq= 246.0 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 10 4 I. Hpier/L3= 1.20 L total= 7.0 feet ► 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 23 of 60 JOB#: Unit E5(D) 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 •H head= A v hdr w= 267.6 plf i Fdragl eq= 324 F2 eq= 380 Y Fdragl w= 5 F2 722 H pier= vl eq= 225.4 Of v3 eq= 225.4 plf 5_0 vi w= 428.1 Of v3 w= 428.1 plf feet H total= 2w/h= 1 2w/h = 1 9 Fdrag3 eq= 4 F4 e.- 380 feet A Fdrag3 w= 615 F4 w= 722 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 140.9 plf 3.0 EQ Wind v sill w= 267.6 plf feet OTM 16905 32107 R OTM 12000 8889 v UPLIFT 409 1935 UP above 0 0 UP sum 409 1935 H/L Ratios: L1= 3.8 L2= 5.0 L3= 4.5 Htotal/L= 0.68 ► -4 01 ► Hpier/L1= 1.30 ► Hpier/L3= 1.11 L total= 13.3 feet 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 24 of 60 SIM. 4 4 S9.1 59.1 I- 4x12 HDR U B4 U N O • ® HUC416 HUC416 p (?)13Sx2i LVIL FB , m "fir' ..",,� — —'17-- ..'C„.i flM. BE �au u u u u I LiI FLOOR GT I I I I cc I" m 20" OPEN WEB JOISTS @ 19.2" O.C. _ D 6 59.0 T . DSC5 1 •i FLOOR GI/DRAG TRUSS (18/S9.0�_- T r -__ _��I I Ir 1\'1 I 2x6 AT - I Ili_ I 16" D.C. HIT420}____J_ of': 1HO 111 TYP. dl I 1111 10 " 1� 20"LVL FB } 59.3 0l LL �� STAIR FRMG. I t I . .~(2) 2X10' ; I (3)2x6 FB I UP TO I I .I 2x6 LEDGER, LEDGER AT LANDING TYP. U.N.O. ;—'—/ t �M.DATI1 i b ,; a •\1 I I 1 1/ 1 /I Len fir! p 8 --- ��.-- I \ / I . ' '1 11-71-1 111, / STX�1(/ y ' III '-' III; IR I I ( i III 11111 RAISED FRMG. 1 I '-i Ili I IIII' I \ I I II I PLATE • / \ --r' UP TOFI` II / \ I:1 / \:. --__ I BATH I I` 1111 -6 _L___÷: 4 Io -LANDING/POWDER 0 4 I I i AT +1'-244" I iHIT420 I ABV. MIDDLE F.F.-A-7-7--• T1 {TYPE EXTENT OF I I RAISED FLOOR 1 RAISED FLR. I , (DOT FILL) 1Y4-z20 LVL FB I SEE BELOW i I GT ABOVE / I Ii I I I '. I • UP r0 II ` 6X6 j=/% �% BED 2 HD UP TO "y- TECH. I 2x10 + HDR LEDGER UPPER FLOOR UNIT E-5(D) FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 25 of 60 :I I i1 Ii l (2)2x10 FB 1 SIM.0 cI OVER-FRAMING PLAN ;I � TO MATCH HT. OF RAISED FLR. RAISED FLOOR AT +143 / ; UPPER FLOOR WALLS I 2x10 @ 16" (' I 11 2 O. I C. T1P. - = 593 ti--,1 1.: \, 2x6 LEDGER I �--' 14.75" STEP ;I 8 HDR I1 S9.3 I I I 7 S9.3 RAISED UPPER FLOOR UNIT E-5(D) FRAMING PLAN 1/4"-V-0" TECH ROOM 16043 2016.03.30 River Terrace(Lots 34-37)_Calculations.pdf Page 26 of 60 18 POST ABOVE S92 p POST ABOVE EDGE OF DECK ABOVE 6x6 P.T. POST W/ ACE6 CAP, TYP. _ - -_- "T 6x12�R - . - r MB6 �r 10•_� a® B NDL�Q STUDS ' A OVEI 1I 6x6 P x8 LEDGER I ---� --LI- -"- 1 2X TRUSSESI % isti=: - - rar;, L. AT 24" O.C. / GT © CA03 GT 6x6 LOW ROOF I '„ ABOVE S HDR 6x6 ;I HZ5 TO BEAM UP TO I. ,t-,' ABOVE i j 314'54'BIG I LIVING SIM. BEAN I HU410 a I o �-' - v o> ,�, 111...—GT ABOVE w mT N� I 1! Li I .'% Dia 03 rnW o 3 `j �I) i.. "" H -10 rn� j 1 II S92 rYP. a T4 �'-�� ,>_I ri_T 3)t 9Y' :IG- ---_----_I -w 13'4 x9)2" I • III GT ABO !I RIGIDLAM LVL FB I % I 12 I � � 11 H2.5 TO :EAM S9.0 I 'Y I I. •NT. 5X2"x11/4" BIG BEAM 0 - .�- LEDGER ',� 410 L •,(I.: 6x, PO.T IV1 34 ® I 134" 9)z" RIGIPLAM 0 I ,.,°3 - _ LVL FB 1 LANDING F.F. AT +7'-0" m /1 4x4 POS FR PM +7•-0' ABOVE LOWER F.F. `g•\/ I- TO 8'- " A„V. LDW F F. SIM. I 2x6 AT 16" O.C. - 91/x_ll--ST.R F"MG. © tv 13;" 9)i" RIGIDLAM 452P I LVL FB \ / 6 BE'M FB —— — BUNDLED \STAIR/ II . i IMO i I _7 •' ' i' STUDS ABV. FRA�ING �I J G 1— I; RAISED FLOOR n\ I. J (DOT FILL) I ALJ 1i SEE LEFT , / \N I HU4 I ;; •A I I VIBt / ■ H �j 6x6 \1" )^•g)2 BI BEAMS ' �3 Ij" I I II 4r 1 It" I. mj I. 0 11• • i- F-- 'I 'aid IQ I a gj .1 m m I IW .°T'� I� I �I I� I � m m m m �I .� I hC I l' 1 , rn rn I 74 rn '' SIM. SII 3)2 O$",f#IG I IA' I •N T11.Ai I GT ABOVE _ -, — - mew "xa Da . r HUTIO n • / - M 9 4x8 HDR II '" JP TO I r,13xg1}e"a2IGID AM •I LEL FB D ® HUC01.81/9 BUNDLED STUD/ HUC01.81/9 FOR HEADER ABOVE R.H. PER 12/D7 FLOOR UNIT E-5(D) RIAM NG PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 27 of 60 , 1. TOP @ (2)2x10+10'-1FY4" '„B " 1 �` (3) 2x +Y4" PLWD. UNDER (2) 2X10 EDGE OF TJI PONY WALL I SUBFLOOR 12.75" TO RAISED BENEATH S7Ep FRAMING PLAN I 1 , I 1 MDR. RM. _ �� FIN. FLOOR ® kr. �F'' 1 +1'-3Y4 ABV. ' 2x1 0 MIDDLE FLOOR WALLS IDDLE FLOOR. ! 1fl" DC 5" PLATE +8'-1"—'F .------r" �I Ur I 2x1I' LEDGER 1 HOLDOWN STRAP L I 6+10'-1Y4" FROM ABOVE— I 13 59.3 idEih PLATE +8'-1" RAISED MIDDLE FLOOR UNIT E-5(D) FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 16043 2016.03.30_RiverTerr2ce(Lots 34-37)_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 Alttr .� . � PP"' ;•f T rlft %% tpr� 6 45„, c ,i1;Lic.#:KW-06002997 Licensee .t.engineering Description : Upper Floor Beams Wood Beam design UB1 •" .. �:' :, �" :' >4a [t'Fa��per 2ti0S NDS;3BC 2046,Cat 24117,ASCE 745 BEAM Size: 2-2x6,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.750 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=8.330 ft Design Summary 9SP014t35 Max fb/Fb Ratio = 0.635; 1 fb:Actual: 700.00 psi at 1.750 ft in Span#1 Fb:Allowable: 1,102.10 psi Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft.2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Total Defl Ratio Right Support 0.47 0.54 0.36 Live Load Dell Ratio 1290 >360852 >180 W ti Sea !eaten UB2 „v � latlbns, r2g1"Nle I , � El56)tf�r� 8{.',,r )043L'''� BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary We?'L%°ac°0 Max fb/Fb Ratio = 0.347 1 fb:Actual: 352.07 psi at 3.250 ft in Span#1 � Y Fb:Allowable: 1,013.55 psi Load Comb: +D+L+H � Max fv/FvRatio= 0.179: 1 A A fv:Actual: 26.