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Specifications (70) CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace—Lots 9-13 (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: 2015 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. 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 2 of 58 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 17075-River Terrace-Lots 9-13 (Row Houses) ROOF Roofing-ashphalt shingles 3.5 psf Misc. 0.9 psf 5/8" plywood (03.B.) 2.2'psf Trusses 24" 3.0 Insulationat 1.0'psfpsf (1) 5/8"gypsum o.c.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 21.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdfPage 3 of 58 ROOF BELOW I 0 11 19'-1" 3'-7Y2" 2'-3Y2" 9'-10" e 3'-4"'II i e 5'-7Y4" 4'-23/4" 1-4y"1'-113221 QL COMMON WALL x ♦ { 7-0 5+0 XOX I EXTENT OF 1 EGTSS6))7 HR. WALL 3/D1 Is TV NICHE ..FLOOR:BELA1!V r::iii:iiiirii:iiia I INSU ATE:FLOOR::::: ::: ;; AT+36" SVER'UNHEATER. I A.F.F.-s-• ,L:::: OO a SPACE RA[SED::CEHING::®:::::irirrrilii N ` ::+9.-3V::ABV Lpa: I PER TRUSS:MA:CLIP ? `�N I, 1 D7 i 4::::ii.:iiiii_:i�:�(�i?ri?ii:ii�:�:�rr:�:5:r:i:ri:ii:iC�::' 6 4m::::::::::::::::::. :::::::::r::::::::::::::::.v.it i 2'1-9" I u) 3:711 4:: 3'3 i": .:::::" ; . 5 SH. _ : I Linen a o [ D ,, \ Z 2-6 N N 5' SHOWS ,F I IMP N F[ 8, o I &FOLD , 1 ..--�_4. _ DN® 1C:1- 2x4 FLA T �II I I laJ_ 1 11" PLANT 'O STUDS 24'TB!Ilio ;lam--w- C+2 .; 5' M. Bath 0 O' LOCATE PLUMBING 1 ;,, I ROUGH-IN ACCOUNTING O O II FOR (2) LAYERS GWB n I I " AT PARTY WALL RADON ,. DRYER o 2106 WALL REDUCTION ' i o Will - Q SYSTEM n : m ®a , IVir SEE SH T. i WASHER T 5' TUB U4 FOR STAIR . OPEN TO I u., �� © SHOWS' DETAILS BELOW —3'-7 ,, Bath 2-4 HCW 24 TB 7Y2 ::::4::::.:::J:•:-.9t1: �YriO11 I • i , n 4 LOW WALL P 'ATTIC CCESS I S & P J' TAT:+427.:W/ .� i I . _.Ls_.'' . N�'I4.178-Y::.:.:•::::.::::::::::::: ...'Wef 0:: A?::: ^:i iv.' 1 6-0 BIFOLD 1 N,/ E _ r 1114 I I N ir, ::64.: :.:.: .1. VI 3-5y I 7YP. Tech Rnn. RAISED CEILING. 0 I f m 0-:+:9': :33'4":: m ABV.:UPPER:F;F,,: :'.:':' Bedroom2TYP m T, 0 2-6 4 • SH EGRESS Vir '-I o N 7-0 5-0 XOX . . I J I t,t-T N z I I EXTENT OF ♦ 3'-3" :1, 3'-10" , 5'-0" t 5'-0" 1 HR. WALL kI 7-1" 10'-O" 2'-0" I 3/01 ♦ > 19,-1" l UNIT E-6(B) UPPER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 4 of 58 19'-1" �2-6Y2"i-1♦ I8" 1.74 r , 'Poor ABOVE1 o of o 42" GUARDRAIL Deck 45 io z re o 4'-5" 4'-6Y2 6'-4" $ I COMMON WALL o m FLOOR.ABOVE 20A In z 2-915-0 SH \1-0 6-10 F OVER D6 a SAFETY GLAZING 6-0 .-10 SGD _ • o n " Al m ®` iirk m m I F o : 2x6 WALL W/ R-21 BATT INSUL. v + r �- � FACTORY-BUILT IN ? 119 lit DIRECT-VENT GAS FIREPLACE ic1 , 4 VENT UP THRU LOW ROOF fel N �lil i a TILE HEARTH N ROOF I F .(OPTIONAL) m BELOW'�* • � _= INSUL FLOOR JOISTS AND ROOF RAFTERS v n.1 = i AT F/P ENCLOSURE I Living 1 ` N `: ® INSULATE FLOOR OVER �_--— — — — n UNHEATED SPACES o IL _ _ 0 7� ♦ -• ,, N i l-11" 3-10" �2I 2.-6" 3-8 2-8" '? 1 S & P —---•, ♦ IN N I i� " " 0 oa I I ij y N �+—----p I o DN I .1..- N In I W N Q x6 ---s. ,O o N 'l -••--LOW WAL_ AT O n v _ +42" A.F.F. • T 'n N I N SEE SH T. , ° U4 FOR STAIR \�. Kitchen DETAILS I DW D iv __ RADON m I REDUCTION SYSTEM ...-6.I DS £a 1 I/ • e, 18 UP M CONTINUE PARTY WALL- " - GWB THROUGH FURRING ♦ 1 -�'' TYPICAL - _ = WALL 1- BELOW , I p G 1 Din./Fam. .-.,`-->"" Pw•r" e e J INSULATE FLOOR OVER �^ -- UNHEATED SPACES i FLOOR BELOW 2-4.....».«».. I , IT • N I 7-0 5-0 XOX iv ROOF \ NV 1 BELOW I 0 I EXTENT OF 6 1 HR. WALL _I ( F_ 3/07 / I \ r 3 3 j 2.-2" 5-0" 5.-0" II I� 5-5" 10.-0" 2-0' Il # 1 19-1" UNIT E-6(B) MIDDLE FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 5 of 58 19'-1" f 15'-0" { 3'-9)/4 33/1 I ill z DECK ABOVE 7 O_F 1 I. 0 20 / o W. D6q COMMON WALL o 0 N 'In ® w a mZ "Ir_ WOOD TREAD, MAX. RISER 8" Mech. (ADD OR REMOVE STEPS AS 3•-O" REQUIRED PER SITE CONDITION) 415 [-N. 0 R3 OCUP. FlREPLA• DIRECT VENT GAS 1 ABOVE WATER HEATER ////�I/���III/// I I DOORS SHALL BE SELF-CLOSING ^ ________ -- -- y 20-MIN. RATED C.i1! f:.-.--.,--,. DIRECT VFURNACE NT GAS i FURN. 6A�;g�� I o Tandem 2-Car : : : : :; Garage _ I < U OCCUPANCY '' • WALL FINISH: " - GWB CEILING FINISH . :.... FURR DOWN 4b" TYPE 'X' GWB 4•-1" 1I 4'-0" FOR DUCT RUN FIRE-TAPE ALL I INSULATE GWB WRAP BEAMS Ir-rBELOW CEILING I il I UNDER STAIRS LEVEL INSULATE ® 1 I I AND LANDING FLOOR ABOVE. 1 1 i4'-1• I 1 31-9Y" 1 I LJINSULATE WALL o PER DETAIL 4/01 „^, RADON -- -- WHERE ADJACENT REDUCTION TO HEATED SPACE—..-II v lir SYSTEM g SEE SH T. H U4 FOR STAIR I � DETAILS ® 3 0. 9y2 re WOOD TREAD, MAX. RISER 8" (ADD OR REMOVE STEPS AS I N f REQUIRED PER SITE CONDITION) 1 0 u.z N UP n z za05 — — — o d iI Entry �4 z:14J I :4" N I r Ucn o I n N Porch i0 Ir/Ek �0 7-0 SOHO ,-, • I I ' o 3-7/2' 2-7Y13' 2"I 0 / -1AT FLOOR ABOVE '� STEPS I Alia i CI) 7y2" UP 4/2' 2'-2' B'-0" 1'-B"I '-0 /, 4'-O' '\ '-0 11'-10" l 19'-1" Jr UNIT E-6(B) LOWER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.05.11 River Terrace(Lots 9-13)_Calculations.pdf Page 6 of 58 SIM. 4 4 S9.1 S9.1 r "N c c - 4x12 HDR e ) UB4 N —? HUC416 o`a UP TO HUC416 m ® ../... 2Z13QO"L�B L %I 4x10HD4 - �HDR��I r� , O N. DN TO _ 0I UNNG . �y. 1111 JEL—i I I 1 . u yJ ILODI_GII I I I 20" OPEN WEB JOISTS @ 19.2" O.C. ce m =I ° I S9.0 TYP. DSC5 FLOOR GIRDER - DRAG TRUSS 18/S9.0 3 r -7-,r1 2x6 AT - Pi, Ili 16" O.C. III III ins G d_ �6I 10 01,11111 134'x20"LVL FB I I IS9.3 I_ �(2) 2X10STAIR FRMG. j DN TO I I 2x6 LEDGER, u LEDGER (3)2x6 FB KITCHEN I TYP. U.N.O. ■1 AT LANDING I b 0 1 I /■/\ / o �j lI UP TO t1✓}6Y x / = II M. BATH O \ vV 1 WY— I o-'1 y-;=i — III STXIR I i'^ 1 l i i i ! 4 FRMG. I ` III l RAISED 7 / 1 I - I -7:.:.77 i7::' ----1 11 UP TO o LANDING/POWDEREXTENT OF BATH I i AT 1-1'-23'4" ! L4 RAISED FLR. ABVMIDDLE FF ,t • I n . . . RAISED FLOOR = 134"00"LVL FB (DOT FILL) / SEE BELOW /:.::I:0:I:):::::tit??. GT ABOVE flN TO � PWOR i/ 2x10 LEDGER : :::: Rl .J 6x6 6X6 j=--%.: -I-`'-`=:,..,, , DINING UP TO TECH I -_ ,f'llIllIll U B2 DN TO BED 2 UPPER FLOOR UNIT E-6(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 7 of 58 I I (2)2x10 FB UB5 - it S'k I OVER-FRAMING PLAN I TO MATCH HT. I OF RAISED FLR. I RAISED FLOOR AT +1434" i !�—UPPER FLOOR WALLS 2x10 ® 16" G :. �' 2 I O.C. T1P. .. :: t S9.3 ^ t 2x6 LEDGER I C ;4.75" STEP I UB6` II f el HDR I I I 7 59.3 RAISED UPPER FLOOR UNIT E-6(B) FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 8 of 58 18 Eh POST ABOVE S9.2 my POST ABOVE 6x6 P.T. POST W/ ACE6 CAP, TYP. i. •T 6/12H)R /0 o i . M66 aco ® B NDLID STUDS ABOVE x8 LEDGER i r c'-II__kJ_ V_ u_�1_ - _ 2X TRUSSES 6x81H r AT 24" O.C. 3J4 x974" BIG BEAN FB N GT HU4 0 ¢ ABOVE O I' j 1 m 124 t--GT ABOVE o 7/ I c? o m m N w m _> LOW ROOF / - Typ. 3 ABOVE—\N rn �o I o 0 1 1:1, `° H ;A 0 i I 334" 974" BIG BEAM FB i 1::, j , � --1. i Gr ABO 12 w' r -'-� I I H2.5 TO BEAM MB4 59.0 i I tea. l AN LEDGER w 6a. PO.T GT ABOVE ® m as 1316 974" RIGICLAM LVL -6 I �U - I Ca m - ' 4x POS FROM +7'-0' LANDING F.F. AT +7'-0" /I ' " - \ II TO1 8- ABV. LW/F F. ABOVE LOWER F.F. m -' 2x6 AT 16" O.C. - /x\Ni-ST.R r-,c; \1 FR G. 131r 974" RIGICLAM LVL B 1 1 / STAIR I I FRAbfING .