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Specifications (13) OFFICE COPY RECEIVED CT ENGINEERING Structural Engineers INC. JUN U N 0 1 2016 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) On Y OF TIGARD BUILDING DIVISION #16043 Structural Calculations 3.1 MST2016-00242 13690 SW SILENT FOX TER <<c•065) PROINF�1 ,1 3.2 MST2016-00243 13704 SW SILENT FOX TER River Terrace �� �''1� 60 3.3 MST2016-00244 13716 SW SILENT FOX TER I W 3.4 MST2016-00245 13724 SW SILENT FOX TER Lots 10-14 ', 1d 3.5 MST2016-00246 13736 SW SILENT FOX TER (Row Houses) V 44REGFAlefr..,,,,� 22,� F Tigard, OR /P/es T. G���` 04/05/2016 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 OFFICE COPY Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 1 of 58 CT ENGIN E E R I N G G 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace—Lots 10-14 (Row Houses)-Tigard, OR DESIGN SUMMARY: The proposed project is to be front-loaded row houses that are comprised of E6 exterior units and K6 interior units. The row house structures are three-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Middle floor framing is primarily with pre-manufactured wood joists. The lower floor is a slab-on- grade. The foundations are conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered: 2012 IBC and currently adopted ORSC and OSSC. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle,various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current IBC code. 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 2 of 58 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 16043-River Terrace- Lots 10-14(Row Houses) ROOF Roofing ashphalt shingles 3.5 psf Misc. 0.9 psf 5/8"plywood(O.S.S.) 2.2;psf Trusses at 24"o.c. 3.0'psf Insulation 1.0,psf (1)5/8"gypsum'ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf Floor Framing(Trusses/Joists) 4.3 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8'psf Misc. 1.2'psf FLOOR DEAD LOAD 15.0 PSF 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 3 of 58 ROOF BELOW 19'-1" I 1 41 � 3'-7Y2 2.-3). 9'-10" 3'-4" I I ;• 5.-7Y4" 4'-23/4" 1-4Y2-1.-11P2" � Ix 1 II ,J, I I 7 OX 11 D I I o �, TV NICHE i AT +36" i J ,I k t ♦ BNSED:CEILING +4=3 ABv UPPER FF 1 i 1 Master Bedroorh ,-- 0 - ' I 1 0 m 2' 9" a 3' 17;4 3 3Y2 5. SY4 F t , I • -,, . 5SH. _ � ' IQ 8 Linen "°' ' o U t " N 1 5' SHOWE' \. \ Z t 2-6 0 0�It II BIFOLD , ® - = I i _ eJ t a Q p m ,�~ �� n' 11,7111k7 N :; 2x4 FLAT e 24"TB m 1Wl El PLANT STUDS `�< SHELF_ � 5• M. Bath 'j » t o =ME Mill. ®+42 1 LOCATE PLUMBING `1 � -1 t �_ Ji II ROUGH-IN ACCOUNTING 6, 0 WEBW3 ® ®` I FOR (2) LAYERS GWB I moi- AT PARTY WALL RADON p DRYER 0 REDUCTION = NeraMil . I o arti o I 'ALk SYSTEM _ m 42, SEE SH T. g �"'-" . WASHER ,o m© 5 k B I a U4 FOR STAIR ! 1 °' ;HOWE'' DETAILS ♦ \ 3'-7 Bath v' 2-4 HCW 24.TB 3'-'7;" 4 3 9 2-, -I \ n ... ATTIC i N n - LOW WALL • 'ACCES II S & P e I AT +42 W/ I 1 \ ♦---- WOOD CAP. i''I p8 = 6-0 BIFOLDaki6: :1 ?HJ 31 TYP. Tech Rm. e RAISED CEILING.....:::.:::: , 1 m 1 *a+R'-314" m Alk i ABV UPPER FF p1; Bedroom 2 Q t D7 ', ................ .............. ♦ !��— ....... m t...�. .�41 1 b 2-6 4 SH EGRESS `` o 1 1 I 7-0 5-0 XOX 2 sl IN N 3'-3" 4 3'-10• 5'-0' 4 5'-O- 4 7-1" * 10-0 2'-0"44 19-1 Jr UNIT E-6(B) UPPER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 4 of 58 19'-1" I s !S-1.18" 1'4 aM I t�o�rA�6VE ak 42" GUARDRAIL v lo lt { I '� Deck 20A D6 2-4314 SH---1-8-6-e-f-0VER---- ' (SAFETY r NG 6-0 6 10 S I -i ♦ r_--_ L !�7- _1 ♦ • o L"" iiiiai� 0 I ry — n Ur e I I F'" 0 2x6 WALL W/R-21 BATT INSUL. I a N♦ r- i� 1� � FACTORY-BUILT I I: DIRECT-VENT GAS FIREPLACE i p0 III: a VENT UP THRU LOW ROOF \ � }:.:: TILE HEARTH 3I -111 , —(OPTIONAL) ® m i • I t..= INSUL. FLOOR JOISTS AND ROOF RAFTERS I v NI AT F/P ENCLOSURE I N IN Living INSULATE FLOOR OVER In " UNHEATED SPACES o I I : 17Y2 3'-10" .3'-4Y2" 3'-8" f 2'-8" ' -1, t rl( a pI E S & P N • \ i Gl j OJ x > j ; I -% ^.8 ----/vW T o DN - I n I "v Q I i o "A i i 6 - i O QI -�"o i LOW W.LL AT • n0" s v . +42" A.F.F. I N i SEE SHT. o m U4 FOR STAIR �� Ki chDen I DETAILS i I jr DW I 1.1 I i ♦ RADON m I REDUCTION SYSTEM ® -- I Mk i_8! ♦ • \ o O Q CO 1i I }-----1- 0 UP `1 2-6. Y Ne - D4 ") CONTINUE PARTY WALL- ♦ mZ �_ GWB THROUGH FURRING I 1... TYPICAL 1 3 I o Din./Fam. — PW r. INSULATE FLOOR OVER I eCrl[ UNHEATED SPACES r• ---•f FLOOR BELOW i_J 2-T4-6 SH —ice o i I IT I 7-0 5-0 XOX i Ah G m I --J 1 i / e 3 3" 2 2" \5.-0" 5'-O" I • 5-5" �1'-8"! 10'-0" 2-O" + 19'-1" UNIT E-6(B) MIDDLE FLOOR PLAN 1/4"-1'-0" AMERICAN MODERN 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 5 of 58 • 19'-1. 15'-0" 11 1 1 3'-9Y4 33�`}� 1 ... 7J Vs ..-_, 1 f b DECK ABOVE N 411 ID O a ft--i--.1. so* l ) ' WOOD TREAD, MAX. RISER 8" Mech. (ADD OR REMOVE STEPS AS * REQUIRED PER SITE CONDITION) 1 U OCCUPANCY e 1 I DIRECT VENT GAS AI FIREP ACE ABOVE I WATER HEATER DOORS SHALL BE ,r_-_-_-_-_i-RA - HP- SELF-CLOSING - --7 20-MI . RATED DIRECT VENT GAS,' FURN r � { FURNACE 6�� 1 _ II 4- 1 a 1 -'''.----71 D WN 4'-1" i, 4'-0"FDUCT RUN / INSULATE o Ir-1-1 UNDER STAIRS In I I I AND LANDING ® I l 4'-1" I I 31-9Y2. I i_J INSULATE WALL 1 PER DETAIL 4/D1 n RADON -- WHERE ADJACENT 0 REDUCTION __- •" � TO HEATED SPACE— 1i 1. SYS1tM—..„ '\ SEE SH T. Garage O U4 FOR STAIR 'o DETAILS 3.-0• 9Y2 ® �1� 1 WOOD TREAD, MAX. RISER 8" DS „X:/:__ (ADD OR REMOVE STEPS AS N REQUIRED PER SITE CONDITION) • 1 ® O 4 2 • UP W U 1 .. -.I N U., N VI Q N O JIG " Porch0 8-0 7-0 Si D IN I -- --1- • 1 Ir 11L� lo 3'-7Y2" j 2'-7Y2 13'-2" ES 1 D5 4tl- 1 AT FLOOR ABOVE STEPS .o , CI ee p \ \i-• -- T J 7Y2. UP 4/2- i '-1:1",/, 4'-0" \='-o; 11'-10 19'-1" UNIT E-6(B) LOWER FLOOR PLAN 1x=1'-0" AMERICAN MODERN 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 6 of 58 SIN. 4 54.1 r < < 4x12 HDR NU64 -1 0 .--e N O HUC416 2% UP TO HUC416 ® N.BED. 2111 320"LVL FB _r- _ _ � I ri- II 4x10HD UEi3 10 HDR + I I1 C. N� 1 DN T JI I LIVING o 41'-Nyy , .J�U1—I.>_. .JJ-6J'4' — y11.1 FLOOR_GT 1 I 1 I I 11 I I 1 I I 120" OPEN WEB JOISTSI®19.2" O.C. o• in6 89.0 TYP. DSC5 TI i FLOOR GIRDER— DRAG TRUSS 19.0 _� 1- "8 2x6 AT - I III,, II111, 16" O.C. 4 II 1 illi- TA1 III I +ILII10 1�"x20"LVL FB II I• I S9.3 LL I; 1 xl~(2) 2X10 r:1i I! STAIR FRMG. 1 1 DN TO I 2x6 LEDGER, LEDGER 'mo1l 3 2x6 FB KITCHEN TYP. U.N.O. \ --/ .. AT LANDING 1 I ; I L I �\ i = • lj M. BATHILU 11 --J1 1 ;iI ti r 0 ST IR f€ 1 i �;I nr I RAISED / FRMG. \_/ 1 III' PLATE / 1 ._---1-. R i I / 1 I I II; 1I1 4/ I UP I o LANDING/POWDER . I EXTENT OF BATHO I I T AT +1'-234" L�RAISED FLR. i ABV. MIDDLE F.F. -6 F 1 RAISED FLOOR = ` 13'4"k20"LVL FB (DOT FILL) . SEE BELOW , j i / r1 / GT ABOVE DN TO I re PWDR 1,, 2x10 LEDGER i �} 6x6 d, DN TO I 6X6 //////% 7a.J� �_ I DINING J UP TO TECH I I I 'V _�R ! UB2 DN TO BED 2 UNIT E-6(B) FRAMING PLAN 1/4"=1'•0" AMERICAN MODERN 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 7 of 58 ti iI UB5 I - `' L (2)2x10 FB iir Ii 59.2 E. -sit OVER FRAMING PLAN x. 1,I TO MATCH HT. I i OF RAISED FLR. RAISED FLOOR AT +143/4" I I,2 UPPER FLOOR WALLS 2x10 ® 16" O.C. TYP. \J ' 2 59.3 I I _ 2x6 LEDGER I '`�., 114.75" STEP UB6` �I 8 HDR 1 59.3 I I 7 S9.3 RAISED UPPER FLOOR UNIT E-6(B) FRAMING PLAN 1/4"=1,-0" POWDER ROOM AND STAIR LANDING 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 8 of 58 18 eh POST ABOVE S9.2 Igor POST ABOVE 6x6 P.T. POST W/ • ACES CAP, TYP. I• o .—. .�. •T 6x12_ILR 7,1L).. . MB6 .__° :� • -- a® B NDL,p STUDS A OVE P x8 LEDGER I' r ,U__L_ A__Li_i_ ___u_ It_4,_ 11- 2X TRUSSES -41.---1—,21 ;' ——— 5—— 6x8.He- GT AT 24" O.C. o4 3J x9)i" BIG ;EAIv FB GT HU4 10 ABOVE o w I w m .- ®? —GT ABOVE o o� LOW ROOF % rl' ITI�m w' 6 3 ABOVE / ` ; -��9 0 56 TYP. ao % • /1HU4 10 �. =� j! I i1 13Y�" 9)" BIG :EAM FB i 1l, /'_..4(-. . - "' I/ f : GT ABOVE I r 6-� ii I. I H2.5 TO BEAM M B4 592D L- �, L�17.7i x7}fi'�I��`4A�ib� j LEDGER I m II 6x6 POST GT A3OVEJ 59.3 U " Oil AW RIGIOLAM LVL -B LANDING F.F. AT +7'-0" m ' /I' 44 POST FROM +T-0" ABOVE LOWER F.F. x.' \ III TOI+8'-1" ABV. L DW F F. I 2x6 AT 16" O.C. /x` ST4IR •• x \I FRI/G. !I MJ 13'4px93c RIGICLAM LVL -B 11 \ / I \ 1a w Ii STAIR I FRA�ING Si m Urj A ml 1i1 BUNDLED / \ 'mi STUDS ABV. i // \\\ 1 / \ I I I I/ 6x6 \ ,1 MB1 • 3 _...DN.70. - --i-- al a �•7. )."711-77731G EAM ENTRY RAISED FLOOR oI _m II aI ml m1 (DOT FILL) '} m n• m• m• i SEE LEFT, m 11 y1 w1 w1 7 'ITI . TI x �I �I I, r-- ..