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 n,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 Deft Ratio 1220>180 ood Be igli UB3 �ttladons per 2005 PID., IBt� Ca 20073; scE 1.o 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 W1bb Max fb/Fb Ratio = 0.082. 1 fb:Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi Load Comb: +D+0.750L+0.7505+H Max fv/FvRatio= 0.070: 1 A A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 ft,4x10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152 >360 Total Defl Ratio 13898>180 16043_2016.03.30_River Terrace(Lots 34-37)_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 r &:t - I / ;4 a ,6,, t 99 , if l e Iy..0,.:00,,, i � � , c , A, ;„ ;, �i, , . 4, � 3 , �'. 33 Lic.#:KW-06002997 Licensee c.t.engineering W40Cr8ea�1 sig UB4 ' Z 6,CBC2tO 5 S E ' � ' It3ns r 2ffw I+ S,IBC 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; 1 D(0.0720 S(0.10) fb:Actual: 786.29 psi at 7.500 ft in Span#1 Fb:Allowable: 841.45 psi . . .. �__. ......� ". ...�. Load Comb: +D+S+H • • Max fv/FvRatio= 0.313: 1 15.0 ft, 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 L:a�t 2� S,iB 206.req2007 AC 7-08 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 Unit Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary D 0.09750 L 0260 :::: Max fb/Fb Ratio = 0.165; 1 �� fb:Actual: 153.55 psi at 1.750 ft in Span#1 Fb:Allowable: 931.44 psi Load Comb: +D+L+H Max fv/FvRatio= 0.126: 1 A A fv:Actual: 18.94 psi at 2.730 ft in Span#1 3.50 ft.,2-2x10 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 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 VO4ittil �IfitDe$igrt,L UB6 1 a «, .� c tara'latfotitiritiAlit 1410Slet 2006,,CBC1 r ASCE?-q BEAM vSize: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary :_1U » __ Max fb/Fb Ratio = 0.199. 1 fb:Actual: 202.13 psi at 1.500 ft in Span#1 r Fb:Allowable: 1,017.19 psi '3 Load Comb: +D+L+H Max fv/FvRatio= 0.163: 1 A A fv:Actual: 24.42 psi at 2.400 ft in Span#1 a.o n z-z■s Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.005 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_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 30 of 60 CT Engineering 180 Nickerson,Suite 302 Project Title: Seattle,WA 98109 Engineer: Project Descr: (206)285 4512 Fax (206)285 0618 yew i Lic.#. KW-06002997 Lic � ` --X x ,.. �-.' , ..1� Lic , �� ;eft Description : Main Floor Beams Licensee e:c.t.engineering �+ � � MB1 „ A:; A A 'Caltulafions P- BEAM Size: 2-2x8,Sawn, Fully Unbraced ' ` ' €1'- Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Fb-Tension 850.0 psi Fc-Prll 1,300.0 si Fv Wood rade: ben p 150.0 psi Eend-xxd 1,470.0 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 Max fb/Fb Ratio = 0.555. 1 �� D 0.30 �°� f b•Altual: : 1 565.04 psi' s at 1.500 ft in Span#1 Load Comb: +D+L+H : ' Max fv/FvRatio= 0.455: 1 - = fv:Actual: 68.28 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi Load Comb: +D+L+H 3.0 a 2-2xe Max Deflections Max Reactions (k) D L Lr g W Left Sppo0.45 1.20 E H Downward L+Lr+S 0.012 in Downward Total 0.016 in Right Support 0.45 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in � MB2, Live Load Defl Ratio3041 >360Total Defl Ratio2212 >180 * i X * *k * * w . : al0ul s 5 ,100,.006*C#3C tn A.t,E 1--15 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Fb-Tension 850.0 psi Fc-Pal 1,300.0 Fv Wood Grade: No.2 Fb-Compr 850.0 psi Fc-Pe psi150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf rp 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 w fb:Actual: 848.86 psi at 1.400 ft in Span#1 8c�o1i dam) Fb:Allowable: 929.74 psi Load Comb: +p+L+H • Max fv/FvRatio= A a A fv:Actual: 120 38 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi Load Comb: +D+L+H 5.0 ft,2-2x10 Max Reactions (k) D L Lr SW Max Deflections Left Sppo0.71 1.88 E H Downward L+Lr+S 0.037 in Downward Total 0.050 in Right Support 0.46 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1638 >360 Total Defl Ratio 1189>180 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 31 of 60 CT Engineering Project Title: Engineer:180 Nickerson,Suite 302 EDescr: Seattle,WA 98109 (206)285 4512 Fax (20 6)285 0618 ; f uax s a - , ft - a � �r ra� ' v UPAe ° �, t,1!;0,17. * a4 - ,I B S 1 i Y Lic.#:KW-06002997 Licensee c.t.t engineering ,+ ,Bei eStgr 1 MB4t>ct 1�> x-; BEAM Size: 5.25x11.875,Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations, ons G ade Pis Bendin PSL 2.0E - Wood Species: iLevel Truss Joistnd-xx 2,000.0 ksi Fb-Tennsion 2,900.0 psi Fc-Prll 2,900.0 0 psi Ft 2 025.0 psii Emenbend-roc 1 016.54 ksi Density 32.210 p cf Fb-Compr 2,900.0 psi Fc-Perp 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 "" oto�5o Llo ao) Max fb/Fb Ratio = 0.605; 1 fb:Actual: 1,733.60 psi at 7.440 ft in Span#1a Fb:Allowable: 2,866.74 psi Load Comb: • • Max fv/FvRatio= 0.455: 1 15.50 ft, 5.25x11.875 fv:Actual: 132.02 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi Max Deflections Load Comb: +D+L+H Max Reactions (k) ID L Lr S W E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Left SupportS1.65 4.38 Live Load Defl Ratio 477 >360 Total Defl Ratio 347 >180 Right Support 1.21 3.22 , , e Wig; i�►SE1�-itS mod a m*?