� °D A m I BUNDLED / \, I mI STUDS ABV. / / 1 / \ I �1 / 6x6 ‘ nI 0 I DN TO __ ""11 T. x117.43 EIG BEAM -II' ENTRY m mi I i f\t - .. Li mI j oin •• c m RAISED FLOOR =! .2 ril o m ml I XV (DOT FILL) Y m col SEE LEFT ■ •' f-- ie� r • 1 I E i GT ABOVE MB3 1. - Will 'x"x10)4" CASCADE S.11CI 974" v H ' r i SLAM d "x975" RIGICLAM L B FB u HU r Vl 01.81 BUNDLED STUD HUCQ 1.81/9 �� ;N FOR HEADER ABOVE z: I.R MIDDLE FLOOR UNIT E-6(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 9 of 58 U I I (2)2x10 FB i TOP 0+10'-1Y4" 1016. (3) 2x +Y4" PLWD. G�.i:2! UNDER (2) 2X10 EDGE OF TJI f n n PONY WALL SUBFLOOR4TO RAISED BENEATH g75'STEP FRAMING PLAN I _ I TOP OF J515 '4 7LKG.I Ii 0+10'-lY4" _ 1 MIDDLE FLOOR WALLS ABV. LOW F.F. I I 2x10 114.75' II ,. 1F. Y' _ STEP 3 PLATE +8"-1" `'o _ 59.3 IliPt111 2x10 LEDGER HOLDOWN STRAP l l TOP ®+10'-tY" FROM ABOVE L I I I 4110 �12 I PLATE +8.-1" 59.3 I I I UNIT E-6(B) RAISED MIDDLE FLOOR FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 17O75_2017.O5.11_River Terrace(Lots 9-13)_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 0618 Frnted.19 DEC 2013,3:392M j�� $I[Ylj�iB $ , a ,,,:,44;0:,45;‘-';', 11Eh1ERCXZ 13 a1r;1 EC6' ,,:"....„ _ ,. '44,00'3-,.-. -: ..,,, _ .',.ENRcALC,INC.1983-.22013, �.13.8.1t,V.,...:1,.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Wood Beam Design UB1 Calculatiions"per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 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 ,4 • 0 , Max fb/Fb Ratio = 0.635' 1 fb:Actual: 700.00 psi at 1.750 ft in Span#1 Fb:Allowable: 1,102.10 psi111 ii, ' ` Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 it,2-26 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.47 0.54 0.36 Live Load Defl Ratio 1290 >360 Total Defl Ratio 852 >180 Wood Beam Design UB2 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary %os,5605,S) Max fb/Fb Ratio = 0.347: 1 fb:Actual: 352.07 psi at 3.250 ft in Span#1 Fb:Allowable: 1,013.55 psi -,s-s.',.:"4,540 r, _ _ ...�:-� �.4,4444 ,1 API' - ,: Load Comb: +D+L+H Max fv/FvRatio= 0.179: 1 fv:Actual: 26.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 650 ft.2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.042 in Downward Total 0.064 in Left Support 0.21 0.26 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.26 0.16 Live Load Defl Ratio 1840 >360 Total Defl Ratio 1220 >180 Wood Beam Design': UB3 Calculations per 2005 NDS IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary D.,6_ , 0_ : Max fb/Fb Ratio = 0.082: 1 i. Yii liYiiE fb:Actual: 95.90 psi at 1.500 ft in Span#1 Y 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+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152 >360 Total Defl Ratio 13898 >180 17075_2017.05.11_River Terrace(Lots 9-13)_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:19 DEC 2013,6:39PM mp1e imp .r.... i . ..t- R Cat ,,INC sa3-2oa s 13 e 31 V 3.8.3f Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design : UB4 _- Calculations per 2005 NDS,IBC 2006 CBC 2007,ASCE 7-05 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-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=0.0180, S=0.0250 k/ft,Trib=4.0 ft Design Summary Max fb/Fb Ratio = 0.934; 1 D(0.0720)S(0.10) fb:Actual: 786.29 psi at 7.500 ft in Span#1 Fb:Allowable: 841.45 psi • • Load Comb: +D+S+H • • Max fv/FvRatio= 0.313: 1 A A 15.o n, 4x12 fv:Actual: 43.25 psi at 0.000 ft in Span#1 Fv:Allowable: 138.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.212 in Downward Total 0.365 in Left Support 0.54 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.54 0.75 Live Load Defl Ratio 848 >360 Total Defl Ratio 493 >180 Wood Beam Design UB5 : ;Calculations per 2005 NDS,IBC 2006,CBC 2007,'ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced 1 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=6.50 ft Design Summary D(0.09750)L(o.oeo) Max fb/Fb Ratio = 0.165. 1 fb:Actual: 153.55 psi at 1.750 ft in Span#1 Fb:Allowable: 931.44 psi 1, „ Load Comb: +D+L+H 0 Max fv/FvRatio= 0.126: 1 A A N:Actual: 18.94 psi at 2.730 ft in Span#1 Fv:Allowable: 150.00 psi 3.508,2-2x10 , Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SW 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 Wood Beam Design: UB6 Calculations per 2005 NOS,IBC 2006,CBC 2007,',ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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 k/ft,Trib=2.0 ft Design Summary &ie •a , 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 Max fv/FvRatio= 0.163: 1 A A N:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft.2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.20 0.39 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.39 0.08 Live Load Defl Ratio 7849 >360 Total Defl Ratio 5486 >180 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 12 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 t s� . 1RCA 9iI 275V 1 U,u ie t1 �j e `fi 83 25?13; Lic.#:KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams Wood Beam Design MB1 4; Calculations per 2005 NDS,IBC 2006,CSC 2007,ASCE 7`-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Corner 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 Load Comb: +D+L+H IIII ID Max fv/FvRatio= 0.455: 1 A A fv:Actual: 68.28 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.016 in Left Support 0.45 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 1.20 Live Load Defl Ratio 3041 >360 Total Defl Ratio 2212 >180 Wood Beam Design`: MB2 Calculations per 2005 NOS,IBC 2006,CRC 2007,ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.50 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Ne„:„ Max fb/Fb Ratio = 0.913: 1 * IR6°0', ,ii.;6°1)3$d) fb:Actual: 848.86 psi at 1.400 ft in Span#1 Fb:Allowable: 929.74 psi Load Comb: +D+L+H .. - .. Max fv/FvRatio= 0.803: 1 2 A fv:Actual: 120.38 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft, 2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.037 in Downward Total 0.050 in Left Support 0.71 1.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 1.22 Live Load Defl Ratio 1638 >360 Total Defl Ratio 1189 >180 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 13 of 58 yfckerson02 St. CT ENGINEERING i a 3 INC, Seattle,WA Project: RIVER TERRACE Date: czo)9285-1512 FAX: Client: Page Number: (206)285-0618 MB3 GArl,4et Woe_ m%tic -. 1,0 = (i 04_+ y) C g o t 23'►,2sv) 4- 4- (got vs✓}S ,'tat 2 51-i 7 P5�' c'7T ,M 1%7(g 5) et5?33_ 's v 7ula‘ialfi 17075 2017.05.11 River Terrace(Lots 9-13) Calculations.pdf Page 14 of 58 Structural Engineers CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 I Fax: (206)285 0618 ., e e i,a 1434ERCA-1113276V4Z-CE�r,1 Mui flplG B+» >NE CAL• NC 1saa 3 s� 5.31,Ve .ta. .s1 Lic.#:KW-06002997 Licensee c.t.engineering Wood Beam Design = MB4 Calculations per 2005 NOS,IBC 2006,CBC 2007,ASCE,7-05 BEAM Size: 5.25x11.875,Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Pr!! 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.605. 1 Qom D(0.150 L(0,40) fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 Fb:Allowable: 2,866/4 psi ,, Load Comb: +D+L+H — Max fv/FvRatio= 0.455: 1 A A fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477 >360 Total Defl Ratio 347 >180 Wood Beam Design : MB6 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-PrIl 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.50 ft Design Summary Max fb/Fb Ratio = 0.990. 1 D(0.06750)L(0.180) fb:Actual: 689.04 psi at 7.500 ft in Span#1 7 *, --_ _ -• + ,7 Fb:Allowable: 695.89 psi ,,: �W _ f Load Comb: +D+L+H �' Max fv/FvRatio= 0.283: 1 15.0 ft, 6x12 fv:Actual: 38.45 psi at 0.000 ft in Span#1 Fv:Allowable: 136.