-1-10.-1. I : I� r E— I I GT ABOVE �I M Ilil Fr1H_ti�.� RIGIDLAM ���,,,�y�, LVL FB #a.RIGID . fB ti,), HU 7.O 0 1.81/9 BUNDLED STUD HUCO 1.81/9 012 S9. wo N FOR HEADER ABOVE m® .1 MB L FLOOR UNIT E-6(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 9 of 58 u I (2)2x10 FB TOP 0+1O'-lX' �' )DER (2)"2X100 I UN EDGE OF TJI I n n PONY WALL SUBFLOORI TO RAISED BENEATH JsTEr ia75" FRAMING PLAN I I %4". 3L<G.1 %/r. i TOP OF JSTS 1 ✓e 0+1O'-1Y4 _ __—_i MIDDLE FLOOR WALLS 0, F I I -2o-10 114.75" L16" X STEP ' 3 i PLATE +8'-1" • ,..•-•-2"9" 59.3 2x10 LEDGER HOEDOWN STRAP L N I I TOP ® +10' i ' FROM ABOVE .- -. - L i I I 12 PLATE +8'-1" S9.3 LJ RAISED MIDDLE FLOOR UNIT E-6(B) FRAMING PLAN 1/4"-1'-0" POWDER ROOM AND STAIR LANDING 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 10 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618iii P { > nn 19 DEC 2013,0 39PM ,,,,.. ,;O r,.. ., ..,.;�'. .:.� ,. .,� . ., ,,,, , - '� "...' , 6�,.' '� 38:`3,xv ,;t3sa1, Lic.#: KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams ' odcan tes n,"UB1 .. W z ,,,,.ca st at1ons' 005 1DS, BC 2006,G iC 2007,A CE S 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 1Pg i'3O8 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 � �� - - , w-•••• Load Comb: +D+L+H 0 0 Max fv/FvRatio= 0.462: 1 A A fv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft.2-24 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.47 0.54 0.36 Live Load Defl Ratio 1290>360 Total Defl Ratio 852 >180 ooditeatralesign,e UB2 L .,< i .a 354 ' \ , ' ' � +C I S aos �1Ds,iBc no�% 139 ,i 7,ASCE ..,w_`f, 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-Pit 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 036 s00) 05) Max fb/Fb Ratio = 0,347. 1 Reo cb°°� fb:Actual: 352.07 psi at 3.250 ft in Span#1 � Fb:Allowable: 1,013.55 psi , ?. ...., .. . Load Comb: +D+L+H 0 • Max fv/FvRatio= 0.179: 1 A A fv:Actual: 26.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 n,2-2x6 Load Comb +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.042 in Downward Total 0.064 in Left Support 0.21 0.26 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.26 0.16 Live Load Defl Ratio 1840 >360 Total Dell Ratio 1220 >180 W�Beam DI ign UB3 " / " 7 7 ale t ion r 5 NL S,IBi 22Q01S(CBl!2007AScE 7`i'i5, 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 Unit Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary p,„ 16° 08 Max fb/Fb Ratio = 0.082. 1 fb:Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.070: 1 A A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 ft,4x10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152 >360 Total Defl Ratio 13898>180 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 11 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 / Printed:19t 2013, 3 9PM Lic.#: KW-06002997 Licensee.c.t-engineering o B ens UB4 6 ,%,:, ate ..•�� �.. �•', �;. BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0180, S=0.0250 klft,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 �; �,• 'e Fb:Load Comb le: +848+H 41.45 •psi ..... a .�...- A A Maxfv/FvRatio= 0.313: 1 15.0n, 4x12 fv:Actual: 43.25 psi at 0.000 ft in Span#1 Fv:Allowable: 138.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.212 in Downward Total 0.365 in Left Support 0.54 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.54 0.75 Live Load DeflRatio 848>360 Total Defl Ratio 493 >180 B O1 UB5 -f-m, ki;aicj lift• s er {fi00 T64400.�t6, ,,AtMS ' 5 BEAMiSize: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary .0.09750 1.0.260 Max fb/Fb Ratio = 0.165. 1 fb:Actual: 153.55 psi at 1.750 ft in Span#1 Fb:Allowable: 931.44 psi Load Comb: +D+L+H III 4111 Max fv/FvRatio= 0.126: 1 fv:Actual: 18.94 psi at 2.730 ft in Span#1 3.501[ 2-2210 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 0.003 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 ". lC AA,SE O5 � " � u�#t••a�s per 71106 l�l)S;'[B�„�pG6, i3C 2007`; ,,,v 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-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Unif Load: D=0.0180, S=0.0250 klft,Trib=2.0 ft Design Summary WitiP.M$94 Max fb/Fb Ratio = 0.199. 1 fb:Actual: 202.13 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H III IIII Max fv/FvRatio= 0.163: 1 A A fV:Actual 24.42 psi at 2.400 ft in Span#1 3.0 ft,2-2x8 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 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 .08 Upward L+Lr+S 0.000 in Upward Total 0.000 in 0 Right Support 0.20 0.39 0.08 Live Load Defl Ratio 7849 >360 Total Defl Ratio 5486 >180 Page 12 of 58 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 rEf+tIWFk� n 19 DE C 6 4 0PM a k ��S :4; 3141 Lic. KW-06002997 Licensee :c.t.engineering Description : Main Floor Beams Noaci BtOin R sig MB1 ' .a1cutations4ier 15 WS,tat 2106,GBC 24:017,OSCE -05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=20.0 ft Design Summary D 0.30 L 0.80 Max fb/Fb Ratio = 0.555: 1 fb:Actual: 565.04 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi �..: .yam Load Comb: +D+L+H Max fv/FvRatio= 0.455: 1 A A fv:Actual: 68.28 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 n.2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.016 in Left Support 0.45 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 1.20 Live Load Defl Ratio 3041 >360 Total Defl Ratio 2212>180 $ea 'DeS gn4 MB3 :a• % ak��s*2005 NDS IB&5006 CBc ISLE 7 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.934 1 741 ,,, Lo > fb:Actual: 868.57 psi at 1.467 ft in Span#1 Fb:Allowable: 929.74 psi Load Comb: +D+L+H � �.. � , :u • Max fv/FvRatio= 0.820: 1 A A fv:Actual: 122.95 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 9, 2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.038 in Downward Total 0.052 in Left Support 0.73 1.93 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.48 1.27 Live Load Defl Ratio 1590 >360 Total Defl Ratio 1155>180 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 13 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 19 DEC 2013 S 40PM 4, ,,, k '''''0,-1_4('' /... .. m t,� a 6,-hi x a: ( • .. 6 € 1 -201 Id 8 Iii, Lic.#:KW-06002997 Licensee:c.t.engineering Beam aesig MB4 `'\' o•V%:. .r \ F t iiiii405 NDSt,BC. Fh cip iOti7,4S 7' BEAM Size: 5.25x11.875,Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Pill 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Point D=0.530, L=1.40 k @ 1.330 ft Design Summary 0013.10.,,m Max fb/Fb Ratio = 0.605; 1 D(0150 L(040) fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 Fb:Allowable: 2,866.74 psi Load Comb: +D+L+H • • Max • fv/FvRatio= 0.455: 1 fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) g L Lr S W E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477>360 Total Defl Ratio 347 >180 B ' w\ p M ;pm ,,,„,40 fibs IEt�` vO6,C•••=41'^----A<+ E 7-0 BEAM Size: 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Pill 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.50 ft Design Summary Max fb/Fb Ratio = 0.990; 1D(0.06750 L(0180) fb:Actual: 689.04 psi at 7.500 ft in Span#1 , Fb:Allowable: 695.89 psi Load Comb: +D+L+H • • A Max fv/FvRatio= 0.283: 1 15.o n, 6x12 fv:Actual: 38.45 psi at 0.000 ft in Span#1 Fv:Allowable: 136.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D Lr S W E H Downward L+Lr+S 0.227 in Downward Total 0.313 in Left Support 0.51 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 1.35 Live Load Defl Ratio 791 >360 Total Defl Ratio 575>180 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 14 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Punted 19 DEC 2013,6 40PM o INC1 iii �i i t f : Sil i ,. 3 ..u- s44' ,;(r00 / ate, ,--,.„ ,,EN <I 9', 3r ee. 1 6 3 F" Lic.#: KW-06002997 Licensee.c.t.engineering Wood Beam Desert MB7 4 fir, % CafCtil f s perZt SNI SI IBG 2006,,C+R 'O07$SCE BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-LarchWood Grade: No.2 Fb-Tension 875.0 psi Fc-Pill 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=-0.0150, L=-0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.330 ft Desiqn Summary Max fb/Fb Ratio = 0.213. 