-Sfgii 'M65 : ;;. � i5141Tk CBS BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations, ons Gr de Pis Bendin PSL 2.0E - Wood Species: iLevel Truss Joist00.0 ksi Fb-Tennsion 2,900.0 psi Fc-Prll 2,900.0 psi Ft 2 025.0 psii Emenbend-xx 106.54 ksi Density 32.210 p cf Fb-Compr 2,900.0 psi Fc-Perp 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@1.0ft Point: D=0.660, L=0.720, S=0.540 k @ 4.0 ft Point: D=0.440, L=0.480, S=0.360 k @ 10.50 ft Design Summarya�� D(0.1238)L(0.330) Max fb/Fb Ratio = 0.708; 1 fb:Actual: 2,006.31 psi at 4.025 ft in Span#1 �� � Fb:Allowable: 2,834.87 psi • Load Comb: +D+L+H • • Max fv/FvRatio= 148 831 psi 1at 0.000 ft in Span#1 • 10.50 ft,3.125x10.5 iv:Actual . Fv: Com Allowable: +L+H psi Max Deflections Load Comb: +D+L+H p L Lr S W E H Downward L+Lr+S 0.240 in Downward Total 0.343 in Max Support (k) Upward L+Lr+S 0.000 in Upward Total 0.000 in Left Support 1.26 2.400.50 Live Load Defl Ratio 525>360 Total Defl Ratio 367>180 Right Support 1.36 2.51 0.58 O, x- . De qii* MB 6 % uj0a4r 2005 Nat; BetOp6:C13 lGti�t --i#s' BEAM Size: 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinwons Grade NioBending Wood Species: Douglas Fir-Larch 1d psi Ebend-xx 1300 ksi Density 32.21 pd Fb-Compr 875 psi Fc-Peelrp Fb-Tension 875 psi Fc-Ppsi 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.50 ft Design Summary D 0.06750 L 0.180 Max fb/Fb Ratio = 0.990; 1 fb:Actual: 689.04 psi at 7.500 ft in Span#1 ImImImImlwmimimrimimim Fb:Allowable: +D9L+H psi Load Comb: A A Max fv/FvRatio= 0.283: 1 15.0 ft, 6x12 N:Actual: 38.45 psi at 0.000 ft in Span#1 Fv:Allowable: 136.00+ psi Max Deflections Load Comb: W E H Downward L+Lr+S 0.227 in Downward Total 0.313 in MaxLeft Support (k) g . Lr S Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 0.51 1.355 Live Load Defl Ratio 791 >360 Total Defl Ratio 575>180 16043 2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 32 of 60 CT Engineering 180 Nickerson,Suite 302 ProjectngnTitle:: Seattle,WA 98109 Project r: Project Descr: (206)285 4512 Fax: (206)285 0618 Lic.#. KW-06002997 .,' ?�., ,. a *.... • 11 ) � 1 #t1f.13rt.,, , d 0aITI"L eSgn MB7 Licensee.c t engineering " 4a�tt#ttllni jC 23ELS*I E Ty 00 0 BEAM Size 2-2x10,Sawn, Fully Unbraced ., T, Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Fb-Tension 875.0 psi Fc-PM 600.0 si Fv Wood Grade: No.2 Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 170.0 si Ebend-xx1 470.0 0.0 kksi si Density 32.210 pcf 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 fb:Actual: 201.88 psi at 6.250 ft in Span#1 °{9a1§8 f°ood��ol Fb:Allowable: 946.00 psi Load Comb: +D+L+H Max fv/FvRatio= 0.064: 1 A A fv:Actual: 10.96 psi at 11.750 ft in Span#1 Fv:Allowable: 170.00 psi 12.5o 2-2X10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W Left Su 0.06 -0.17 E H Downward L+Lr+S 0.000 in Downward Total 0.000 in Right uport -0.06 -0.17 Upward L+Lr+S -0.058 in Upward Total -0.079 in Live Load Defl Ratio 2606>360 Total Defl Ratio 1895>180 ANidr>�r�eslrn MB9 IL S; B 2006,; 24D07,A CE T-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 Max fb/Fb Ratio = 0.413. 1 cco°o'm Liezoi 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= • ' fv:Actual: 0.603: 1 A • 298.89 psi at 0.000 ft in Span#1A Fv:Allowable: 496.00 psi Load Comb: +D+W+H 6.50 n, 3.5X9.5 Max Reactions (k) D L Lr g W Max Deflections Left Support 0.28 0.65 E H Downward L+Lr+S 0.021 in Downward Total 0.120 in Right uppo t 0.28 0.65 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in 1.17 1.19 Live Load Defl Ratio 3743>360 Total Defl Ratio 650>180 16043_20l6.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 33 of 60 CT Engineering Project Title: Engineer: 180 Nickerson,Suite 302 Project Descr: Seattle,WA 98109 (206)285 4512 Fax (206)285 0618 su Ai ,,, , o 1� � ,1*, ...a, Licensee c t.engineering ter® ws motto � : , , Lic.#: KW-06002997 � �' -� � W�Be>�D$Si+ ..k MB10 - 50 BEAM Size: 3.125x9,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations, GradeAxis BendingV4 Wood Species: DF/DF 1800 ksi Density 32.21 pd Fb-Tension 2400 psi Fc-Prll 1650 psi Fv 11002psi Emend-xx xx 930 ksi Fb-Compr 1850 psi Fc-Perp 650 psi FtP Applied Loads Unif Load: D=0.020 k/ft,Trib=4.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=8.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Eng Design Summary o o szo '�ut'� ammimmir Max fb/FbActual Ratio = 0.521psi 1 fb:Actual: 1,977.56 psi at 1.018 ft in Span#1 Fb:Allowable: 3,795.92 psi • 0 Load Comb: +D+W+H A A Max fv/FActual: o= 368.970.870 si tat 0.000 ft in Span#1 6.50 ft, 3.125 iv:Actual Fv:Allowable: +W+ psi Max Deflections Load Comb: +D+W+H D L Lr S W E H Downward L+Lr+S 0.038 in Downward Total 0.164 in Max Support (k) 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Left Support 0.65 1.04 1 17 1.19 Live Load Defl Ratio 2062>360 Total Defl Ratio 477 >180 Right Support 0.65 1.04 Page 34 of 60 16043 2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf C T E Ny G I N E E R I N G 180 Nickerson St. INC. Suite 302 Project: Seattle,WA Date: 98109 Client: (206)285-4512 Page Number: FAX: (206)285-0676 -VP ids ,, '4` -5: -zi,i z_lip'. _ ,k, __pot_....____ 1 1 ) 1 I i ) / ( -iir ) 1 I 1 II .4141 Li i 1 mit ii , will (A....----7- 11/1) J. (414(2 1 (-4—')( 16.) 4- z( )s2,( -(z)'k)C s 9vv 9� )' - - (4Lei)L4464 .-- ?-669-0f-- , 1,/, !21 iN, Gil Wh .._ e u, , D -1\ 066\e_-_5 . 6\)C l51 -p * (Lcf )) \zE) tfi �i51 2(3 w S d? l 3� = Ic97 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 35 of 60 Structural Engineers _ ROOF BELOW 0 15'-4" 10Y g,_8. 