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SW 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 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 15 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Multiple Simple Beam y "E e:, 1... 1 NEKA 1Ver6it 231 ,,, T Ari ' .... ERC ,19a3-2o131u fi 4 s 31 1111 s Ia.s 31 Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design : MB7 Calculations per.2005 NDS,IBC 2006,CBC 2007,'ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: 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=-0.0150, L=-0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.330 ft Design Summary (p Max fb/Fb Ratio = 0.213; 1 DDt 1 IVe) fb:Actual: 201.88 psi at 6.250 ft in Span#1 Fb:Allowable: 946.00 psi ' � x Load Comb: +D+L+H • • Max fv/FvRatio= 0.064: 1 A A Iv:Actual: 10.96 psi at 11.750 ft in Span#1 12.50 ft, 2-2x10 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.000 in Downward Total 0.000 in Left Support -0.06 -0.17 Upward L+Lr+S -0.058 in Upward Total -0.079 in Right Support -0.06 -0.17 Live Load Defl Ratio 2606 >360 Total Defl Ratio 1895 >180 Wood Beam Design : MB9 Calculations per 2065 NOS,IBC 2006,CBC 2007 ASCE 7-05 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.010 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 kilt,Trib=5.0 ft Point: W=7.582, E=7.732k@ 1.0 ft Design Summary Max fb/Fb Ratio = 0.413: 1 D 0.0.760 .0.20 --- fb:Actual: 1,511.55 psi at 1.018 ft in Span#1 Fb:Allowable: 3,663.90 psi Load Comb: +D+W+H • • Max fv/FvRatio= 0.603: 1 A A fir:Actual: 298.89 psi at 0.000 ft in Span#1 Fv:Allowable: 496.00 psi 6.50 ft, 3.5x9.5 Load Comb: +D+W+H Max Deflections Max Reactions (k) D L Lr S W S H Downward L+Lr+S 0.021 in Downward Total 0.120 in Left Support 0.28 0.65 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.65 1.17 1.19 Live Load Defl Ratio 3743 >360 Total Defl Ratio 650 >180 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 16 of 58 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E6(B) Step# 2015 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 S.,= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43- N Longitude= -122.77 s W http://earthquake.usgs.qov/designmaps/us/application.php http://earthquake.usgs:qov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMs= Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SMi= Fv*St SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SDS= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor .o= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels -- -- N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor C0= 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 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 17 of 58 SHEET TITLE: 17075-River Terrace(Lots 9-13)-Unit E6(B) CT PROJECT#: Sps= 0.70 h„ = 25.92(ft) SD1= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) 1E= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.41 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sps/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=SD1 I(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(S01*TL)/(T2*(R/IE)) (for T>T L) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,, = DIAPHR. Story Elevation Height AREA DL w, w, *h,k w, *h,k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew; *h,k Vi DESIGN Vi Roof - 25:92 25.92 693 0.030' 20.79 538.8 0.49 2.36 2.36 3rd(uppr), 8.08 17.83 17.83 693 0.030 20.79 370.8 0.34 1.62 3.98 2nd(main) 8.92 8.92' 8.92 693 0.030 20.79 185.4 0.17 0.81 4.79 1st(base) 8.92 0.00' SUM= 62.4 1094.9 1.00 4.79 E=V= 6.70 E/1.4= 4.79 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 18 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 9-13)-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 r 40.0 ft. Basic Wind Speed 3 Sec.Gust= 95 ' 95 mph Figure 1609 Figure 6-1 Exposure= B B Roof Type= Gable Gable Ps3oA= 16.1 16.1 psf Figure 6-2 Ps3o B= 11.0 11.0 psf Figure 6-2 Ps30 c= 12.9 12.9 psf Figure 6-2 Ps3Bc= 8.9 8.9 psf Figure 6-2 X=- 1.00 1.00 Figure 6-2 Kz1= 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) )\*Kz,*Iw*windward/lee : 1.00 0.61 Ps=X*Kzt*I*f33o= (Eq.6-1) PsA= 16.10 9.82 psf (Eq.6-1) Pse = 11.00 6.71 psf (Eq.6-1) Psc = 12.90 7.87 psf (Eq.6-1) Ps D= 8.90 5.43 psf (Eq.6-1) Ps A and c average= 14.5 8.8 psf Ps B and D average= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 I width-2*2a= 7 28 MAIN WIND-METHOD 1 PER ASCE Areas(F-B) Areas(S-S) (F-B) (S-S) :Wind(N-S) Wind(E-W) 1.00 1.00 1.00 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-W) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 Ac= 626.2 AF= 1318 6.3 8.0 V(n-s)= 8.32 V(e-w)= 9.93 kips kips kips kips 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 19 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 9-13)-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 0.00 0.00 0.00 0.00 3,38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 0:00 0.00 0:00 0.00 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00 0.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B). 8.32 V(S-S)= 9.93 kips kips kips kips DESIGN WIND-Min/Part 2/Part 1 ASD Wind(F-B) Wind(SS) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08 17.83 17.83 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.92 8.92 8.92 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.92 0.00 0.00 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 9.93 kips kips 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 20 of 58 Design Maps Summary Report Design Maps Summary Report User-Specified Input Building Code Reference Document 2015 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 . • rte. zo ,T- 1 I-iD Om .. j ' B averton P -,,.., , ., . .:=,-' - :.: ,,- 7,--- ,,,,,i--,,,tw:.-74,1Netrs:.}..-., `....., ,,• �'� ads ,----- '''''-'•,-..,-.Ltitt':,.-ir.:*,;;:, Aftir... ,.: -'- ,1`. IVlii W a uk is Farmington- :;;,. -,,,,,, ,,,<,,,,,,,,, ,-----'- , c 41.:.....`''''''F' g j Elie^O 1G eqo <. ar % OAR^r .o A.. OyZ ,f � L )7 �� `s € -. � Qust1slr i,� r i� 3vt F-xWW_. . 2e " USGS-Provided Output SS = 0.972 g SMS = 1.080 g SD, = 0.720 g Sl = 0.423 g SMS = 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 Response Spectrum Design Response Spectrum 000 iY0 0.00 , 0,72 0.77 +7. 8 0,64 sy 11 0.50 ta 0.12 0.44 0 24 10:22 t,i 0,11 0.00 Gfl C 00 4. 4. 0.40 0.40 ii. 1. 1.20 1.401>00 110 0.00 0.20 0.40 0.00 0.00 1.00 1.20 1..f0 1.0fis 1.:x,9 2.03 Period,7(0470) Period,I(sec) Although this information is a product of the U.S.Geological Survey,wet 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. 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 21 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... MIMS Design Maps Detailed Report 2015 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 2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)[13 Ss = 0.972 g From Figure 1613.3.1(2)`2 S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class 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 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 22 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 .. 