1 Dci0108 Awe) fb:Actual: 201.88 psi at 6.250 ft in Span#1 Fb:Allowable: 946.00 psi ., Load Comb: +D+L+H �b . a...y. .. .. Max fv/FvRatio= 0.064: 1 • A fv:Actual: 10.96 psi at 11.750 ft in Span#1 12.50 if, 2-2x10 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.000 in Downward Total 0.000 in Left Support 0.06 0.17 Upward L+Lr+S -0.058 in Upward Total -0.079 in Right Support 0.06 -0.17 Live Load Defl Ratio 2606 >360 Total Defl Ratio 1895 >180 Voilda DO*611 MB8 Calculations"peer 2008 Nt BG 2 ,ASCE T-05 : ,,#:,,,#G 200 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Pr!! 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.010 k/ft,Trib=1.0 ft Unit Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary D(0.0I 0 L(020) Max fb/Fb Ratio = 0.389. 1 Fb All^viable: 1,044.86 psi si at 2.500 ft in Span#1 ;,w3� • s r, \� Load Comb: +D+L+H 1 Max fv/FvRatio= 0.220: 1 A A fv:Actual: 37.34 psi at 4.400 ft in Span It 1 Fv:Allowable: 170.00 psi s.0 a 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D 1_ 1- S W E H Downward L+Lr+S 0.023 in Downward Total 0.033 in Left Support 0.21 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.50 Live Load Defl Ratio 2628 >360 Total Defl Ratio 1844 >180 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 15 of 58 Uidt `3N��b�cokerson2 St. CT ENGINEERING I N C. Seattle,WA 98109 Project: l t/l/-GGI>G14C Date: (206)285-4512 FAX: Client: Page Number: (206)285.0618 &4404400 1,91,t, /4 • ix) ' ('o/,+ y) Coot 2SPSP') ¢' (tot vi- ')+ .'(,' 2St-r7 e ) t.T Ij�-r Al= )111 16043 2016.04.05 River Terrace(Lots 10-14) Calculations.pdf Page 16 of 58 Structural Engineers 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E6(B) Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = 0 Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usqs.qov/designmaps/us/application.php http://earthquake.usgs.gov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1=Fv*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SDA= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = 0 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 no= 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 C/0= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 16043_2016.04.05_River Ten-ace(Lots 10-14)_Calculations.pdf Page 17 of 58 SHEET TITLE: 16043-River Terrace(Lots 10-14)-Unit E6(B) CT PROJECT#: Sos= 0.72 h„ = 25.92(ft) SD1= 0.45 X = 0.75ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020'ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S,= 0.42 k= I ASCE 7-10(Section 12.8.3) TL= 6"ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(RITE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.298 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(S01*TY(TZ*(RITE)) (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)/(RITE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE (EQ 12.8-11) (EQ 12.8-12) C,„ = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew1 *h,k Vi DESIGN Vi Roof - 25.92' 25.92 693 0.030' 20.79 538.8 0.49 2.43 2.43 3rd(uppr) 8.08 17.83 17.83 693 0.030 20.79 370.8 0.34 1.67 4.10 2nd(main); 8.92 8.92' 8.92 693 0.030' 20.79 185.4 0.17 0.84 4.93 1st(base) 8.92 0.00 SUM= 62.4 1094.9 1.00 4.93 E=V= 6.91 E/1.4= 4.93 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 18 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: 16043-River Terrace(Lots 10-14)-Unit E6(B) N-S E-W F-B S-S IBC ASCE Ridge Elevation(ft)= 44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. -- --- Building Width= 19.0 '- 40.0 ft. Basic Wind Speed 3Sec Gvee=> 95 95 mph Figure 1609 Figure 6-1 Exposure=` B B Iw 1.0 1.0 Ref.ASCE 6.5.5 Section 6.5.5 Table 1-12 Roof Type= Gable Gable Ps3oA=` 16.1 16.1 psf Figure 6-2 Ps3o e= 11.0 ' 11.0 psf Figure 6-2 Ps3o c=` 12.9 12.9;psf Figure 6-2 Ps30 0= 8.9 8.9 psf Figure 6-2 N= 1.00 1.00 Figure 6-2 Ke= 1.00 1.00; Section 6.5.7 windward/lee= 1.00 : 0.61(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) N*lc*Iw*windward/lee : 1.00 0.61 Ps=a*Kzt*I*r 3o= (Eq.6-1) PsA = 16.10 9.82 psf (Eq.6-1) PsB= 11.00 6.71 psf (Eq.6-1) Psc= 12.90 7.87 psf (Eq.6-1) Ps s= 8.90 5.43 psf (Eq.6-1) PsAend caverage= 14.5 8.8 psf Pse and D average= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2*2a= 7 28 MAIN WIND-METHOD 1 PER ASCE 7-05 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.001.00 1.00'> 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA As Ac Ac AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 As= 626.2 AF= 1318 6.3 8.0 V(n-s)= 8.32 V(e-w)= 9.93 kips kips kips kips 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 19 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: 16043-River Terrace(Lots 10-14)-Unit E6(B) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.000.00 0.00' 0.00 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 0,00' 0.00 0.00' 0.00 241 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00' 0.00 0.00 0.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(S-S)= 9.93 kips kips kips kips DESIGN WIND-Min./Part 21Part 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 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.91667 8.91667 8.91667 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.91667 0 0 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 9.93 kips kips 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 20 of 58 Design Maps Summary Report II IEGS 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 c f' r t Is , i ', ,[17_,., Jf-,t::til!ti'i--..i.4,---,, ,-..t,'!"1,1":,' 417-ii( /117;j.,;—, N-67Rfl*14 ( w «r...--.� o-➢t1 city • :* - - �" .. . T till �n,.».«„ sir `a"'t- 4" r3 USGS-Provided Output SS = 0.972 g SMS = 1.080 g S°S = 0.720 g S. = 0.423 g SMl = 0.667 g S°1 = 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. MCER ', 4-0 as v,fSpectrum Design Response Spectrum 000 0.72 1.20 0,00014 014 S 0.40 0.55 $ 0,40 r £7.4t 9_ ci 24 0223 It 0.t 0 22 tii opo v - b Q q. .# O.5* G. b 1.00 1, 1.40 1,CtS 1.to 0.000 011/ 0. 0 ti. 0 0.00 i. i, 240 1-401.492.00 Pod T tz ) Peri i.T(Sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 21 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... LEGs Design Maps Detailed Report 2012 International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain S1). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)w SS = 0.972 g From Figure 1613.3.1(2)`21 S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs Nor N. s. A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength s, < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 22 of 58 V Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >-- 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and 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 S1 = 0.40 S, >-- 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and Sl = 0.423 g, F.= 1.577 16043_2016.04.05_River Terrace(Lots 10-14)_Caiculations.pdf Page 23 of 58 I Equation (16-37): SMS = FaSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SM1 = F,S1 = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % SMs _ 24 x 1.080 = 0.720 g Equation (16-40): SD1 _ % SM1 = % x 0.667 = 0.445 g 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 24 of 58 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDS I or II III IV SDS < 0.167g A A A 0.167g <_ SDs< 0.33g B B C 0.33g 5 SDS < 0.50g C C D 0.50g5SDs 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 S01 I or II III IV SDI < 0.067g A A A 0.067g <_ $01 < 0.133g B B C 0.133g <_ SDI < 0.20g C C D 0.20g 5 SDI D D D For Risk Category=I and SDI = 0.445 g,Seismic Design Category= D Note: When Si is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category E "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 25 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT ff: 16043-River Terrace(Lots 10-14)-Unit E6(B) Diaph.Level: Roof Panel Height= 8 ft, Seismic V i= 2.43 klps Design Wind F-B V I= 3.38 kips Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.43 kip, Sum Wind F-BVI= 3.38 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDLeff. C p w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Line (ism OTM RoTM Unet Usum U.um HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 139.6 6.8 6.8 1.00' 0.10' 0.68 0.00 0.49 0.00 1.00 1.00 72 P6TN P6TN 101 3.91 2.05 0.31 0.31 5.45 1.52 0.65 0.65 0.65 A A.3b 206.9 ;10.0 10.0 1.00' 0.10' 1.01 0.00 0.72 0.00 1.00 1.00 72 P6TN P6TN 101 5.80 4.50 0.14 0.14 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' 13.3b„ 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.3a 97.35 7.8 7.8 1.00_ 0.15 0.47 0.00 0.34 0.00 1.00 1.00 44 P6TN P6TN 61 2.73 4.05 -0.19 -0.19 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 0.36 0.00 1.00 1.00 44 P6TN P6TN 61 2.88 0.00 0.38 0.38 4.00 0.00 0.53 0.53 0.63 C C.3c 146.6 11.7 11'.7 1.001 0.00' 0.71 0.00 0.51 0.00 '.00 1.00 44 P6TN P6TN 61 4.11 0.00 0.37 0.37 5.72 0.00 0.52 0.52 0.52 693 44.3 44.3 =Leff. 3.38 0.00 2.43 0.00 EV,,,ma3.38 EVEQ 2.