2 2'-5" 01-8' a'-10" 111 t--CL COMMON WALL Q COMMON WALL a'-1o" x } EXTENT OF 1-HR 6-0 4+0 SL 0 lay I1 EXTERIOR o� WALL. 3/D1 -- I IL _ -.T-1 I WALL BELOW Ii I= INSULATE FLOOR i.i i� OVER UNHEATED a ii '1 S Bedroom 2 N a II a a m m IM tp N 11 . I iI ti 1 -41/2 3 10 Y I i22"x30ATTIC ACCESS 5 SH. C m \ A 2_, 24"TB TB i BIF01D\I I m" Bath r; , ®1rl I 1 IDN 1 .n 11 in'' p TP[i® '-- -' 11 M i 1_-,_ i1 1 N u1�l 4' " fW ' -v i SHOWER FIio i_—-'i-=m 1 M. Bath —4 H W = �1' LOW WALL 4'-10Y4"V 3'-6 4 io 1 42" A.F.F. 124 I "' SEE SHT. II 1 ' , U8 FOR -� y � STAIR �I 1 ,rnC Q 0 DETAILS 1 MB RADON REDUCTION I3.-5Y2 SYSTEM 11 8' 4Y2 . ... 1 1 I Aa I IIv nl i'Master p' • Il Bedroom t I i I RAISED CEILING ea PERiTRUSS I MANUFACTURER 1 I I' "--`"- 1 .::EGRESS': :...... /- ......:......._Qi 5-0 4.6 SL - 49 EXTENT I i OF 1-HR EXTERIOR I 4.-11" 4'-9 WALL. 1'-8" 9'-8" 1-2" 2-5" } 3/D1 i UNIT K-5(D) UPPER FLOOR PLAN FRENCH REVIVAL Page 36 of 60 16043 2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf 15'-4" 11-104 3'-5y" r1 COMMON WALL- RQOF A_80‘,5 20 I �_�3 I N� Q T COMMON WALL I t1-7" 4•-3" 4•-3" 5_3fm y Jr I Deck -� I p I I � FLOOR'ABOVE �-.5.,I 1-&5- 6-0O SGD SAFE (1.zAZ {r" _C - - ^.fir —%. I in mr II ll I' �� II Living I11 e I TILE HEARTH Ii il (OPTIONAL)---_, I IFACTORY-BUILT DIRECT VENT GAS FIREPLACE I m II I IN UNHEATED SSPACCE SULATE FLOOR RI D °II I ,, II I• II N II f'--0.. 3,-6" tr II I • DN N 0 1 lh 1 Dining o iI I. II -CONTINUE COMMON i 1' .. I WALL GWB N II I THROUGH FURRING LOW WALL o , 3'2" 1' a ITYPICAL 42" A.F.F. 0 II r I k U�A 1 I r - �- Il XV ak II 2'-8" ,- BLOOW JI n .. \4 SEE SH T. ♦�{;4. ,6 t y I U8 FOR STAIR DETAILS RADON IIMITIGATION 1' I' i I VENT STACK �i OPEN RAIL 0/PONY WALL: TOP OF WALL +22" A.F.F. II , N UP-e— 1 If i I I TOP OF RAIL +36" A.F.F. o I� � 111 0 ^—1 /�' T `r 1 I c°I d © _nI e i! di o 2� 12•-6)• 3.-t'2 3,-71Y2 r F o 1 I I ...,.1: WALL BELOW. ,: I I INS. FLOOR I I I I DW rr ; OVER UN- II 1-1-1- 1- -1-4. HEATED SPAC •�� I --- i •.a.,....: 1-2 2-6 FIXED' EXTENT 5-0 416 SL 1 1 ROOF OF 1-HR I e J BELOW I EXTERIOR I I m WALL. I U 3/01 SIM. e 4'-10" 4'-10" 4, ,1'-8".. 1-8.. 9.-8" 4, 4'-0 ' 1 15'-4" I UNIT K-5(D) MIDDLE FLOOR PLAN 1/4-.1.-0" FRENCH REVIVAL 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 37 of 60 15'-4" 11'-103Y4" 3'-5Y4 � T COMMON WALL h �p COMMON WALL DECK ABOVE t 5-9" I n 8-0 7-0 SOHO Garage U OCCUPANCY WALL FINISH: %" m GWB CEILING FINISH ° W TYPE X GWB o GWB EWRAP EALL BEAMS DIRWATERVENT HEA ER '® BELOW CEILING AND FURNACE LEVEL INSULAE FLOOR ABOVE. DOORS SHALL BE SELF-CLOSING �- • O I 20 MIN. RATED "- c.74 - " I _ O j 1- j �.; 4-0 MAL• FURN. . McCfkI R3 OCCUP.Ij UP, STEPS T I, AS REVD r e r e ' —t— S & P _..I I 7 - "Ill• ? z-o v ; N W z-' BIFOLD PW.r.= zoo RADON Ili a z`� EDUCTION b IL "� NN SYSTEM UP LOW WALL +36" * �f ABV. NOSING '-6" •r W/W00D CAP 1 Den R3 OCCU'ANCY 'r Entry 'Il I _N 5-0 4-6 SL T MS SAFETY GLAZING JI . nr --fL��R IMO -T- -N I• EP � L 6.-6" k 3'-6" 10;2'-1"k 2'-5" I Porch TI I T II UP } 10'-10" 4'-6" UNIT K-5(D) LOWER FLOOR PLAN FRENCH REVIVAL 16043 2016.03.30_River Terrace(Lots 34-37)_Calculations.Pdf Page 38 of 60 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K5(D) Step# 2012 IBC ASCE 7-10 1• OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 5. 1.0 Sec.Spectral Response Si= Figure 1613.3.1(1) Figure 22-1 = 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthouake.usqs.qovidesignmaps/us/application.php http://earthq uake.usgs.q ov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(1) Table 11.4-1 Figure 1613.5.3(2) Table 11.4-2 SMS=Fa*Ss SMS= 1.08 SMS=F�*Si EQ 16-37 EQ 11.4-1 SMi= 0.67 EQ 16-38 Sips=2/3*SMS EQ 11.4-2 Sips= 0.72 EQ 16-39 Soy=2/3*SMS EQ 11.4-3 SDI= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D 9. Seismic Design Category 1.0s SDC = D Table 1613.5.6(1) Table 11.6-1 10. Seismic Design Category Max. Table 1613.5.6(2) TableM 11.6-2 g 9 �Y SDC= D Max. Max. 11.(N&S) Wood structural panels - 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 N/A 13.(N&S) Overstrength Factor °= 3.0 N/A Table 12.2-1 ' Table 12.2-1 14.(N&S) Deflection Amplification Factor Co= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength FactorN/A Table 12.2-1 o= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor Co= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No j 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_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 39 of 60 SHEET TITLE: CT PROJECT#: Unit K5(D) Sps= 0.70 h„ = 25.92(ft) SDI= 044 x = 0.75ASCE 7-10(Table 12.8-2) R= 6.5 CI= 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=Sps/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=S01/(TIMED (for T<TO 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Sol*TO/(Tz*(R/IE)) (for T>T I) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 WASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3(EQ 12.8-11) (EQ 12.8-12) C,x = „„' iy ,h.k wX :hXk DESIGN SUM DIAPHR. Story Elevation Height AREA DL Ew, >h k S Vi DESIGN Vi LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) 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 3.13 2nd(main)' 8.92 8.92 8.92 598 0.030' 17.94 160.0 0.17 0.70 1st(base) 8.92 0.00' SUM= 53.8 944.8 1.00 4.13 E=V= 5.78 E/1.4= 4.13 Page 40 of 60 16043 2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K5(D) F-B S-S ASCE IBC Ridge Elevation(ft)= 44,00 40,60ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. ._ Building Width= 19.0 40,0'ft. Basic Wind Speed 3Sec.o.0= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable PS30 A= 24.1 24.1.psf Figure 28.6-1 Ps30e= 3.9 '. 