0.25 Ss = 0.50 S5 = 0.75 S5 = 1.00 S5 > 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 S5 For Site Class = D and Ss = 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period S, 0.10 S1 = 0.20 S1 = 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 S1 For Site Class = D and Si = 0.423 g, F„ = 1.577 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 23 of 58 Equation (16-37): SMS = FaSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SM, = F,S, = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDs = % SMS = % x 1.080 = 0.720 g Equation (16-40): SD, = % SM, = % x 0.667 = 0.445 g 17075_2017.05.11_River Terrace(Lots 9-13)_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 <_ 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 SD1 I or II III IV Sol < 0.067g A A A 0.067g <_ SDl < 0.133g B B C 0.133g <_ S. < 0.20g C C D 0.20g <_ SD1 D D D For Risk Category = I and SD1 = 0.445 g,Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 25 of 58 SHEET TITLE: LATERAL F-B,(front to back) CT PROJECT#: 17075-River Terrace(Lots 9-13)-Unit E6(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.36 kips Design Wind F-B V i= 3.38 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.36 kips Sum Wind F-B V i= 3.38 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rome Unet U,nm OTM ROTM Unet Ue n U.,,,,, HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Of) (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 0.47 0.00 1.00 1.00 70 P6TN P6TN 101 3.80 2.05 0.29 0.29 5.45 1.52 0.65 0.65 0.66 A A.3b 206.9 10.0 10.0 1.00 0.10 1.01 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 101 5.62 4.50 0.12 0.12 8.07 3.33 0.51 0.51 0.51 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B:3b 0 0.0 0.0. 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.3a 87.35 7.8 7.8 1:00 0.15 0.47 0.00 0.33 0.00 1.00 1.00 43 P6TN P6TN 61 2.65 4.05 -0.20 -0.20 3.80 3.00 0.11 0.11 0.11 C C.3b 102.6 8.2 0.0 1.00 0.00 0.50 0.00 0.35 0.00 1.00 1.00 43 P6TN P6TN 61 2.79 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.63 C C.3c 146.6` 11.7 11.7 1:00 0.00 0.71 0.00 0.50 0.00 1.00 1.00 43 P6TN P6TN 61 3.98 0.00 0.36 0.36 5.72 0.00 0.52 0.52 0.52 693 44.3 44.3 =L eff. 3.38 0.00 2.36 0.00 VLS;,,d 3.38 EVEQ 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 26 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 9-13)-Unit E6(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-B V i= 2.41 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.98 kips Sum Wind F-B V i= 6.79 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wnd Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM Unet OTM Rum U„ei Uso„, U.,,,„ HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a ` 0 6.8 6.8 1.00 0.10 0.00 0.68 0.00 0.47 1.00 1.00 70 P6TN P6TN 101 4.27 2.05 0.37 0.65 6.13 1.52 0.76 1.40 1.40 A A.2b 0 10.0 10.0 1.00 0.10 0.00 1.01 0.00 0.70 1.00 1.00 70 P6TN P6TN 101 6.33 4.50 0.20 0.32 9.08 3.33 0.62 1.12 1.12 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a, 346.5 5.0 6.0 1.00 0.15 1.21 0.00 0.81 0.00 1.00 1.00 162 P6 P6 241 7.30 2.03 1.22 1.22 10.85 1.50 2.16 2.16 2.16 B B.2b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.2a 92.53 9.0 9.0 1.00 0.15 0.32 0.47 0.22 0.33 1.00 1.00 61 P6TN P6TN 89 4.93 5.47 -0.06 -0.26 7.17 4.05 0.37 0.49 0.49 C C.2b 115.7 11.3 11.3 1.00 0.15 0.40 0.50 0.27 0.35 1.00 1.00 55 P6TN P6TN 80 5.57 8.54 -0.28 0.09 8.13 6.33 0.17 0.70 0.70 C C.2c 138 13.4 '13.4 1.00 0.15 0.48 0.71 0.32 0.50 1.00 1.00 61 P6TN P6TN 89 7.39 12.15 -0.37 -0.01 10.75 9.00 0.14 0.66 0.66 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0" 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 '1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ': 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ': 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 692.7 55.4 55.4 =L eff. 2.41 3.38 1.62 2.36 1.00 E,Vwind 5.79 EVEQ 3.98 Notes: denotes a wall under a discontinuity * denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 27 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 9-13)-Unit E6(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.81 kips Design Wind F-B V I= 2.53 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.79 kips Sum Wind F-B V i= 8.32 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL en. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Uun, OTM RoTM Unet Usun, U,nn HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.la 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.65 0.00 0.00 0.00 1.40 1.40 A A.1b 0 ` 20.8 20.8 1.00 0.15 0.00 1,69 0.00 1.18 1.00 1.00 57 P6TN P6TN 81 10.60 29.30 -0.93 -0.61 15.21 21.70 -0.32 0.80 0.80 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B,1a 144.4 5.0 5.0 1.00 0.00 0.53 0.50 0.17 0.34 1.00 1.00 101 P6TN P6 206 4.56 0.00 1.05 2.27 9.26 0.00 2.14 4.29 4.29 B B:1 b 202.1 7.0_' 7.0 1.00 0.00 0.74 0.70 0.24 0.47 1.00 1.00 101 P6TN P6 206 6.38 0.00 1.01 1.01 12.96 0.00 2.05 2.05 2.05 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.1a 109:8 11.3 11.3 1:00 0.15 0.40 0.92 0.13 0.55 1.00 1.00 60 P6TN P6TN 117 6.08 8.54 -0.23 -0.50 11.86 6.33 0.52 1.01 1.01 C C.1b 48.8 5.0 5.0 1.00 0.16 0.18 0.41 0.06 0.62 1.00 1.00 135 P6TN P6TN 117 6.09 1.80 0.99 0.99 5.27 1.33 0.91 0.91 0.99 C C.1 c 187.9 19.3 19.3 1.00 0.15 0.69 1.57 0.22 0.82 1.00 1.00 54 P6TN P6TN 117 9.37 25.01 -0.84 -0.85 20.29 18.53 0.10 0.75 0.75 - 0 0.0 :-0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 =0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0;00- 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 <,e 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - ' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '` 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ` 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 68.3 68.3 =L eff. 2.53 5.79 0.81 3.98 Vwind 8.32 E VEQ 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 28 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 9-13)-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 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. Lwall Logy. C U w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rorm Use USUM OTM ROTM U,le1 US„m U,m HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) 0 (plf) (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 6.31 0.72 2.40 2.40 4.85 0.54 1.85 1.85 2.40\ yiv' 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 �,p614, 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00bjj'C Y 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=Leff. 2.42 0.00 2.43 0.00 �Vwme 2.42 `;V 0 2.43 Notes: denotes a wall under a discontinuity '" denotes a wall with force transfer "`" denotes a TJSB 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 29 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 9-13)-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-B V i= 4.15 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)U+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 Loi off, Co w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Rom' UM, Usum OTM Rollo U,,,, U, , Uso, (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) i, (p11) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 56.83 3.0 3.0 1.00 0.20 0.14 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 !