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.05_River Terrace(Lots 10-14)_Caiculations.pdf Page 26 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 16043-River Terrace(Lots 10-14)-Unit E6(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.67 kips Design Wind F-B V i= 2.41 kips Max.aspect= 3.5SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.10 kips Sum Wind F-B V i= 5.79 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL off C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM RorM U,,,t U:„,, OTM ROTM Unet Us„m U.,,, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Z A A.2a 0 6.8 6.8 1.00 0.10 0.00 0.68 0.00 0.49 1.00 1.00 72 P6TN P6TN 101 4.40 2.05 0.39 0.69 6.13 1.52 0.76 1.40 1.40 A A.213 0 10.0 10,0 1.00 0.10 0.00 1.01 0.00 0.72 1.00 1.00 72 P6TN P6TN 101 6.52 4.50 0.22 0.36 9.08 3.33 0.62 1.12 1.12 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 346.5 6.0 6,0 1.00 0.00 1.21 0.00 0.84 0.00 1.00 1.00 139 P6TN P6 201 7.52 0.00 1.41 1.41 10.85 0.00 2.03 2.03 2.03 B B.2b 0 '' 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.2a 92.53 9.0 9.0 1.00 0.15' 0.32 0.47 0.22 0.34 1.00 1.00 63 P6-TN P6TN 89 5.08 5.47 -0.05 -0.23 7.17 4.05 0.37 0.49 0.49 C C.2b 115.7 11.3 11.3 1.00 0.15 0.40 0.50 0.28 0.36 1.00 1.00 57 P6TN P6TN 80 5.75 8.54 -0.26 0.12 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 0.33 0.51 1.00 1.00 63 P6TN P6TN 89 7.62 12.15 -0.36 0.02 10.75 9.00 0.14 0.66 0.66 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00, 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 'i.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 692.7 56.4 56.4=L eff. 2.41 3.38 1.67 2.43 1.00 EV„,d 5.79 EVE0 4.10 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 27 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 16043-River Terrace(Lots 10-14)-Unit E6(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.84 kips Design Wind F-B V I= 2.63 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.93 kips Sum Wind F-B V i= 8.32 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL oft C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Uaum OTM RoTM Unet Usum U.um HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A Ala 0 6.8 6.8 1.00 0.15 0.00 0.41 0.00 0.30 1.00 1.00 44 P6TN P6TN 61 2.67 3.08 -0.07 0.63 3.72 2.28 0.24 1.64 1.64 A Alb ''' 0 20.8 20.8 1.00 0.15 0.00 1.28 0.00 0.92 1.00 1.00 44 P6TN P6TN 61 8.25 29.30 -1.04 -0.69 11.49 21.70 -0.51 0.62 0.62 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1a ';144.4 5.0 5.0 1 00: 0..00' 0.53 0.50 0.17 0.35 1.00 1.00 104 P6TN P6 206 4.70 0.00 1.08 2.50 9.26 0.00 2.14 4.17 4.17 B` B.lb `202.1 7,0 7,0 1.00` 0.00 0.74 0.70 0.24 0.49 1.00 1.00 104 P6TN P6 206 6.58 0.00 1.04 1.04 12.96 0.00 2.05 2.05 2.05 - - 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 C C.1a >109.8 11.3 11.3 1.00 0.15 0.40 0.92 0.13 0.56 1.00 1.00 62 P6TN P6TN 117 6.27 8.54 -0.21 -0.45 11.86 6.33 0.52 1.01 1.01 C C.1b 48.8 5.0 50 1.00 0.16 0.18 0.41 0.06 0.64 1.00 1.00 139 P6TN P6TN 117 6.28 1.80 1.03 1.03 5.27 1.33 0.91 0.91 1.03 C C.1c 187.9 19.3 19.3 1.00 0.15' 0.69 1.57 0.23 0.85 1.00 1.00 56 P6TN P6TN 117 9.66 25.01 -0.83 -0.81 20.29 18.53 0.10 0.75 0.75 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00'' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00' 0,00- 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ` 0.0 0.0 1.00' 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00, 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 " 0.0 0.0 1.00 i 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00'> 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 a 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.004 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 75.1 75.1 =L eff. 2.53 5.79 0.84 4.10 EVA„d 8.32 EVE? 4.93 Notes: denotes a wall under a discontinuity denotes a wall with force transfer ""' denotes a TJSB 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 28 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 16043-River Terrace(Lots 10-14)-Unit E6(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.43 kips Design Wind F-B V i= 2.42 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.43 kips Sum Wind F-B V i= 2.42 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL.n. C0 w dl V level V abv.V level V abv. 2w/h v 1 Type Type v i OTM Reno U. U,,,,, OTM Row U. U.,.„ U... HD (soft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (Of) (Plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.3a 173.3 3.0 3.0 1.00 0.20 0.61 0.00 0.61 0.00 1.00 0.75 351 P4 P6 202 8.31 0.72 2.40 2.40 4.85 0.54 1.85 1.85 2.40 J y/ ?' 1 1.3b 173.3 3.0 3.0 1.00 0.20 0.61 0.00 0.61 0.00 1.00 0.75 351 P4 P6 202 6.31 0.72 2.40 2.40 4.85 0.54 1.85 1.85 2.40 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Myj'S v 4 4.3a 346.5 7.0 10.0 1.00 0.15 1.21 0.00 1.21 0.00 1.30 1.00 225 P6 P6 173 12.63 4.20 1.33 1.33 9.70 3.15 1.03 1.03 1.33 4 4.3b 5E-04 0.0 10.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 #####N.G. P6 173 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 13.0 13.0=L eff. 2.42 0.00 2.43 0.00 E 2.42 EVal 2.43 Notes: * denotes a wall under a discontinuity " denotes a wall with force transfer • *" denotes a TJSB 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 29 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 16043-River Terrace(Lots 10-14)-Unit E6(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.67 kips Design Wind F-B V I= 1.72 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.10 kips Sum Wind F-8 V i= 4.15 kips Min.Lwall= 2.57 fL (0.6-0.14Sds)O+0.7pQe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall Lp1,ry, Cc w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Ro 1 Line U,,,,, OTM R0r0.1 U,,,t Us,,,, U,,,,, (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (Rip) p (pit) (pit) (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 0.14 0.61 0.14 0.81 1.00 0.67 484 P2 P6 249 8.71 0.72 3.42 5.82 8.73 0.54 2.65 4.50 5.82 rn5rCO 1 1.2b 56.83 3.0 3.0 1.00 0.20 0.14 0.61 0.14 0.61 1.00 0.67 484 P2 P6 249 8.71 0.72 3.42 5.82 6.73 0.54 2.65 4.50 5.82 p,„,ore,e,mi3 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 3.5 8.0 1.00 0.20 0.86 0.00 0.84 0.00 1.00 0.78 399 P3 P6 246 9.78 2.24 2.66 2.66 7.76 1.68 2.15 2.15 2.66 144415 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 232.8 7.0 10.0 1.00 0.15 0.58 1.21 0.56 1.21 1.30 1.00 330 P4 P6 256 20.77 4.20 2.62 3.95 16.13 3.15 2.05 3.08 3.95 1A--19.64 -I yt4 gr6,„(e;3 4 4.2b 3E-04 0.0 10.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00#####N.G. P6 256 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 16.5 16.5=Leff. 1.72 2.42 1.67 2.43 V,;,e 4.15 �.VEo 4.10 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer "' denotes a TJSB 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 30 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 16043-River Terrace(Lots 10-14)-Unit E6(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.84 kips Design Wind F-B V I= 1.81 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.93 kips Sum Wind F-B V I= 5.96 kips Min.Lwall= 2.57 ft. • (0.6-0.14Sds)D+0.7pQe 0.6D+W 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 LPL off C 0 w dl V level V abv.V level V ebv. 2w/h vi Type Type v 1 OTM R0TM Um' U,,,, OTM Rom' Lino U,,,,,, U,,,, (sqft) (ft) (ft) (kip (kip) (kip) (kip) (kip) p (Plf) (Pif) (kip-ft)(kiP-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kilo) (kip) 1 1.2a 217.8 11.5 5.8 1.00 0.20 0.49 1.50 0.23 1.49 1.00 1.00 194 P6 P6 173 20.08 5.28 1.37 7.19 17.91 3.97 1.29 5.79 7.19 01410441 1 12b 2E-12 0.0 3.0 1.00 0.20 0.00 0.00 0.00 0.00 1.00 0.00 #####N.G. P6 173 0.00 0.00 0.00 5.82 0.00 0.00 0.00 4.50 .4032- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 000 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0 00 0.00 2 2.3a 346.5 3.5 10.0 1.00 0.20 0.79 0.86 0.36 0.84 1.00 0.78 572 P2 P4 471 14.02 2.80 3.96 6.62 14.84 2.10 4.50 6.64 6.64 b(1-R1 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 116.4 2.0 10.0 1.00 0.15 0.26 1.79-,0.12 1.78 ` 1.30 0.44 2775** ** 1028 22.20 1.20 15.75 19.70 18.50 0.90 13.20 16.29 4 4.2b 116.4 2.0 10.0 1.00 0.15 0.26 0.00 :0.12 0.00 1.00 0.44 178** ** 132 1.43 1.20 0.17 0.17 2.38 0.90 1.11 1.11**71 -N01•.1•5 4 J 797.2 19.0 19.0=Leff. 1.81 4.15 0.84 4.10 pp,, �Vwwne 5.98 `'VEQ 4.93 0ws512%)4./ Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 31 of 58 ESR-2652 I Most Widely Accepted and Trusted TABLE 3-STRONG-WALL®SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES14'3 Selemk(SDC C-E) Wind(8DC A-B Nominel. Drift at Hold-down , , Hold-down • Height A1lowablo !JIM at Allowable Drift at Uplift at Model.No Width Allowable: hn) ' n) Shegr:(iba) Allowable (�nl','. Shear los) Shear(lbs);.. Shear In) Shear(lbs) SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 5600 0.30 13495 6160 0.33 14845 SWSB 24x7 24 78 10300 0.29 20800 10400 0,30 21000 SWSB 12x7 6 12.,. 