3.9 psf Figure 28.6-1 Pswc= ` 17.4 17.4 psf Figure 28.6-1 Ps3oD= 4,0 4,0 psf Figure 28.6-1 > = 1.00 1.00' Figure 28.6-1 Kr= 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*Krt*Iw*windward/lee: 1.00 0.00 Ps=A'Kit'i`R30= (Eq.28.6-1) Ps0= 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.venge= 20.8 0.0 psf Ps e.nd Daverage= 4.0 0.0 psf a= 3 3 Figure 28.6-1 2a= 6 6 width-2.2a= 7 28 MAIN WIND-ASCE CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) 1.00 1'.00' B) Wind(F-B) Wind(S-S) 1.00' 1.00 pa(Fpat 10 pat min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AS Ac AD wind wind ND 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 V�F B F WINS SUM ( > V( B) Vi(S-S) V(S-S) 44.00 18.1 0 217 0 126.6 0 217 0 506.3 Roof -- 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 6.7 0.0 3.01 6.73 6.73 6.73 0.00 0.00 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 2.6 0.0 3.49 2.58 2.58 9.31 0.00 0.00 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 2.7 0.0 3.66 2.71 2.71 12.02 0.00 0.00 0.00 0.00 1st(base) 8.92 0.00 AF= 751.3 AF= 1582 12.0 0.0 V(F-B). 12.02 V(S-S)= 0.00 kips kips kips kips 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 41 of 60 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K5(D) Min/Part 2(Max.) Min/Part 2(Max.) Wind(S-S) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F B) Wind(F-B) Wind(SS) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM „RF B) V(U B) Vi SUM (S-S) V(SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.00 0.00 0.00 0.00 6.73 6.73 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00' 0.00 2.58 9.31 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00' 0.00 0.007 0.00 2.71 12.02 0.00 0.00 1st(base) 8.92 0.00 0.00 V(S-S). 0.00 V(F-B). 12.02 V(SS)= 0.00 V(F-B)= kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 6.73 4.04 4.04 0.00 0.00 0.00 3rd(uppr) 8.91667 8.91667 8.91667 2.58 1.55 5.59 0.00 0.00 0.00 2nd(main) 8.91667 0 0 2.71 1.63 7.21 0.00 0.00 0.00 1st(base) 0 0 V(F-B)= 721 V(SS)= 0.00 kips kips 16043 2016.03.30_River Terrace(Lots 34-37)_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 F- � y g � �„ ,, ty S,. :t �Oftk 1, � p)q• , s F' �14s .. v e t�194 1 4 ' V , ` �9 Yng C#yam, r tsR, 2 1 ' �� A,/4, .3-e-7,,-.-!,;(4„--r:A------7-7-4qy - 4,--.4,,,, ,.,.)-Ii--.-----4,5.55' rl.„.„,s,..,....i.,, ,,,. .,. *,,„.. „i,,..„ ,..ri,„„, . ..4., „,74,-,--41:—.7 1: 1 A*61- ,J.' T atin ,,, . .„,„...„ ,,,, ,,„..,vz1.4.;, , . . .. �� r e 1i e a.y I '` � �, ,, n �”i�ptl�est= USGS-Provided Output SS = 0.972 g SMS = 1.080 g SDS = 0.720 g S: = 0.423 g SM: = 0.667 g SDl = 0.445 g Fo;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. MCER Response Spectrum Design Response Spectrum o„ss 0,00 1.10 tn 0 01 004 0.22 0.04 0/1 ofk 0,40 li 044 4 #.ss 0,12 4-44 4 0,40 , 0.22 0. 4 0.22 010 0.02 2i0,40 4. too 09.20 0,40 0. * Pf.4 1.' i,11.40 1.40 1.00 2.00 PtrIo4 T(sass) d, 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_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 43 of 60 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 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 1l (to ogeometric Set and meann ground motions computed by the USGS by applying factors 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(11`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 Vs Nor No su 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 su < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 16043 2016.03.30_River Terrace(Lots 34-37)_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 Ss < 0.25 Ss = 0.50 S5 = 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 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 S, <_ 0.10 S1 = 0.20 S1 = 0.30 Si = 0.40 Si 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Si For Site Class = D and S, = 0.423 g, F,= 1.577 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 45 of 60 Equation (16-37): 5" = FeSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SMl = F,SI = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % SMS = 2/ x 1.080 = 0.720 g Equation (16-40): Sol = % SMS = % x 0.667 = 0.445 g 16043_2016.03.30_RiverTevrace(Lots 34-37)_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 Sps I or II III IV Sps < 0.167g A A A 0.167g <_ Sps < 0.33g B B C 0.33g 5 Sps< 0.50g C C D 0.50g 5. Sps D D D For Risk Category =I and Sp.= 0.720 g,Seismic Design Category= D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF S01 I or II III IV S01 < 0.067g A A A 0.067g <_ S01 < 0.133g B B C 0.133g <_ Ss, < 0.20g C C D 0.20g 5 SDI D D D For Risk Category =I and S. = 0.445 g,Seismic Design Category= D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 47 of 60 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K5(D) Diaph.Level: Panel Height=Roof 8 ft. Seismic V i= 2.03 kips 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 LDL eff. C u w dl V level V abv. V level V abv. 2w/h v i Type Type V i OTM RowUnet U:um OTM Row lingU.