•',,rte f7 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 D.54 2.65 4.50 5.82 104,1 evrLeirfog' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 yK'45 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 R1DU5(yt47rr (4,Ri 2j 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#414041 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 f.V„in d 4.15 _`.'VE0 4.10 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 30 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 9-13)-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+0.7 p Qe 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 Loaff. C a w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROT, Unet U,u,,, OTM Romi Uri U, , U.., (soft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) /, (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (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 oreptil 1 1.2b 2E-12 0.0 3.0 1.00 0.20 0.00 0.00 0.00 0.00 1.00 0.00 #4141#N.G. P6 173 0.00 0.00 0.00 5.82 0.00 0.00 0.00 4.50 -84" 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 biltal 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 '71.30 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 1.11:1 •VwPScSj.j 797.2 19.0 19.0=Leff. 1.81 4.15 0.84 4.10 / L pQ,� EVwine 5.96 EVEQ 4.93 7wF«i�ZJ Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB • 17075_2017.05.11_River Terrace(Lots 9-13)_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 ASSEMBLIES1'2'' Seismic(SDC C-E) • Wind(MX A B) Hold down Hold-down Nominal Drift at Drik ab Height Allawabloble Uplift at Allowable Uplift at Model No. Wind ( Shear:(iba) heara(fn) ShearIle) • Sheer°bs) ShearAuw(In) hoar abbe In), SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 5600 0.30 13495 6160 0.33 14846 SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 SWSB 12x7.5 .. 12. 85:6 2520 " 0.32 : 9920 2770.. 0,35 10906 1SWSB 18%7,5 18 : 85.5; 5380 0,34 . 14215 5910 0,37' 15616' o-, SWSB 12x8 12 9325 2310 0.35 9915 2540 0.39 10905 a,. .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 SWS8:12x9.' 12 10525.` 1580 0.43 9570. 1780 048 10780 ' SWSB 18%9 18 105.25' 3810 0.43. _ 13770 4180 0.51 { ' 15105 SWSB 24x9 :;- '24 10525- 7810 0.42 21280 .6590 Q 47 : 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 ' SWSB18x7.5: :: 18 ; 85.5 ; •• 2625 033.; ' 13870: >:2885• ', 040 15245 ' m-. SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 c SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 Y -i ',' SWSB 24x8 24 9325 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 ` 12 ''''105.25' ' 790 'i0 43 9570 :':890 0A8-r; 10780 SWSB18x9 18 105.25=' 1905 043 - 13770 .2090 0.51 _` ,,;15105' SWSS.24x9 24 105.25 3905 0 42 21280 4295. '. 0.47,i_ 23405 For SI:1 Inch=25.4 mm,1 lb.=4.45 N,1 pit=14.6 Wm. Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. ZHold-down uplift at allowable shear is based on a moment arm of 8.688 inches,14.563 Inches and 19.313 Inches for 12-Inch,18-Inch and 24-Inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-Inch panels 93.25 Inches or less In height,respectively.In-plane'shear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load Is allowed. 'Panels may be trimmed to a minimum height of 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. 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 32 of 58 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: Date:, (206)285-4512 FAX: Client: Page Number: (206)285-0618 TIP Ms r . s4U` r IAP 171r f . . 1 ' i / i 1 ( ig\_____--- --1,- : - ir 4 . li 1' -_ j _y t • 1 I :1 ii, __ , 1 ---- 1 1N ).LIA. kL) 45(g'5r4S) . * 1( )Y.Z)( 4*-4 4---(i)(1-'---)k)601-6 4 )26c QST" iia pF-- 9-ippo ?‘)F- wt, ),, .-1 --fi5 -- (#-,),/,,,,, ___ tb 146- MIN, Wlf W)K- TSP ,/V, v . P6645 .. 6\ X151 -9 (z)(if(2ic)) 1-0-0-1--)5) = 0(3. - 1b' Sd? l 37- = t_93 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 33 of 58 Structural Engineers ROOF BELOW 0 15-4" 1•-8" 9'-8" 110)12; 2'-5" 14 L 4'-10" I 4.-10"` o 1_ _ IT lar 4— I EGRESS 1. ' �. '""""' 6-0 5-0 SL - Bedroom 2 " Et) CL 4 a 3i I D1 �-o . I m I FIREPLACE VENT 2'-13' 8' 4Y2 1'-83/ ill .• R Jr5 SH. 1 L 24'1B," = 2-0 XV m Ir •thU a1F0L0 F n 11 ~o g, 2;311 _ or, Di?: ATTI .n IACCE I f� a t 1 CD , 1 6 MRI I 1.1. I I � n n H 4'l• f__._ o I e SHOWER IWC f :a- M. $ 14'M. Bath -` ,. TB6 * 3'-6/4 N In Jar 42" A.F.F. �7 t? SEE SHT. "Lo111/I/�d\ll\I U8 FOR TIDO ® ® STAIR 1 = DETAILS .4.---- 2.6wa11... ...... . ......f� I t T RADON REMOTION SYSTEM R .. :::8'-437, 3'-5''. I Ior) . ._ rn rn va ..Master Bedroom ; ARV.UPPER FY.. . ci I is 7-0 5-0 XOX ` `l e EGRES 4'-11" } , UNIT K-6(B) UPPER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 34 of 58 15'-4" I 11 /4 -10 " rn 20 - ,. 1 ROOF ABOVE za— •' GUARDRAIL AT +42 0 o o f a I I ABV. DECK SURFACE II o i S 1'-7f• 4'-3• 4'-3• 5-3• i S ioz z Ioo I �ra we ?7 viLF ABOVE� ---1-5-�-6 11, °w c," 1-6,15-1-6I5-)SH 6-0 6-10 SGO SA YGIIA4ING 41111 Living 0 ll III. D1 TILE HEARTH •I (OPTIONAL)—, O FACTORY-BUILT — DIRECT VENT GAS FIREPLACE D --4- INSULA v IN UNHEATED SPACER I L • N N I I ),-0 k 3'-6 DN :-,"--r--1 LOW WALL 42" A.F.F. _ ---"'NI j Dining - . j , LOW WALL _ m. CONTINUE 36"ABV. �— I COMMON WALL GWB THRU NOSING-i-----... G may, 0 I FURRING TYP. < I Ur; 2'-8' RADON 'n SEE SH T. t MITIGATION U8 FOR STAIR '''.. •'-';‘--- r ` � xg VENT STACK DETAILS jl I I1 OPEN RAIL 0/PONY WALL: TOP OF WALL +22" A.F.F. 1 N• U TOP OF RAIL +36" A.F.F. L I o ~—b I1 o I 'v -n 4 i' d O V 1 2'-6 " I 3'-1;" 3'-11y" i .i• F II IFFF o I 1 1 I I DW 1I,L 2D ® II b........ 1 0 07 ''-Tr 11 `"" II �� 7-0 5+0 XOX 0 j 4'-10' -4 -10"i.-11' 10"}2'-2" 1. it 1V-4" D7 UNIT K-6(B) MIDDLE FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.05.11_River Ten-ace(Lots 9-13)_Calcuiations.pdf Page 35 of 58 }� 74 15-4" }{ I 71,-70 " 3.-5Y4 I I r DECK ABOVE 1' I ♦Z 0 ILIM 'al I-- -• W. Y---- co o II ¢ V COMMON WALL 1 9'-11" 5-5" i ? ,v) t 1 a to, w I I a ♦ • j WOOD TREAD, MAX. z l 1 RISER 8" (ADD OR REMOVE STEPS AS m REQUIRED PER N!II SITE CONDITION) F-0" °D Di I. o 1 DIRECT VENT GAS e I WATER HEATER AND FURNACE DOORS SHALL BE ; SELF-CLOSING 20-MIN. RATED Garage U OCCUPANCY o I .:y ,--1111 n / 1 e 49`x1 gip.ylfL, FURN. I ?�' I.INSO! Y.. j 1 R3 OCCUR_ o FURR DOWNi. _ eC}i• o FOR DUCT RUN 1'-6" -' n -A 3.-6" n IN INSULATE WALL ___e PER DETAIL 4/D1 WHERE ADJACENT TO HEATED SPACE ' i______,, I RADON REDUCTION SYSTEM ^ SEE SH T. 1 I WOOD TREAD, MAX. U8 FOR STAIR / RISER 8" (REMOVE DETAIL S6, o STEPS AS REQUIRED - rU 16 PER SITE CONDITION, �..- 'I MAX 1 TREAD) ...... ,t D5 7.1 /,.-\'''.6)4' —s I,I°‘0"0- ticp. I m j I11 ® s= I D5 nz I 8-0 7-0 SOHO • n C- - I 5.-1y2" ' 4'-10y2 4e ..2'-6y2" 9 2 6y2 i 2.-5^ µi V 1;Porch ♦ • RL OOF ABOVE ,F 9-6" ii-O" 4-4" UNIT K-6(B) LOWER FLOOR PLAN 1/4"=r-0" AMERICAN MODERN 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 36 of 58 .c T1 4x12 HDR r— N e 0 14 m S9.0 1150 HU4416 HUC416 I (2)�1.4y"x'0 LVL FB 1 I P 4x10 -IdIR 'A11.) o I x E 11311 x N—I 1-11.11.1-11---11.j-11-1.1-1.U1 -1.1-1.-1.1-.. FLOOR GT l i 6 hS9.0 �• I 1 I I- 1 20" OPEN `VEB JOISTS ® 19.2" O.C. 11 3 FLOOR GT _Q� I II li I —11c7:111 T420 1 1 6 ul 'I TYP. S9 0 I�" I - 11 / 1 1 1 / II 1 1 1 '_- 1 I Inl 1 , , Y 1 TAI'i 11 1 1, FI AMI G I� - \, / 3 � I '1/r I P , 1 >, 1 1 1 � 1 1 il II I \I a v�� I 1 '' I 13e"x20" il / I 1 LVL FB 11 I il 1 1 1 )QI I I1d0I I I ' � I I ' 1 I Ii 1 I I 1 I( I r. I 111 .l 0 - __i (2)134'x20" LVL FB UPPER FLOOR . UNIT K-6(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 37 of 58 AICh 18 POST ABOVE Icy59. POST ABOVE AI 0 PT 4x12 HDR__ / ACE6 POST CAP x6 P.T. POST / •X o B6 - TYP. 4x8 FB `_ BEARING F.