85:5. •2520 '0,32 ' 9920. .,:.2770. :0,35 . 10905 SWSB.18x75 18 • 855:. ,5380 034 . 14215 ` 5910 037 . '15816 SWSB 12x8 12 93.25 2310 0.35 9915 2540 0,39 10905 o'.-- SWSB 18x8 18 93.25 5150 0.37 14840 5665 0.40 16325 SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 5WSB.12x9,'.. 12 ';:: 10525:, 1560 • 9.43 • -: 9570. • :1780 9,48::::-: ,10780 SWSB 18x9 ' 18k'•::. 105 25', 3810 :043„ 13770 '4180 Q.51 15105 . SWSB 24x9 ;. 4:;, 10525:- '7810 0.42;-; . 21280; ,$8590 0.47...;y 23405 SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 SWSB?12x7 5.' ' 12 85,5-'; 1200 ''0 31 9450 • 1320 0 38 ':10390 . c SW,S818x75- 18, 85,5;:.. '2625 ' -,.033 i , 13670'. :;2885 040 i: .-:15245' '_ . :.. SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 ++ SWSB 18x8 18 93.25 2450 0.38 14120 2695 0.43 15530 ''I 1 SWSB 24x8 24 9325 4435 0.37 21415 4880 0.42 23560 SWSB 124 12 105.25 790 0 43 9570 si''890 0 48 • 10780 SWSB18x9 18; ;' 105.25- 1905 .:•043 73770_ <2090 061 ;' :15105 SWSB 24x9 24 108.25'. 3905 '..;.9.42,' 21280' '4295 (147 23405 For 81:1 Inch=25.4 mm,1113..4.45 N,1 plf=14.6 Wm. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 2Hold-down uplift at allowable shear Is based on a moment arm of 8.888 Inches,14.563 Inches and 19.313 Inches for 12-inch,18-Inch and 24-Inch panels respectively,reduced by a factor 010.8 and 0.9 for 12-Inch and 18-Inch panels 93.25 Inches or less In height,respectively.In-planeshear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load Is allowed. 3Panels may be trimmed to a minimum height of 741,4 Inches.For panels trimmed to a height less than 78 Inches,use allowable shear values shown for 78 inches height.To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,Interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 16043_2016.04.05_River Terrace(Lots 10-14)_Calcuiations.pdf Page 32 of 58• C T E N G I N E E R I N G 180 Nickerson St. Suite 302 I N C. Seattle,WA i'rolect: Date: 98109 (206)285-4512 Client: FAX: / 1-64A2-MM �;,/� Page Number: (206)285-0618 —1 1p MS �(/ -64 , /Y 'd .5: e'.247 IA PE ; 1775isirs ,k, ________. __________ . 1 1 / i / ( 1 l i _il -I1 __Lis I r rt ,F__ 1 i 1 , a ,,,,,-, ft ( -r --, _it; iii / 4 ) .. .: .e A (z5r-its) , to .....,_ 61.3( §--)/6.) _ z( ).4 ( ) -(z)'ug-JC S I . -- e),.' g 91-01) P‘>F- ,e‘- ib...' -15 6_1(--zyw-to --..._ ,e66,p_of--- olLetve.A..L. J 3\ iii, 6- MSN' lV u>AI- TYP 1,l,/y.v . 6 I -•P (g-2-,)(1.--cji( --/--6)- \ _ 0(3111- 1/5 4 (31/5i S4 -> 2t37- _ °cSv Wiz o1./ 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 33 of 58 _ Structural Engineers ROOF BELOW 0 15-4" y 4'-10" 1 4'-10' It 1 I �_ = EGRESS ' _ Q1/..,,,, Q7 I I Bedroom 2 O a i I, I D1 +-'o N °' I FIREPLACE VENT C. I I 2-13/4 6'-43/2 1-83/ =I • 'I N it { , 5 SH. i 2-D i �, \ =W 24"TB- tha i� -,o BIf0LO �" i �3 L2z3 SDN I �' ➢ o w ATTI -v, I 10.21 O CCE J I - I' Z 6 WAn I 1 N n 4 S" \, ( �o a • OWER b3_ LWaf- nm i M Bath ' J '24"is 4 HCW/\s„.....:: LOW WALL 4•-10Y4"Q 3'-6y i�� 42" A.F.Fm Qt� SEE SHT. i 1 I n US FOR M i Uh-dIUTRD ® ® STAIR i \ DETAILS 22e6 WALL ........ .: T I_. .RADON REDUCTION SYSTEM I ' ii I I B 4Y2 ��53/2 -1 1 I I ' I I I a I ;t Master Bedroom - �, i I RAISED CEUNC I .. ... i ABV UPPER.EF F1 I I ~- _ a o I I I •.".4. 7-0 5-6 XOX `a B I EGRES F♦ I e 4'-11" Jr' 41-9 L 1 8" ' 9.-8" 1 7", 2'-5 UNIT K-6(B) UPPER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 16043_2016.04 05River Terrace(Lots 10-14)_Calculations.pdf Page 34 of 58 15'-4 I 2O , L ROOF ABOVE j `ate �� I) I GUARDRAIL AT +42 I ABV. DECK SURFACE ` + 4-3" 4-3" t 5-3" L o, 1 71 Deck I FLOORI ABOVE I 1 ,15-)SH 6-0 6-10 SGD SAFLA 1-6F'cIVG I ..----°---• 11 ry I I Living m VP urI I I I D1 TILE HEARTH I (OPTIONAL)---, O 1 FACTORY-BUILT I DIRECT VENT GAS FIREPLACE------.." 1 m I 1 INSULATE FLOOR OVER UNHEATED SPACE I In N , I N I I I 1.0• 3-6• ' DN _,C IL LOW WALL o lo I 42" A.F.F. i si n Dining , o , -CONTINUE LOW WALL .' �° I COMMON WALL NOSING�� V GWB THRUN ---....F.,0 I FURRING TYP. 2'-B" '.� RADON I SEE SHT. t MITIGATION U8 FOR STAIR xa I VENT STACK . DETAILS C 1 I I ^� 1 OPEN RAIL 0/PONY WALL: I uro TOP OF WALL +22" A.F.F. 1 I TOP OF RAIL +36" A.F.F. In I `o �---I 4 -I----+ b Kitchen I Q O` © a1) i o, 1 I T v 1 2.-6}y22"k 3. --0- 3.-11y" I o n1 I 1 I n I ® I 0 I I DW 20 I ( I I I I __ ♦ . 1-2 -6 F 49 7-0 5-0 XOX - II 4'-10" I 4-10" -j♦1' 10";2.-2" 1I ♦ 1 ♦ 1-8"' 9-6" Jr 15.-4 1 1 D7 UNIT K -6(B) MIDDLE FLOOR PLAN 16043_2016.04.05_River lF ti'ar,' Pts 10-14)_Calculations.pdf AMERICAN MODERN Page 35 of 58 15'-4" yt 11.-103/4" + S-54" I I IrI DECK ABOVE I o` Q COMMON WALL o 9'-11" 5-5" i 1 t a I II-�� / I WOOD TREAD, MAX 1 F �'4 I I RISER 8" (ADD OR 2 REMOVE STEPS AS mi I REQUIRED PER " I SITE CONDITION), 3'-0" I I. (-4- I I. , \,.21 i I DIRECT VENT GAS I WATER HEATER I e AND FURNACE I DOORS SHALL BE I SELF-CLOSING I 20-MIN. RATED I' Garae N • 1I } U OCCUP NCY _ 1 li ,, lfI li 43 I 1 I ?�/4-0 /1-0�-XIIIL. FURN. • i I INSUt— N I7 I; R3 OCCUP. I PURR DOWN4'yT �1 I b I I FOR DUCT RUN 1'-6" 1 .' I i n 3'-6" I•• INSULATE WALL --_ PER DETAIL 4/D1 -- WHERE ADJACENT TO HEATED SPACE RADON REDUC110N 4.4------L' I SYSTEM-: I -6 WOOD TREAD, MAX. U8 FOR STAIR / DETAILS RISER 8" (REMOVE 11"1'-0' o STEPS AS REQUIRED I PER SITE CONDITION, i t U ps I MAX 1 TREAD)- --..- I o .QG I e Ln 8-0 7-0 SOHD Tit -niT6vEI--- 5-1y } 4-l0y21, 41"2-6Y2"1 2'-5" I a 1 I AI In Vir I j T. k-11Porch - I L �� I ROOF AB VE 1 Jr 9'-6" 61'-0 4'-4" k UNIT K-6(B) LOWER FLOOR PLAN 1/4"--r-0" AMERICAN MODERN 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 36 of 58 4x12 HDR N • O e 2-k m© ® WU, HUC416 (2)1 1"x 0" LVL_..FB HU�416 I T I T Nm -x10"1UFuBi x1D o I H X l� I N m Xli 1 I�� Ig> I I' !N NJ 1 . -- _LL—.LL.�,:-14y,.4-..111 l s--FLOOR GT I 6 T1P. 59.0 IIIII I 20" OPEN tVEB JOISTS ® 19.2" O.C. II I © ___.FLOOR GI _ __.(31J hr-----,I '"`71tl! 1111'I 1 . 1 HIT420 I 1 I 6 11 I T1P. S9.o 11111 1 -` . II I LLL 7I dI 1 ! AI`ij_1I 1AlFAMING it--�1 1 a 1 I lir 1 -, I Al!i I) l ! CO 4 11 t I 1 I it :II I I I X'j I I 6 -' '0 I 1 1 I ya 1 I III '1 X1,1 / 1 I 1�"x20' j — LVL FB 111 � 11 1 I, Ij 001 1 Oi 9 � I!I I I I III q } 1 •• (2)1Y4'x20" LVL FB UPPER FLOOR UNIT K-6(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 37 of 58 18 POST ABOVE vir S9.2 POST ABOVE - - -- -- - -- -- - m6x6 P.T. POST W/ PT 4x12 HDR - - _ _f ACE6 POST CAP 4x8 FB V o M:'• 0 TYP. BEARING a0 WEEP STUDS ABV. T "Ill � 2x8 PT EDG:R! lk 'T' T, I IO O 16 ` Ci S9.2 TYP. I 6 o� IN I dm 111Fc. GT ABOVE I ©�r MB4— CS) 374"x1074' CASCADE SI HDII€0, p3 I I 6I TYP. S9.2 I N}' I I1 i. ,11 'x314 I, I ,RIDDLAM LVU SH W/JSP I \ 1 1 I I I 1 I II 1 1 1 I I I 1 1 I 1I II I I 1 I I1 ©:_._ 1 13# 10 CAS,.ADE S.L. R p'•• I 1 POST ;I I 1 I' I I I ABDVE I I? /STAIR\ I; I_FRAMINGI 1 1 I. HU410 11 1 k - iII MB1 v i CA m I.:4 g4" a. 0 -II -tVL FB '.,..i I x -�I N- I I �hlxl0f.- CASCAIE S. HDR _ f:, MB5 r GT ABV. BUNDLED STUDS FOR HDR ABV. el el cv �SYMMETRIICAL PORCH ROOF e I ABOUT THIS LINE 4x4 W/AN :r CONT. TO POST AT I :N -ADJACENT UNIT -. - t—' ce L J MAIN FLOOR UNIT K-6(B) FRAMING PLAN 1/4-=1'-O^ AMERICAN MODERN 16043 2016.04.05 River Terrace(Lots 10-14)_Calculations.pdf Page 38 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 2013,6.38PM o iuitip e%im 0 Be "` • ; . Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams ,Wood Beam Desi. UB-1 !' P A ..,• ` ;,W'(' �° 'NbS 11361005 B 2007 SCIE.7 Cafsilatt r3 , BEAM Size: 4x12,Sawn, Fully Unpraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=3.0 ft Desiqn Summary ..0„1 ,07 Max fb/Fb Ratio = 0.327: 1 _ ����� fb:Actual: 321.48 psi at 4.250 ft in Span#1 Fb:Allowable: 982.51 psi A� Load Comb: +D+L+H �a �. .� � •:...,.. . ,.•, :m Max fv/FvRatio= 0.154: 1 A A fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.50 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_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 39 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618Printed 19 DEC 2013,5 M l MUI I e " • 4 c -, ,.. c., iw ;; G 4983-'aag -Build-0x.32 ' 131- Lic.#: KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams ,F. , 0 . ea MB1 rr y -ts r .,� I�IIe �IBCO6y cac 7s AS 7- 6;'.. 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-Pill 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Design SummaryD 0.1950 0.520 Max fb/Fb Ratio = 0.368; 1 : fb:Actual: 367.28 psi at 1.500 ft in Span#1 Fb:Allowable: 999.05 psi Load Comb: +D+L+H A00 A Max fv/FvRatio= 0.683: 1 fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.0 n,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in a Right Support 0.29 0.78 Live Load Defl Ratio 4679>360 Total Defl Ratio 3403 >180 Wood'Beat 11 Desi•i'Y MB2 - it 4 r.2 li g IBc ,CBC"210, 7s E 7-0I BEAM Size: 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 9.a04 Point: D=0.120, L=0.320 k @ 4.50 ft Design Summary .,,,,- ........ Max fb/Fb Ratio = 0.498•: 1 D 0.6150 L 0.040 - fb:Actual: 985.10 psi at 4.500 ft in Span#1 o Fb:Allowable: 1,977.35 psi Load Comb: +D+L+H Max fv/FvRatio= 0.164: 1 A A fv:Actual: 50.69 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.0 ft, 1.75x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr a W E H Downward L+Lr+S 0.141 in Downward Total 0.194 in Left Support 0.16 0.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 1.55 Live Load Defl Ratio 851 >360 Total Defl Ratio 619 >180 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 40 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 y Punted 19DEC 2 3 39PM ,,,,."7,417,".0. 5 . Ie a � s 9 e � x 7 00 j ski - v !i : 1B'E#'ti 1i1;YA01 5xt✓$ K. my,:;.a, ` %ea° ', a cr .6Igo,fit' Lic.#:KW-06002997 Licensee:c.t.engineering Wood B liii Des n MB4 4 1�71Tctii iris per.21Aft4witigloosMticziot ASCO #5 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-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. 1D 0.180 L 0.480 fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 19 � ' . Fb:Allowable: 2,362.27 psis Load Comb: +D+L+H • �. -,a. , ..� • Max fv/FvRatio= 0.559: 1 A A fv:Actual: 148.04 psi at 0.000 ft in Span#1 11.50 ft, 3.125x10.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.350 in Downward Total 0.481 in Left Support 1.04 2.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.04 2.76 Live Load Defl Ratio 394>360 Total Defl Ratio 286 >180 o'''® @ 11 EStc�i1 MB5 w4 • Calcu r2tI0S ND A r 7-05 �� 1 .... 5,,1B�idol'•+CBG 2t107' BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pill 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point D=0.420, L=0.510, S=0.320 k @ 10.250 ft Design Summary 01.p„ ,a..=p. ...,.. ._... Max fb/Fb Ratio = 0.746. 1 D(0.120 L(0.320) fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 , Fb:Allowable: 2,362.27 psi f Load Comb: +D+L+H .._ . ....a � a, Max fv/FvRatio= 0.533: 1 A • fv:Actual 141.21 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 11.50 ft, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.287 in Downward Total 0.402 in Left Support 1.11 2.35 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.11 2.35 0.32 Live Load Defl Ratio 480 >360 Total Deft Ratio 343 >180 AV0Be besi d ge MB6 ` ! calc i a#i r 200 ,16 i 2006, 1007 ASCE 7 � BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Desiqn Summary Max fb/Fb Ratio = 0.943. 1D 0.0750 L 0.20 fb:Actual: 738.92 psi at 5.750 ft in Span#1 Fb:Allowable: 783.50 psi ka g Load Comb: +D+L+H . . a w � .. �. ._.� 0 Max fv/FvRatio= 0.351: 1 A fv:Actual: 50.60 psi at 0.000 ft in Span#1 11.50 ft, 4x12 Fv:Allowable: 144.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.119 in Downward Total 0.164 in Left Support 0.43 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.43 1.15 Live Load Defl Ratio 1158>360 Total Defl Ratio 842 >180 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 41 of 58 • 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K6(B) Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.uses.qov/designmaps/us/apolication.cho http://earthquake.u sg s.q o v/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*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs Bps= 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 S2o= 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 S20= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 16043 2016.04.05 River Terrace(Lots 10-14)_Calculations.pdf Page 42 of 58 SHEET TITLE: 16043-River Terrace(Lots 10-14)-Unit K6(B) CT PROJECT#: SDs= 0.72 h„ = 25.92(ft) SD,= 0.45 X = 0.75ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-10(Table 12.8-2) 1E= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S,= 0.42k= 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(RITE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=SD,/(T*(R/IE)) (for T<TL) 0.298 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD,*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(RITE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE (EQ 12.8-11) (EQ 12.8-12) C,x = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *h„k DESIGN SUM LEVEL Height (ft) h, (ft) (soft) (ksf) (kips) (kips) Ew; *h,k Vi DESIGN Vi Roof - 25.92 25.92 693 0.025 17.325 449.0 0.45 2.08 2.08 3rd(uppr) 8.08 17.83 17.83 693 0.030 20.79 370.8 0.37 1.72 3.80 2nd(main)' 8.92 8.92' 8.92 693 0.030' 20.79 185.4 0.18 0.86 4.66 1st(base) 8.92 0.00' SUM= 58.9 1005.1 1.00 4.66 E=V= 6.52 E/1.4= 4.66 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 43 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: 16043-River Terrace(Lots 10-14)-Unit K6(B) N-S E-W F-B SS IBC ASCE Ridge Elevation(ft)= 44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean I-It.= 34.96 32.96 ft. -- --- Building Width= 19.0 40,0ft. Basic Wind Speed BB.o.c�m= 95 95 mph Figure 1609 Figure 6-1 Exposure= B B Roof Type= Gable Gable PS30A= 16.1 16.1psf Figure6. Psso B= 11.0 11.0',psf Figure 6-2 Psooc= 12.9 12.9 psf Figure 6-2 P3300= 8.9 8.9 psf Figure 6-2 A= 1:00 1.00' Figure 6-2 Kr= 1,00 1,00', Section 6.5.7 windward/lee= 1.00 0.00'(Exposed to wind load on front,back) A"Kr'Iw'windward/lee: 1.00 0.00 Ps=A*Kzt'I'P.so= (Eq.6-1) Ps = 16.10 0.00 psf (Eq.6-1) psi,= 11.00 0.00 psf (Eq.6-1) Psc= 12.90 0.00 psf (Eq.6-1) psB= 8.90 0.00 psf (Eq.6-1) Ps A.nd C.ver.y.- 14.5 0.0 psf Ps B.ndo.,,,,,= 10.0 0.0 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2*2a= 7 28 MAIN WIND-METHOD 1 PER ASCE 7.05 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 psi min. DIAPHR. Story Elevation Height AA AB Ac Ac AA AB Ac Ac wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-W) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 0.0 3.38 3.38 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 0.0 2.41 5.79 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 0.0 2.53 8.32 0.00 0.00 1st(base) 8.92 0.00 AF= 626.2 AF= 1318 6.3 0.0 V(n-s)... 8.32 V(e-w)= 0.00 kips kips kips kips 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 44 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: 16043-River Terrace(Lots 10-14)-Unit K6(B) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.00 0.00 0.00 0.00 3.383.38 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.000.00 ! 0.00 0.00 2.41 5.79 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00' 0.00 2.53 8.32 0.00 0.00 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(SS)= 0.00 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08 17.83 17.83 3.38 3.38 3.38 0.00 0.00 0.00 3rd(uppr) 8.92 8.92 8.92 2.41 2.41 5.79 0.00 0.00 0.00 2nd(main) 8.92 0.00 0.00 2.53 2.53 8.32 0.00 0.00 0.00 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 0.00 kips kips 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 45 of 58 Design Maps Summary Report MUM 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 15: Ei s < des "' , " S,� �•t�� ^s / e. me i xl laukie f mos f �5 Lake Q wego • Krn� n � �� 1CAyS �� „ � �� 1 $ atter • F "'AP” It USGS-Provided Output S5 = 0.972 g SMS = 1.080 g SDS = 0.720 g S: = 0.4238 SM1 = 0.667 g S°: = 0.445g For;nformation on how the 55 and Si values above have been calculated from probcbilisticr (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. NICER,Response SpectrumDesign Response Spectrum osy coo 1.11) tot as c !