= Usum HD (ft) (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 108 10.8 10.8 1.00 0.15 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 A A.3b 82.92 8.3 8.3 1.00 0.15 0.56 0.00 0.28 0.00 1.00 1.00 34 P6TN P6TN 68 2.25 4.59 -0.31 -0.31 4.48 3.40 0.14 0.14 0.14 A A.3c 108 -'10.8 10.8 1.00' 0.15' 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00, 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 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 8.3c': 0 0.0 0.0 1.00 0.15' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 598 54.3 54.3 =L eff. 4.04 0.00 2.03 0.00 EV,«nd 4.04 EVE. 2.03 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB Page 48 of 60 16043_2016.03.30 River Terrace(Lots 34-37) Calculations.pdf SHEET T CT PROJECTTITLE:#: UnitLAK5(D)ERAL F-B(front to back) 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= 5.59 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eH. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM R U Ue OTM R U Ue U (sqft) (ft) (ft) yP yp oiM net um o7M net um sum HD (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (klp) 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- - 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 1,90 0.00`' 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.0010.00 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 -0.42 0.00 0.00 0.00 0.03 0.13 - -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 -0.631124.710 310.25 -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 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0_- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00- - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0_,- 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00 0.00 0.00 0.00 0.00 1.00 0.00 0__. - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0_, 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_. - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-, - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0_-_ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 649.3 65.3 65.3 =L eff. 1.55 4.03 1.40 2.03 1.00 EVwind 5.58 uVEQ 3.43 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer "' denotes a TJSB 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 49 of 60 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K5(D) Di Di Level: 2nd(main) Panel Height=' 9'ft. Seismic V I= 0.70 kips Design Wind F-BVI= 1.63 kips Max.aspect=' 3.5'SDPWS-08 Table 4.3.4 Sum Seismic Vi= 4.13 kips Sum Wind F-BVI= 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 ax. HD T Grid ID T.A. Lwall LDL en. C0 w dl V level V abv. V level V abv. 2w/h vi Type Type V i (OP ft) (kROTft) (kip) (kip) (OT-ft) (kip-ft) (kip) (kip) (kip) (s9ft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) N (p f) A A.1a 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 70 0 00 0.00 01800000 -0 39 0.00 0.00 0.00 0 52 0 62 A A.1b 0 0.0 00 1.00' 0.15' 0.00 0.00 0.00 0.00 1.00 0.00 0- A A.1 c_ 211.1 R 21.0 21.0 1.00 0,15 0.48 1.06 0.21 0.66 1.00 1.00 41 P6TN P6TN 740 0.00 20 00 0 0.00 10.00 20 00 0 00 0 00 0.00 0 6.0 6.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.000 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- B B.1a 142.4 11.7 11.7 1.00 0.15 0.33 0.97 0.14 0.59 1.00 1.00 63 P6TN P6TN 111 6.59 9.19 -0.24 -0.66 11.69 6.81 0.44 0.57 0.67 B B.1b' 137.3 11.3 11.3 1.00 0.15 0.31 0.94 0.14 0.57 1.00 1.00 63 P6TN P6TN 111 6.36 8.54 -0.21 -0.21 11.27 6.33 0.47 0.47 0.47 B B.1c 122 10.0 10.0 1,00 0.00' 0.28 0.83 0.12 0.51 1.00 1.00 63 P6TN P6TN 111 5.65 0.00 0.61 0 65 0.00 0 0.51 1- - 0.0207 0.00 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 0.000 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- __- - p 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 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 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-' --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0"' -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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- --- - p 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 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- __- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- __- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 710.8 69.7 69.7 =Leff. 1.63 4.30 0.70 2.63 'V,„,,d 5.92 EVEQ 3.33 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB Page 50 of 60 16043 2016.03.30_River Terrace(Lots 34-37) Calculations.pdf SHEET TITLE: LATERAL S-S(sidetto side) CT PROJECT#: Unit K5(D) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 kips Design Wind F-B V i= 0.00 kips Max.aspect= 35SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.03 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RoTM U„,1 U,„,, OTM RoTM U„,1 U,„,„ U,,,,, HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kilo) P (Plt) (loll) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.3b 299 4.3 4.3 1.00 0.15 0.00 0.00 1.02 0.00 1.30 1.00 305 P4 --- 0 10.57 1.27 2.54 2.54 0.00 0.94 -0.26 -0.26 2.54 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3b 299 4.0 4.0 1:00 0.20' 0.00 0.00 1.02 0.00 1.30 1.00 330 P4 --- 0 10.57 1.44 2.74 2.74 0.00 1.07 -0.32 -0.32 2.74 598 8.3 8.3=L eff. 0.00 0.00 2.03 0.00 EV,,,„,d 0.00 EVEQ 2.03 Notes: • denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 51 of 60 IL SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K5(D) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.40 kips Design Wind F-B V I= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.43 kips Sum Wind F-B V I= 0.00 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wnd E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RQTM U„et U,,,, OTM RoTM Unet Usum Us„m (soft) (ft) (ft) ()cif) (kiP) (kip) (kiP) (kiP) P (Plf) (Pif) (kip-ft) (kip-ft) (kip) (kiP) (kip-ft) (kiP-ft) (kiP) (kiP) (kip) 1 1.