-10 alikka STUDS ABV. mow 2x8 PT EDGER11Y I 1 I 0 I 0 up j 0 TYP. f I 0 I I N I I 1 I S9.0 GT ABOVE- C) MB5 0 3)2'x10)¢' CASCAD= S.L HDP 1 I �k� I rYP. I I I I11Il _ � 1- j I x934. /I I IRIGIDLAM LI ;I FkUSH W/JSIf) II I I I 1 1 I II '1 11 j T 1-77.7g') CAS;ADE S.L. 4TR/pt / 1\ N 1 ABDVEPDST it I€ ISTAIRI\ i I 1 11 li/FRAMING'‘ - III HU410111 I " ¢ mil i BM B c7 ' c2I m E I Ic j 0 - III- 1 �� , xa ). x1Ir." CASCADE S. . H R . .. lu I " I*I ej, i x RIGIDLAM L a BUNDLED STUDS FOR HDR ABV. PORCH ROOF F- 1 SYMMETRICAL 4x4 W/ACI4 v) ABOUT THIS LINE a CONT. TO POST AT `' J ADJACENT UNIT Q 4x8 HU 1 L J MAIN FLOOR UNIT K-6(B) FRAMING PLAN 1/4"=1.-0" AMERICAN MODERN 17075_2017.05.11_RiverTerrace(Lots 9-13)_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 2013,638P 00'0 a Multiple Simple-been' ' , ,, Ees r�� � ff„ ,�a . . . �� Mo�. n �,,,,, , er:� �,�� - 13,82 �ts�s� Lic.# :KW-06002997 Licensee:cA.engineering Description : Upper Floor Beams Wood Beam Design UB-1 : Calculations per 2005 NOS,IBC 2006,CBC 2007 ASCE 7-11$ BEAM Size: 4x12,Sawn, Fully Unpraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0psi Fc-Perp625.0psi Ft 575.0 psi Eminbend-xx 580.0 ksi P Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 klft,Trib=3.0 ft Design Summary 9Roa I_VW Max fb/Fb Ratio = 0.327: 1 fb:Actual: 321.48 psi at 4.250 ft in Span#1 Fb:Allowable: 982.51 psi ^ :IIIIII1tJNA. Load Comb: +D+L+H Max fv/FvRatio= 0.154: 1 A A fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.50 ft,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) IQ 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 17075_2017.05.11_River Terrace(Lots 9-13)_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 0618 Printed:19 DEC 2013,6.39PM l � �a s-- . r fie 8•s k , lit L n$Multipe Aea�t . - 1,-.,-.---i.,---.-, ,, ,., 6,. .,, -- F , ,S'fCAt X883241 '.S»�1,U . , Lic. #:KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams Wood Beam Design. MB1 ,Calculations per 2005 NDS,11302006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Wood Grade: Fb-Tension 1,000.0 psi Fc-PrIl 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Design Summary 3(0.1950 L(0.520) Max fb/Fb Ratio = 0.368: 1 fb:Actual: 367.28 psi at 1.500 ft in Span#1 Fb:Allowable: 999.05 psi Load Comb: +D+L+H Max fv/FvRatio= 0.683: 1 A A fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.0 n,2-2,8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.78 Live Load Defl Ratio 4679 >360 Total Defl Ratio 3403 >180 Wood.Beam Design : MB2 „_ ;. ;j'. Calculations per 2005 NDS,IBCB :2006,CBC 2007,ASCE 7-05 BEAM Size: 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 9.a0 4 Point: D=0.120, L=0.320 k @ 4.50 ft Design Summary .,,, „ Max fb/Fb Ratio = 0.498: 1 D(0.0150 L(0.040) I fib:Actual: 985.10 psi at 4.500 ft in Span#1 -� Fb:Allowable: 1,977.35 psi g Load Comb: +D+L+H .�5 ,., Max fv/FvRatio= 0.164: 1 fv:Actual: 50.69 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.0 ft, 1.75x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.141 in Downward Total 0.194 in Left Support 0.16 0.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 1.55 Live Load Defl Ratio 851 >360 Total Defl Ratio 619 >180 17075_2017.05.11_River Terrace(Lots 9-13)_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 Printed:19 DEC 2013,9.39PM ;°Mul# I Qim ie B±1 am �j yr l»A-'1"'2 531 �1.,, �k...,... ENERCA(C INC 1983-2013,Bum:6 13 i61 U 4'13.15.31' Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design MB4 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-PrIl 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.965; 1 D(0.180 L(0.480) fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi :1 , Load Comb: +D+L+H • • Max fv/FvRatio= 0.559: 1 A A fv:Actual: 148.04 psi at 0.000 ft in Span#1 11.50 ft, 3.125x10.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W C 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 Wood Beam Design MB5 ' 1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: 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 .o M.0.,0= Max fb/Fb Ratio = 0.746: 1 D(0.120)L(0.320) • fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H Max fv/FvRatio= 0.533: 1 N:Actual: 141.21 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 11.50 ft, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.287 in Downward Total 0.402 in Left Support 1.11 2.35 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.11 2.35 0.32 Live Load Defl Ratio 480 >360 Total Defl Ratio 343 >180 Wood Beam Design MB6 0 Calculations per 2005 ttGS,IBC 2006,CBS 2007,ASCE 7-05 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.943. 1 D(0.0750 L(0.20) fb:Actual: 738.92 psi at 5.750 ft in Span#1 � `` 3% �;a Fb:Allowable: 783.50 psi • .- ;�, Load Comb: +D+L+H • Max fv/FvRatio= 0.351 : 1 A N: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 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 41 of 58 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K6(B), Step# 2015 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 S1= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usgs.qovidesionmaps/us/application.pho http://earthquake.usgs.gov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMS=Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM1= Fv*Si SMI= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SDI= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s 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 fro= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 42 of 58 SHEET TITLE: 17075-River Terrace(Lots 9-13)-Unit K6(B) CT PROJECT#: Sps= 0.70 h„ = 25.92(ft) SD1= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) 1E= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.41 k= 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sips/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=SDI I(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD1*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cy), = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *hxk DESIGN SUM LEVEL Height (ft) h1 (ft) (sqft) (ksf) (kips) (kips) > w, "h,k Vi DESIGN Vi Roof - 25.92 25.92 598 0.030 17.94 464.9 0.49 2.03 2.03 3rd(uppr) 8.08 17.83 17.83 598 0.030 17.94 319.9 0.34 1.40 3.43 2nd(main) 8.92 8.92 8.92 598 0.030 17.94 160.0 0.17 0.70 4.13 1st(base) 8.92 0.00 SUM= 53.8 944.8 1.00 4.13 E=V= 5.78 E/1.4= 4.13 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 43 of 58 SHEET TITLE. MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: 17075-River Terrace(Lots 9-13)-Unit K6(B) F-B S-S ASCE IBC Ridge Elevation(ft)_,. 44.0040.00 ft. Roof Plate Ht.= 25,92 25.92 Roof Mean Ht.= 34.96 32.96 ft. --- Building Width= 19.0 40.0 ft. Basic Wmd Speed 3seo G.= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B. Roof Type= Gable Gable PS30A= 24.1 24.1,psf Figure 28.6-1 PssoB= 3.9 3.9 psf Figure 28.6-1 Psso c= 17.4 "-17.4.psf Figure 28.6-1 Psso o= 4.0 4.0 psf Figure 28.6-1 A= 1.00 1.00'. Figure 28.6-1 K„= 1.00 1,00' Section 26.8 windward/lee= .1.00 0.00'(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) X"Ke*Iw"windward/lee: 1.00 0.00 Ps=A"KZt"I"Poo= (Eq.28.6-1) PSA= 24.10 0.00 psf (Eq.28.6-1) Ps B= 3.90 0.00 psf (Eq.28.6-1) Psc= 17.40 0.00 psf (Eq.28.6-1) Ps o= 4.00 0.00 psf (Eq.28.6-1) Ps A and c.v.,age= 20.8 0.0 psf Ps B.nd D...,.v.= 4.0 0.0 psf a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 7 28 MAIN WIND-ASCE CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 44.00 18.1 0 217 0 126.6 0 217 0 506.3 Roof -- 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 6.7 0.0 3.01 6.73 6.73 6.73 0.00 0.00 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 2.6 0.0 3.49 2.58 2.58 9.31 0.00 0.00 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 2.7 0.0 3.66 2.71 2.71 12.02 0.00 0.00 0.00 0.00 1st(base) 8.92 0.00 AF= 751.3 AF= 1582 12.0 0.0 V(F-B)= 12.02 V(S-S). 