&. C.s' 0.55 °"4° f 0,44 042 AAt 0,24 0.22 Gig 01 r 0.00 0.000,00 4, 0.40 0 c4 0 s 1. 1.0140 1,40 L00 :. 0,00 0, 0.40.46 0.03 1.0::.,20),,, 4011.40 1.. t 2.00 P*r1od y(11.44 P li d i Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 46 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... zusGs Design Maps Detailed Report 2012 International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)m Ss = 0.972 g From Figure 1613.3.1(2)`2' S, = 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 Nt, s. A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/c N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength s„ < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 1Ib/ft2 = 0.0479 kN/m2 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 47 of 58 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss 5 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and 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 S, = 0.20 S, = 0.30 S, = 0.40 S, >- 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and Si = 0.423 g, F.= 1.577 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 48 of 58 Equation (16-37): SMS = FeSS = 1.111 x 0.972 = 1.080 g Equation (16-38): SMi = = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = . SM5 = %X 1.080 = 0.720 g Equation (16-40): SDI = % SMS = % x 0.667 = 0.445 g 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 49 of 58 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDS I or II III IV Sos < 0.167g A A A 0.1678 _ Sos < 0.33g B B C 0.33g <_ Sos< 0.50g C C D 0.50g S. Sos D D D For Risk Category =I and Soy= 0.720 g,Seismic Design Category= D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sol I or II III IV Soy < 0.067g A A A 0.067g <_ Soy < 0.133g B B C 0.133g <_ So, < 0.20g C C D 0.20g <_ Sol D D D For Risk Category =I and SDI= 0.445 g,Seismic Design Category = D Note: When 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- Hg1613p3p1(2).pdf 16043 2016.04.05 River Terrace(Lots 10-14)_Calculations.pdf Page 50 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 16043-River Terrace(Lots 10-14)-Unit K6(0) Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.08 kips Design Wind F-B V i= 2.03 kips Max.aspect= 3,5SDPWS-08 Table 4.3.4 Sum Seismic V I= 2.08 kips Sum Wind F-BVI= 2.03 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W 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 LDLeft. C o w dl V level V abv. V level V abv. 2w/h vi Type Type V i OTM Rona Line Usum OTM RoTM Unet Usum U.um HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 346,5 30.0 '30.0 1.00 0:15 1.01 0.00 1.04 0.00 1.00 1.00 35 P6TN P6TN 34 8.33 53.95 -1.56 -1.56 8.11 40.50 -1.10 -1.10 -1.10 A A.3b' 1E-07 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A A.3c; 1E-07 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 AA 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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: 1E-07 0.0 0.0 1.00 000' 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3b' 346.5 30.0 30.0 1.00 0.15 1.01 0.00 1.04 0.00 1.00 1.00 35 P6TN P6TN 34 8.33 53.95 -1.56 -1.56 8.11 40.50 -1.10 -1.10 -1.10 B 13.3c' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 60.0 60.0=L eff. 2.03 0.00 2.08 0.00 EV.na 2.03 EVEQ 2.08 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer `"' denotes a TJSB 16043 2016.04.05 River Terrace(Lots 1 -14 _ _ 0 ) Calculations.pdf Page 51 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 16043-River Terrace(Lots 10-14)-Unit K6(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V I= 1.72 kips Design Wind F-B V I= 1.45 kips Max.aspect= 3.5SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.80 kips Sum Wind Fa V 1= 3.47 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W 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 LEL.n C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM U„0 U,,,m OTM Raw U,,0 Us„m U.,,m HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Z A A.2a 346.5 30.0 30.0 1.00 0.15' 0.72 1.01 0.86 1.04 1.00 1.00 63 P6TN P6TN 58 15.20 53.95 -1.32 -1.32 13.90 40.50 -0.91 -0.91 -0.91 A A,2b 1E-07 0,0 00 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A A.2c 1E-07 0.0 00 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 _,,0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 00 1.00: 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2b 346,5 30.0 30.0 1.00 0.15' 0.72 1.01 0.86 1.04 1.00 1.00 63 P6TN P6TN 58 15.20 53.95 -1.32 -1.32 13.89 40.50 -0.91 -0.91 4.91 B ! B.2c 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 0.00 693 60.0 60.0=L eff. 1.45 2.03 1.72 2.08 1.00 V,v„d 3.47 EVEQ 3.80 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.05_River Terrace(Lots 10-14)_Caiculations.pdf Page 52 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 16043-River Terrace(Lots 10-14)-Unit K6(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.86 kips Design Wind F-B V I= 1.62 kips Max,aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.66 kips Sum Wind F-BVI= 4.99 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W 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 vi Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usem HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.1a 346.5 30.0 30.0 1,00 0.15 0.76 1,74 0.43 1.90 1.00 1.00 78 P6TN P6TN 83 18,64 53.95 -1.20 -1.20 19.96 40,50 -0,70 -0.70 -0.70 A A,1b 0 0.0 0.0 1;00 0.00' 0.00 000 0.00 0.00 1.00 0,00 ##### N.G. P6TN 58 0.00 0.00 0,00 0.00 0.00 0,00 0,00 0.00 0.00 A A.1c 0 0,0 0,0 1.00 0,00 0.00 0,00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - - 0 0.0 0.0 1.00 0,00 0,00 0.00 0.00 0.00 1.00 0,00 0-- -- 0 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1,00 0,00 0,00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0.00 B B,1a 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0,00 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.lb 346.5 30.0 30.0 1.00 0,15 0.76 1,74 0.43 1.90 1.00 1.00 78 P6TN P6TN 83 18.63 53.95 -1.20 -1.20 19.95 40,50 -0,70 -0.70 -0.70 B B.1c 0 ± 0,0 0,0 1,00 0.00' 0.00 0,00 0.00 0,00 1.00 0,00 0-- -- 0 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 693 60.0 60.0 =Leff. 1.52 3.47 0.86 3.80 V„,„, 4.99 EVEQ 4.66 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer denotes a TJSB 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 53 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 16043-River Terrace(Lots 10-14)-Unit K6(B) Dia ph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.08 kips Design Wind F-B V i= 0.00 kips • Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 2.08 kips Sum Wind F-8 V I= 0.00 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDP W S-08 Table4.3.3.5 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. Lwali LPL ex. Co w di V level V abv.V level V abv. 2w/h v i Type Type v i OTM Rom. U,,,t U,,,,,, OTM Ram U,,.t U,,,, U,,. HD (sqft) (ft) (ft) (ki() (kip) (kiP) (kip) (kiP) P (plf) (Plf) (kip-ft)(kiP-ft) (kiP) (kiP) (kiP-ft)(kiP-ft) (kip) (kip) (kiP) 1 1.