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1_' 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2b 336.4 4.5 4.5 1.00 0.20 0.00 0.00 0.74 1.02 1.30 1.00 507 P2 -- 0 20.55 1.82 4.89 7.62 0.00 1.35 -0.35 -0.67 7.62 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0- 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 635.4 8.8 8.8=L eff. 0.00 0.00 1.40 2.03 L'V„;fd 0.00 2.;VEQ 3.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 52 of 60 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K5(D) 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 ett. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet U..m OTM ROTM Une1 Usum Ueum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (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 1,21) 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 4.2b 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 1.0C 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=L eff. 0.00 0.00 0.70 3.43 EVµ,;,,d 0.00 EVEQ 4.13 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.03.30_River Terrace(Lots 34-37) Calculations.pdf Page 53 of 60 JOB#: Unit K5(D) ID: 4.1a&4.1b w dl= 150 plf V eq 2673.4 pounds V1 eq= 1689.4 pounds V3 eq= 984.1 pounds V w= 0.0 pounds V1 w= 0.0 pounds V3 w= 0.0 pounds v hdr eq= 236.0 plf A H head= A v hdr w= 0.0 plf 1 v Fdragl eq= 746 F2 eq= 434 a Fdragl w= 6 F2 . 0 H pier= v1 eq= 422.3 plf v3 eq= 453.2 plf 5.0 vl w= 0.0 plf v3 w= 0.0 plf feet H total= 2w/h= 1 2w/h= 0.932 9 Fdrag3 eq= 7 • F4 e.- 434 feet 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 • UPLIFT 1510 -629 UP above 0 0 UP sum 1510 -629 H/L Ratios: L1= 4.0 L2= 5.0 L3= 2.3 Htotal/L= 0.79 ► 4 ►r Hpier/L1= 1.25 4 0 Hpier/L3= 2.15 L total= 11.3 feet 16043_2016.03.30_River Terrace(Lots 34-37)_Calcuiations.pdf Page 54 of 60 4x12 HDR OU e z N 14 GT m ® HUC416 59.0 a HU C416 ABOVE; (2)�3a" LVL FB GT r -j~ nQQ -IT- ABOVE, I N.m 4,10 HDR,._.T.--.--4§ .Mx 0_HDF o,m I I a'�,� UP 7J -� �v BED I I u IL u u u u u Li u 1 FLOOR GT I I 6 i'� 1 S9.0 71P. II II j1 I I I 20" OPEN;WEB JOISTS ® 19.2" O.C..11 I I II UP TO 11�_ BATH FLOOR GT HIT420 I'Ire- �_-j STAIR i ;III T j I FRAMING/ 6 III \ I TYP. 59.0 ii; t- i 111 II IIi1,11,_6 `III 1 / , I / l i m\ 1 ,� I I 6 , 11 ; I x / 1 i9,v / I j 11 UP TO 4. 27,_(1,_,_,„,,i7,1\ 11, M./BATH-� I I \\ IIS r I; 11 _ 1 , ii 144"x20" I LVL I-B I I III ' q IO 4 11'0 II 11 I .y, I I I II I I•I I I I I I III. 1!O 1 _ GT ,l, ?� __a.�. ABOVE HDR (2)13'..x20 UP TO LVL FB M.BED GT ABOVE UPPER FLOOR UNIT K-5(D) FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 55 of 60 POST ABOVE W� POST ABOVE 6x6 P.T. POST W/ ACE6 POST CAP - • - PT 4x12 HDR--- TYP. " -I--- m o MB6 N I 4x8 FB x F 4 BEARING I a ID i ,Y 59.2 STUDS ABV. a; J.L_ 2x8. LI EDGEJi 4 •,i I` 3 " 0DUP TO 1 1 CASCADE LIVING HDR I u I 0 I . `O I 59.2 TYP. IIz o� I NI 1 d I 1 I ' 3)"x1014 CASCADE I I SL DR IA I I TYP. el j ,I, rry_ I I 1 I III-1 I r*4-4� 1 11 "x9)4 " I Q I 1 I RIBDLAM I I I \\LVL FB I I \ 1 I I 3)4 1O) C�SCADE S.L. DR \\\ it 1 I 'r � — 1 Ifr ©: _ I C'STAIR\ I I P06l FRAMIN� I ` I I A301 I III I II \ j I I I Y i m 111 i 13;'x9' \\ I Im 1I Im i I I�tICIDLA14 LVL 4 j I LI m w 1j n ,1� �55 °'J I I WI 4 JP TO Im x x� rn o I j� (ITCHEN i I-it j I I" 1 DEMO I ,1 I HD�R GT ABOVE ,1,.I - I GT AB . CONT. TO POST AT BUNDLED STUDS I ADJACENT UNIT I 1/ 48 HDR�_� FOR HDR ABV. - - J ® v A _ I 4x4 W/AC4 TRUSSES AT PORCH ROOF 24" O.C. SYMMETRICAL ABOUT R.H. PER 12/07 1 THIS LINE MAIN FLOOR UNIT K-5(D) FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.03.30_River Terrace(Lots 34-37)_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 Lic.#:KW-06002997 oar 6 er3 ,t Licensee:c.t.engineering Description : Upper Floor Beams Wpd Beam pesig(f ' U B 1 bks.. .*; , ` u i *rr*054iVL s 1BC00 ;,cOr 74'AS E '-oe 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-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=3.0 ft Design Summary Max fb/Fb Ratio = 0.327. 1 °° TRI°,'zT fb:Actual: 321.48 psi at 4.250 ft in Span#1 Allowable: 982.51 psi Load Comb +D+L+H • .,. \ .. Max fv/FvRatio= 0.154: 1 A • fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.50 n,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_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 57 of 60 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project Descr: Seattle,WA 98109 (206)285 4512 Fax: (206)285 0618 s# yz E� �` til ' A wee :. j.,, � '3'f'-'-',,r. �, .<c.. .. � Licensee:c.t.engineering Lic.#:KW-06002997 �Descrl tion Main Floor Beams ; i 11t3�1 1<i� '-,B1 �, �. .. � I ICfS OBe2006 tBcc, ;ASCE -4#5 mac-=: . *" * ;% . BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Wood Grade: Fb-Tension 1,000.0 psi Fc-PrIl 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pct 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 0 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 • 1111 Load Comb: +D+L+H A - Max fv/FvRatio= 0.683: 1 fv:Actual: 44.38 psi at 2.400 ft in Span#1 3.0 2-2x8 Fv:Allowable: 65.