0.00 kips kips kips kips 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 44 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: 17075-River Terrace(Lots 9-13)-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 6.73 6.73 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.58 9.31 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00 0.00 2.71 12.02 0.00 0.00 1st(base) 8.92 0.00 V(F-B). 0.00 V(S-S)= 0.00 V(F-B)= 12.02 V(S-S)= 0.00 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) 'Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 6.73 4.04 4.04 0.00 0.00 0.00 3rd(uppr) 8.91667 8.91667 8.91667 2.58 1.55 5.59 0.00 0.00 0.00 2nd(main) 8.91667 0 0 2.71 1.63 7.21 0.00 0.00 0.00 1st(base) 0 0 V(F-B)= 7.21 V(S-S)= 0.00 kips kips 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 45 of 58 Design Maps Summary Report Design Maps Summary Report User-Specified Input Building Code Reference Document International Bu (2015which utilizes USGS hazard data ilding availabCodele in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III 2°.. 40 t I :";,: -A.t'd'..:','n'''''',/,.0.,' 1,-,i,,il?,::":1,c'''''' ',;,: ::::iititt;41-arim''"i e.1:-,;-:,;,-7-:;.,'''''''''''''''5,51:',.i.:. "-;7;;,---'-''',•','-'-!0_,--iit-A.,,,\ ,z,:,,-,,,2:,-:.:.,5:,'-:-:--'.7--7,,,i.'':'.,:%,-S,t,'',',,';,:'p1',,,,7', to.. ;s,.,.,.,.,,i.,,,r..::-'„',,,A,',.,,i'i'.,..':—w,,7- <� a 6:,,...,1,k::-1,1F-1—P*'.:'...-.;;':,„,,,:,'-.,, 5 d . ,1 ,i, .saki@ „,,.•:,,,,,,g,,,,,,,,il::ii:. � r 9 , ^f w f r o Lake € swe�l4 -,j' � yy 4g City ,m . .. , USGS-Provided Output S5 = 0.972 g SMS = 1.080 g S°5 = 0.720 g S, = 0.4239 SMS = 0.667g SDI = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP” building code reference document. 0,22 M E Response Spectrum Designsponse Sec ru 1.14. , 0t.., 412 0.89 Q.S4 0.54 43 17 0,44 0,44 v r 0.55 : 04 0400.44 ffi. , $ 4.7A, 0,22 4L16 0110.02 C 0,00 0.20 r.44 4.44 0. 040 Q. f9.* 1.00(s1.719 1.44 ISO 1.00 2596 4.40 a 1.x4 0.20 1.44 L7: L40 1.40 1.20 7..44 P*rkd,T tt PFeriiad, T{ ;' Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 46 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... MUMS Design Maps Detailed Report 2015 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 2015 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)E" 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 N or k, 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 17075_2017.05.11_River Terrace(Lots 9-13)_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 S5 = 1.00 Ss >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and SS = 0.972 g, Fa = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period S1 <_ 0.10 S1 = 0.20 S1 = 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 S, = 0.423 g, F„ = 1.577 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 48 of 58 Equation (16-37): SMS = FaSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SM, = F,S, = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % SMS = % x 1.080 = 0.720 g Equation (16-40): SDi = % SM, = 2/ x 0.667 = 0.445 g 17075_2017.05.11_River Terrace(Lots 9-13)_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 Sus I or II III IV S. < 0.167g A A A 0.167g5SDS < 0.33g B B C 0.33g 5 Sos < 0.50g C C D 0.50g5. S. D D D For Risk Category = I and Sos= 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 SD1 I or II III IV S01 < 0.0679 A A A 0.067g <_ Sol < 0.133g B B C 0.133g <_ S. < 0.20g C C D 0.20g <_ So1 D D D For Risk Category = I and S01 = 0.445 g,Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(2).pdf 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 50 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 9-13)-Unit K6(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 kips Design Wind F-B V i= 4.04 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.03 kips Sum Wind F-B V i= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL aa. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Un.1 U,m OTM Row 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) A A.3a 108 10.8 10.8 1.00 0.15 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 A A.3b s 82.92 8.3 8.3 1.00 0.15 0.56 0.00 0.28 0.00 1.00 1.00 34 P6TN P6TN 68 2.25 4.59 -0.31 -0,31 4.48 3.40 0.14 0.14 0.14 A A.3c 108 10,8 °10,8 1.00 0.15 0,73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0A8 5.83 5.78 0.01 0.01 0.01 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00` 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 131.2 10.8 -10.8 1.00 0.15 0.89 0.00 0.45 0.00 1.00 1.00 41 P6TN P6TN 82 3.57 7.80 -0.42 -0.42 7.08 5.78 0.13 0.13 0.13 B B.3b 167.81 13.8 13.8 1.00 0.15 1.13 0.00 0.57 0.00 1.00 1.00 41 P6TN P6TN 82 4.56 12.76 -0.63 -0.63 9.06 9.45 -0.03 -0.03 -0.03 B 8.3c 0 0.0 0.0'' 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 598 54.3 54.3 =L eff. 4.04 0.00 2.03 0.00 V„;,,d 4.04 EVEQ 2.03 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 51 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 9-13)-Unit K6(B) Diaph.Level: 3rd(uppr) Panel Height= - 9 ft. Seismic V i= 1.40 kips Design Wind F-B V i= 1.55 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.43 kips Sum Wind F-B V i= 6.69 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LILof. C o w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RcrM U„at OTM RoTM Unat Use,,, 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) A A.2a 108 10.8 cc 10.8 1.00 '' 0.15 0.26 0.63 0.23 0.32 1.00 1.00 51 P6TN P6TN 83 4.96 7.80 -0.28 -0.76 8.02 5.78 0.22 0.23 0.23 A A.2b 80.4 8.0 8.0 1.00 0.15 0.19 0.47 0.17 0.24 1.00 1.00 51 P6TN P6TN 83 3.69 4.32 -0.09 -0.39 5.97 3.20 0.38 0.52 0.52 A A.2c'= 155.8 15.5 15.5 1.00 0.15 0.37 0.91 0.34 0.46 1.00 1.00 51 P6TN P6TN 83 7.16 16.22 -0.61 -1.09 11.57 12.01 -0.03 -0.02 -0.02 0 6.0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 0 0,0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 -0.42 0.00 0.00 0.00 0.13 0.13 B B.2b 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 -0.63 0.00 0.00 0.00 -0.03 -0.03 B B.2c 305.1 25.0 25.0 1.00 0.15 0.73 2.02 0.66 1.02 1.00 1.00 67 P6TN P6TN 110 15.05 42.19 -1.12 -1.12 24.71 31.25 -0.27 -0.27 -0.27 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 - 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ','_'0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ':'`0.0 0.0 1.00' 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - s -' 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 649.3 65.3 65.3 =L eff. 1.55 4.03 1.40 2.03 1.00 V„,,d 5.58 EVEO 3.