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.3b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 1.04 0.00 1.30 1.00 338 P4 -- 0 10.83 2.56 2.48 2.48 0.00 1.92 -0.58 -0.58 2.48 AleaT Z1' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 346.5 4.0 8.0 1.00 0.20 0.00 0.00 1.04 0.00 1.30 1.00 338 P4 -- 0 10.83 2.56 2.48 2.48 0.00 1.92 -0.58 -0.58 2.48 14 Y -0 693 8.0 8.0=L eff. 0.00 0.00 2.08 0.00 V„v,m 0.00 E VEo 2.08 Notes: denotes a wall under a discontinuity denotes a wall with force transfer "' denotes a TJSB 16043_2016.04.05_River Terrace(Lots 10-14)_Calcuiations.pdf Page 54 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 16043-River Terrace(Lots 10-14)-Unit K6(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.72 kips Design Wind F-B V i= 0.00 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.80 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. perSDPWS-08 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall Loi.eft C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v/ OTM Rolm Un, OTM Rona U„e, (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Plf) (pif) (kip-ft)(kip-ft) (kip) (ki4) (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 346.5 4.0 8.0 1.00 0.20 0.00 0.00 0.86 1.04 1.30 0.89 695 P2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 22.24 2.56 5.90 8.38 0.00 1.92 0.00 -0.00 8.38 GV T!Z 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.... T 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 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 4 4.2b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 0.86 1.04 1.30 0.89 695 P2 _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- 0 22.24 2.56 5.90 8.36 0.00 1.92 -0.58 -1.15 8.38 G yt.Ly7'r Z 693 8.0 8.0=Leff. 0.00 0.00 1.72 2.08 EV„;„d 0.00 FVE0 3.80 Notes: denotes a wall under a discontinuity " denotes a wall with force transfer "' denotes a TJSB 16043 2016.04.05 River Terrace(Lots 10-14)_Calculations.pdf Page 55 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 16043-River Terrace(Lots 10-14)-Unit K6(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.86 kips Design Wind F-B V I= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.66 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W HD per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL off C 0 w di V level V abv.V level V abv. 2w/h v i Type Type v i OTM RDTM U„„ U, ,, OTM Rom, U„„ (sqft) (ft) (ft) (klf) (wP) (kiP) (kip) (kiP) N (PI() (Pif) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 231 8.0 10.0 1.00 0.00 0.00 0.00 0.29 1.27 1.30 1.00 252 P4 -- 0 18.16 0.00 2.48 2.48 0.00 0.00 0.00 0.00 2.48 (-('WWI' 1 1.2b 115.5 4.0 6.0 1.00 0.20 0.00 0.00 0.14 0.63 1.00 0.89 284 P4 -- 0 9.09 1.92 2.15 10.54 0.00 1.44 -0.43 -1.58 10.54 14'110 Iq' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 5.5 5.5 1.00 0.15 0.00 0.00 0.00 0.00 1.00 1.00 0--- --- 0 0.00 1.81 -0.38 -0.38 0.00 1.36 -0.28 -0.28 -0.28 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 346.5 4.0 11.3 1.00 0.15 0.00 0.00 0.43 0.00 1.00 0.89 157'" " 0 5.03 2.72 0.69 0.69 0.00 2.04 -0.61 -0.61**** 41144050j 4 4.2b 6E-12 0.0 11.3 1.00 0.15 0.00 0.00 0.00 1..90 1.30 0.00#####** ** 0 22.24 0.00 -33.35-24.97 0.00 0.00 0.00 -1.15'**` 693 21.5 21.5=Leff. 0.00 0.00 0.86 3.80 S1N�fQjaxe, EV„f„d 0.00 EV Ea 4.66 Notes: * denotes a wall under a discontinuity LLt2dl 'e ibt'ti*t.. ** denotes a wall with force transfer *** denotes a SIMPSON SHEARWALL Page 56 of 58 16043_2016.04.05 River Terrace(Lots 10-14)_Calcuiations.pdf ESR-2652 I Most Widely Accepted and Trusted • •. TABLE 3-STRONG-WALL°SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES1A' Seismic(BDC C E) Wind(SDC A-B)^ Nomtrlal Prig at Hold-down Drift at Hol.ld-down • Model No Wtdth Height Allowable Uplift at Allowable Alloyveble Uplift at Allowable: '-P11' (it.- Shear(lbs)._ Shear(in) heat bs) ,Shear(lbs);. . Shear(In) ' Shear(bbs) SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 j 5600 0.30 13495 6160 0.33 14845 SWSB 24x7 24 78 10300 0.28 20800 10400 0,30 21000 SWSB 12x76 12::: 85:5 2520 , ` '0.32 9920 :' 2770 "; 0;35. -10906 1. •SWSB 184.5 18. 85.5_ 5380 034 •14215 59100 37: ''15615.' SWSB 12x8 12 9325 2310 0.35 9915 2540 0.39 10905 g`'= SWSB 18x8 18 93.25 5150 0.37 14840 5665 0.40 16326 SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWSB 12x9.'. . ii.' ..z1580 0 43 9670 : 1780 0 48"' i 10780 SWSB 18x9:;:' 18 • 10525 3310 043- ' 13770 .'4180 0 51 ! 15105 SWSB 24x9J';,,', .....,.:::'.?04;:. 0545 .7310 j. 0 42 21280 i,8590. 4.47..: . 23405 ;,H ;l; SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 SWSB 12x7.6. ..12;.:;'.: 85.5;' _1200 i;;ft31 9450 1320 038=`; ":10390 :r: SW,S818x75: `. 18 .: j. 855;; 2625 ' 033.,:,":,i 13870 :2885 0.40 ,...--:::;1524... a;. m.:; SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 .., SWSB 18x8 18 93.25 , 2450 0.36 14120 2695 0.43 15530 i:.:1 SWSB 24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 . 12 105:25 790 :'0 43: 9570 ''!.e.p.a0 48, 10780 - SWS818x9 `. 18. 105.251 1905 :::043 13770 ;42090 0 51 ; ,.;15105 SWSB 24x9 ;.;,:-,i4...y:„ 105:25' . 3905 0 42 '' 21280 :'4295 0 47' 23405 For Sl:1 Inch=25.4 mm,1 lb.=4.45 N,1 pif=14.6 Wm. 2Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. Hold-down uplift at allowable shear is based on a moment atm of 8.688 Inches,14.563 Inches and 19.313 Inches for 12-Inch,18-Inch and 24-inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-Inch panels 93.25 inches or less in height,respectively.In-plane'shear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load Is allowed. 'Panels may be trimmed to a minimum height of 74%Inches.For panels trimmed to a height less than 78 Inches,use allowable shear values shown for 78 inches height To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,Interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 57 of 58 180 Nickerson Si. CT ENGINEERING Suite 302 Seattle,WA INC. 98109 Project: Date:. (206)285-4512 IMAX: Client: Page Number: (206)285-0618 & 056i) 1 1 1,,),pts 11 liv.f . „(,,e, . . 1 1 -1 ) -L----(.- ,..,__, � . � 1 , I I i I! Al 7 i_ -' i yt, 104 ilL....1--7 -lw AY Z ) • -.. tip � 61--)(g316) • 4- 1( )Y2)( - ill ,q �; e\_7 i57,& psi g 9-9DD (?) - ,e1r-1 )6,,1 ;15 ,__ (41y...2,9 _,..._ 26,6 0 F___ 6\ _ (4)(4) q--(4.0-\--is -- 0(301- 0' s l s�Z o - >,/ 16043_2016.04.05_River Terrace(Lots 10-14)_Calculations.pdf Page 58 of 58 Structural Engineers Roseburg J7 MAIN vy 1-25-16 2:26pm L.A Forest Products Company 1 of 1 CS Beam 2015.7.0.1 IcmBeamEngine 4.13.10.1 Materials Database 1543 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 /444,444','44"._. , 5 4' `°e 544 `- ' 44 t°T as d .s° ', l° f ° 9 11 00 1460 2560 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 312# -15# 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1103# — 3 25' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to canying members Live Dead 1 257#(192p1f) 55#(42p10 2 849#(637p1f) 255#(191p1f) 3 327#(245p1f) 91#(68p1f) Design spans 10' 9.375" 14' 3.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1254.'# 2820.' 44% 19.57' Even Spans D+L Negative Moment 1441.'# 2820.W 51% 11' Total Load D+L Shear 596.# 1220.# 48% 11' Total Load D+L End Reaction 418.# 1151.# 36% 25.5' Even Spans D+L Int.Reaction 1103.# 1775.# 62% 11' Total Load D+L TL Deflection 0.2167" 0.7141" U790 18.85' Even Spans D+L LL Deflection 0.1753" 0.3570" L/977 18.85' Even Spans L Control: Max Int.React DOLs: Live=100% Snovw115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Copyright(C)2015 bysimpson Strong-lie 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 c4 Roseburg J6 MAIN 1. I 2:28pm pm A Forest Products Company 1 of 1 CS Beam 2015.7.0.1 kmBeamEngine 4.13.10.1 Materials Database 1543 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, U240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 0' 0.00" 0 100 Live Point(PLF) Top 0' 0.00" 50 34 Roof _ . ..y.��. �, ..., .� ._ �..«: ...., .,vim.u� ,�` �� � �� ems : .• / 200 1060 1430 / 2690 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 2' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 678# -- 2 12' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 1030# - 3 26' 9.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Roof Dead 1 369#(277p1f) 82#(62p1f) 309#(232p10 2 832#(624p1f) -16#(-12plf) 199#(149p1f) 3 322#(242p1f) 2#(2plf) 95#(72p1f) Design spans 2' 0.000"(left cant) 10' 6.000" 14' 0.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1255.'# 2820.'# 44% 20.22' Odd Spans D+L Negative Moment 1302.'# 2820.7t 46% 12.5' Adjacent 2 D+L Shear 579.# 1220.# 47% 12.5' Adjacent 2 D+L Cant.Shear,Lt 317.# 1220.# 25% 1.99' Total Load D+L End Reaction 418.# 1151.# 36% 26.75' Odd Spans D+L Int.Reaction 1030.# 1775.# 58% 12.5' Adjacent 2 D+L TL Deflection 0.2140" 0.7016" L/786 20.22' Odd Spans D+L LL Deflection 0.1661" 0.3508" L/999+ 20.22' Odd Spans L TL Defl.,Lt. 0.0489" 2U980 0' Odd Spans D+L LL Defl.,Lt. -0.0334" 2L/999+ 0' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% Left cantilever allowable shear is for joist only SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER MANAGER Stroneie Copyright(C)2015 bysimpson 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