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.78 Live Load Dell Ratio 4679 >360 Total Defl Ratio 3403 >180 Bei*I}is Int MB2 ,,..7 E,. ,4 r ,. , ., � 20Gs DS IB 2OOG, ASCE. BEAM Size: 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unit Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 9.a04 Point: D=0.120, L=0.320 k @ 4.50 ft a rr Design Summary Max fb/Fb Ratio = 0.498: 1 ................. ).0 0low 150 0.040 limmim fb:Actual: 985.10 psi at 4.500 It in Span#1 Fb:Allowable: 1,977.35 psiti ' Load Comb: +D+L+H • ID Max fv/FvRatio= 0.164: 1 A A fv:Actual: 50.69 psi at 0.000 ft in Span#1 10.0 ft, 1.75x9.5 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 1. 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 1 a$tialrr` besi gi MB 3 CaiOuia on �5 NC1s, BC lOO CBC �CE 7 5 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-PrIl 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Design Summary ����L 0.320 Max fb/Fb Ratio = 0.749: 1 fb:Actual: 759.67 psi at 2.750 ft in Span#1 r,� �... _ ._.. �_a.,�.�. .ter �e Fb:Allowable: 1,014.63 psi • Load Comb: +D+L+H A A Max fv/FvRatio= 0.43$: 1 fv:Actual: 65.65 psi at 0.000 ft in Span#1 5.50 ft.2-2x6 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D LLr S W E H Downward L+Lr+S 0.053 in Downward Total 0.074 in Left Support 0.33 0.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.33 0.88 Live Load Defl Ratio 1234>360 Total Defl Ratio 897 >180 Page 58 of 60 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf 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 YirtnA Beam sfOre MB4 ` . 0rx 4, A, w „At x A,: ' c a% s t loVE!c2006 0BG 7, E -O BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-PrIl 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0,965. 1 D 0.18o L 0.480 fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi �. ,. Load Comb: +p+L+H - � �. w.. , . .. .,� . � �_ ;.�.�` ..... Max fv/FvRatio= 0.559: 1 A �� A fv:Actual: 148.04 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 0.350 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 W�Be kl:***f ;MB5 ". , . Catcul9tiois t BEAM Size: 3.125x10.5,GLB, Fully Unbraced 5 � Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point: D=0.420, L=0.510, S=0.320 k @ 10.250 ft Design Summary 4!20,40,0)503.1! Max fb/Fb Ratio = 0.746. 1 fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 D(0.120 L(0.320) Fb:Allowable: 2,362.27 psi � Load Comb: +D+L+H a.: w Max fv/FvRatio= 0.533: 1 A 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 32e Loadfl Ratio De 480 >360 Total Defl Ratio 343>180 V o dB beS�g MB6 ,par20**B rt 2006 d BEAM Size: 4x12,Sawn, Fully Unbraced " % Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Pill 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.943. 1 D 0.0750 L 0.20 fb:Actual: 738.92 psi at 5.750 ft in Span#1 ' - , - A Fb:Allowable: 783.50 psi •Load Comb: +D+L+H _ _..: .. :�; .. . Max fv/FvRatio= 0.351 : 1 A • fv:Actual: 50.60 psi at 0.000 ft in Span#1A Fv:Allowable: 144.00 psi 11.50 ft, 4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.119 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 Del Ratio 842 >180 16043_2016.03.30_River Terrace(Lots 34-37)_Calculations.pdf Page 59 of 60 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA INC. 98109 Date:. (206)285-4512 Prosect: FAX: Page Number: (206)285-0618 Client: -rte r ofre. _J` r ----ZAP ,t/ _________ 1 . 1 f I ( jr____) j__ _.____ . 1 -----7-"r -1-- i i f i` i -4 f . 1 Y -- _,,! _ . -- --,,r1,..._ , ____L\ D._._...____Ir_i_. IF iii J (......... f \ L. (Z$r4S' • 40 61-)iz ) • 4-, /( )Y2)( 41;4-4 4-(2')( `)&4c71- .--) )i,DJ e\.-� is°"?,& p1F-.- 9gOD P‘). - ?74-1 )b''l ->i-b -- (t-iti)(7-9-tb ---- 2669--, OF-- X56" miN, [0( rev► Tt�P N. v . i ) _ (--7-_,)(4) ..1--(4,01-15 -- V 33 0' siR > 41- � Z — t� CI 1/ 16043 2016.03.30_River Terrace(Lots 34-37)_Calculations.Pdf Page 60 of 60 Structural Engineers t.Roseburg 10:26am J3 MAIN FLOOR 2-24-16 A Forest Products Company- 1 of 1 CS Beam 2016.1.0.13 kniBeamEngine 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: 1/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 r,:i0 tir AIS4 St. lir:P WII;t511E''' Aiiif:•Ii;':.,41"4iii:egoillre. JPN% 1-Ceaar',;'.4:ratkd000mn / / 9 6 0 12 2 0 7 ® 21 80 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#(165p1t) 49#(37p1f) 2 717#(538p1f) 215#(161p1f) 3 274#(205plf) 76#(57p1f) Design spans 9' 3.375" 11'11.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 879.'# 2820.'# 31% 16.67' Even 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 respective owners KAMI L HENDERSON Stson Tie EWP MANAGER g' ® Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 t 4 Roseburg J1 MAIN FLOOR 2-24-16 10:25am A Forest Prruducis Corupatr 1 of I 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: 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 :" i r's, "e ''' r1 ,.,eih..100147; c le40y / 2 0 0 11 10 0 5 5 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#(285plf) 82#(61 plf) 299#(224p1f) 2 649#(487p1f) -23#(-17p1f) 134#(100p1f) 3 135#(101 plf) 9#(7plf) 23#(18p1f) 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" 2U999+ 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 All product names are trademarks of their respective owners KAM I L HENDERSON Stron Tfe Copyright(C)2016SimpsonEWP MANAGER by 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