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 52 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 9-13)-Unit K6(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.70 kips Design Wind F-B V i= 1.63 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.13 kips Sum Wind F-B V I= 7.21 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff C0 wdl Vlevel Vabv. Vlevel Vabv. 2w/h vi Type Type vi OTM Row line U,0m OTM RoTM Uo01 Us„m U,,,m HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.1a 97.99 9.8 9.8 1.00 0.15 0.22 0,49 0.10 0.30 1.00 1.00 41 P6TN P6TN 73 3.60 6.42 -0.31 -1.07 6.45 4.75 0.19 0.41 0.41 A A.1b 0 0.0 0.0 1.00 0.15 0.00 0,00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 -0.39 0.00 0.00 0.00 0.52 0.52 A A.1c` 211.1 21.0 21.0 1.00 0.15 0.48 1.06 0.21 0.66 1.00 1.00 41 P6TN P6TN 74 7.77 29.77 -1.08 -2.17 13.89 22.05 -0.40 -0.43 -0.43 - - 0 6.0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 00 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B:1 a 142.4 11.7 11.7 1.00 0.15 0.33 0.97 0.14 0.59 1.00 1.00 63 P6TN P6TN 111 6.59 9.19 -0.24 -0.66 11.69 6.81 0.44 0.57 0.57 B B.lb 137.3 11.3 11.3 1.00 0.15 0.31 0.94 0.14 0.57 1.00 1.00 63 P6TN P6TN 111 6.36 8.54 -0.21 -0.21 11.27 6.33 0.47 0.47 0.47 B B.1c 122 10.0 10.0 1.00 0.00 0.28 0,53 0.12 0,51 1.00 1.00 63 P6TN P6TN 111 5.65 0.00 0.61 -0.51 10.02 0.00 1.07 0.80 0.80 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 ` 0.0 1.00`> 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00'_ 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00`! 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 ` 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00! 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 710.8 69.7 69.7 =L eff. 1.63 4.30 0.70 2.63 V,,;,,d 5.92 '' V EQ 3.33 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 53 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 9-13)-Unit K6(B) Diaph.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-B V i= 0.00 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 e,[ C0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Um( U,,,,, OTM ROTM U,,1 U,,,m U.m HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (klp-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 -0.58 148 AI GIT 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 -0.58 148 014 Yr-0) 693 8.0 8.0=L eff. 0.00 0.00 2.08 0.00 -Uwine 0.00 `,'Ve0 2.08 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer "' denotes a TJSB 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 54 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 9-13)-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. (0.6-0.14Sds)0+0.7pQe 0.6D+W per SDPWS-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. HD Wail ID T.A. Lwall LDL efr. C o w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTAM Unei U,m OTM ROTl,, U„e, U,,,„, U,,,„, (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) ,, (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.2b 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 22.24 2.56 5.90 8.38 0.00 1.92 -0.58 -1.15 8.38 C.Vu4011 Z 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2b 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 22.24 2.56 5.90 8.38 0.00 1.92 -0.58 -1.15 8.38 G J44- 71 693 8.0 8.0=Leff. 0.00 0.00 1.72 2.08 EV,4„a 0.00 rVE0 3.80 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 55 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 9-13)-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 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 LDLeff. C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Rom Un„ U,m OTM Ron,, U,., U,,, U,,,,, (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) i, (pit) (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 1-(1.(10t 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 14-0.)Idff' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 **** tl.41/4410504 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 V1313. Z X EVwlnd 0.00 E'VE0 4.66 Notes: * denotes a wall under a discontinuity E,dd � ** denotes a wall with force transfer *** denotes a SIMPSON SHEARWALL ------ 17075_2017.05.11_River Terrace(Lots 9-1 3)_Calculations.pdf Page 56 of 58 ESR-2652 ( Most Widely Accepted and Trusted • TABLE 3-STRONG-WALL®SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES1'2'3 ", Seismic(SDC C-E) Wind(800 A-13) Hold-down Hold-down Nominal Drift at Drift at Height; Allowable- Uplift at Allowable Uplift at. Modal No. Width Allowable• Allowable (in) (In): Shear(Ws) Sliest(tn) Allowable Shear(lbs); . Shear(In) Allowable , Shear((los) , , 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 12x7.5 1, 12 , 85:5 2520 0,32 9920 2770 0.35 : 10905 SWSB 18x7.5 18 85.5 5380 0,34 . 14215 6910 037 '15615' is SWSB 12x8 12 9325 2310 0.35 9915 2540 0.39 10905 o''. SWSB 18x8 18 9325 5150 0.37 14840 5665 0.40 16325 SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWSB:12x9' .'12: 10525 1580. • ,0:43 9570. 1780 048 10780 ' ' SWSB 18x9 ' ° 18,, 105.25',' 3810 .0.45 `: 13770 4180 0.51 15105 SWSB 24x9 24• ,%105.25- 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 12)(7.5' 12 85.5 ` 1200 0.31 9450•r.- • 1320 0.38 ' 10390 •o . SW,SB•18x7.5 18 : 85.5 2625`: . 0.33 13870 - 2885 :, 040- .' 15245 • m SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 'iTii ;'' , SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 'a SWSB 24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 r. 12 105.25 790 ' '0;43, 9570 '.f: 890 048 10780 .. SWSB 18x9 18 105.25-: 1905 0:43 13770 .' 2090' . . '11.51 - 15105 SWSB.24x9 24 105.25 3905. 0.42 -'I• 21280 4295 "`,047= 23405 For SI:1 inch=25.4 mm,1 lb.=4.45 N,1 plf=14.6 N/m. Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 'Hold-down uplift at allowable shear is based on a moment arm of 8.688 Inches,14.583 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 74Y 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. 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 57 of 58 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: Date.. (206)285-4512 FAX: Client: Page Number: (206)285-0618 -11CP MMS .4., X42` � e i ptT ' 1 - — SAP( .),,_)_ _ a______--_ __ illin 1 J 9 . t 4 _.,*, ''' ."."''''..".#1 IIL/ 1110 ._. ,,,,V V) (__ ,, ( 57‘4S) --...... It AD :5- 60( 9 1 6) )e%) `4 `-(2')e J( j D QF-- P-(f- )6.' . --- a-tY7-91:1) -- 26E 0 O t, . � G M. iV i W i Me a s N, v . W66:5 . 6` ,< 15( -P . �z)(- ( -) 1-C -r)5) -- 0(3- - 17075_2017.05.11_River Terrace(Lots 9-13)_Calculations.pdf Page 58 of 58 Structural Engineers 1-25-16 , J6 MAINRoseburg 2:28pm CA 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, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 0' 0.00" 0 100 Live Point(PLF) Top 0' 0.00" 50 34 Roof ' 11 ' 1; Ii 2000 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#(232p1f) 2 832#(624plf) -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.'# 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 IL Defl.,Lt. 0.0489" 2L/980 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 Strong.Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as whene 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 J7 MAIN 1-25-16 Roseburg 2:26pm A Forest Products Pompom 1 of 1 CS Beam 2015.7.0.1 kmBeamEnginc 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 1h 11 / / / 11 00 1460 9 0 ° 2560 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 312# -15# 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1103# -- 3 25' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 257#(19200 55#(420) 2 849#(637p10 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.'4 44% 19.57' Even Spans D+L Negative Moment 1441.'4 2820.'# 51% 11' Total Load D+L Shear 596.# 1220.# 48% 11' Total Load D+L End Reaction 418.# 1151.# 36% 25.5' Even Spans D+L Int.Reaction 1103.# 1775.# 62% 11' Total Load D+L TL Deflection 0.2167" 0.7141" L/790 18.85' Even Spans D+L LL Deflection 0.1753" 0.3570" L/977 18.85' Even Spans L Control: Max Int.React. DOLs: Live=100°/ Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663