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i p CT ENGINEERING Structural Engineers i .7 1 r' 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. FEB 0}j �y L1J J 206.285.4512 (V) 206.285.0818 (F) 4;43 T gat e :fie:td 11r-r`= 4•, 23U.i 'J L84 VISION MST2019-00036 114214 5W GOLD COAST TER #18162 MST2019-00037 114208 SW GOLD COAST TER MST2019-00038 114204 SW GOLD COAST TER Structural Calculations OFFICE COPY MST2019-00039 I 14200 SW GOLD COAST TER MST2019-00040 114194 SW GOLD COAST TER River Terrace Area IV (Row Houses) ��,���,N o 4 Lots 117-121 w 60 1 : Tigard, OR p./FS T. ,G����` Design Criteria: 2017 ORSC (2015 IBC) 10/04/2018 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Soil Bearing = 2000 psf Client: Polygon Northwest Company 703 Broadway Street, Suite 510 Vancouver, WA 98660 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 1 of 58 CT ENGINEERINGG 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-06I8(F) Polygon Northwest Company River Terrace Area IV Row Houses—Tigard, OR DESIGN SUMMARY: The proposed project consists of three-story wood framed row house structures that are comprised of E6 exterior units and K6 interior units. 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 I-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. Seismic lateral design is based on the"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10 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: 2017 ORSC, 2015 IBC and ASCE 7-10. 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 the current ORSC/IBC/ASCE code cycle, various design parameters including load factors, load combinations, allowable design - - - .- • -et or exceed those by the current ORSC/IBC/ASCE code. 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 2 of 58 SHEET TITLE: DEAD LOAD SUMMARY ROOF Roofing -asphalt shingles 3.5 psf Misc. 0.9 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 3.0 psf Insulation 1.0 psf (1) 5/8" gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0 psf 3/4" plywood (O.S.B.) 2.7 psf Floor Framing (Trusses/Joists) 4.3 psf Insulation 1.0 psf (1) 5/8" gypsum ceiling 2.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 3 of 58 ROOF BELOW I 0 f 19'-1" It 3'-4/2" 2'-3Y' 9'-10' 3'-4" I oio5'-4/4." I 4'-2%4" 1-4/"1'-11�" 11 1 • I� TV NICHE AT +36' A.F.F. • I e • ::. :.:ABV::UPPER::f:'F:::::':::: ::'::'::.: fr......,..� + ser'::Bedroorh I '::�: :'i:'iii? .:.:at ................_.......---..., 2'1 9" 3'4':P 'i:'::ria"43Y,i' 5'--,•5Y4' r 11 \ ...... .....................::. I, II II 5 SH. x r I' Q Linen I" o IN\. \ 2_6 n N 5' SHO WE I, 0 oI I BIFOLD III ® 11 } — ' tN IIT 2x4 FLAT I coj iEl 11',PLANT "� STUDS 24"TB I a0 �¢ SHELF w5' -I I 0 0 min= 0+42' N M. Bath II LOCATE PLUMBING i `n [ •V ROUGH-IN ACCOUNTING I ^ --N \�' O FOR (2) LAYERS GWB RADON M DRYER AT PARTY WALL REDUCTION ' I o 1.1 SYSTEM 7— li O I •• r , SEE SH T. w WgSHER ON U4 FOR STAIR 7- I @i A 1 DETAILS \ • =3'-7 Bath 1 2-4 HCW �fy: .. 24"TB 3:�-:?72''::i ::::::3'-9� i I 1 ATTIC S & P 1 To I L, `::'::LOW:WALL::'i::i:'::':::i .•, 'ACCESS I J --- WOOD to '::':::.':::'::::: , 1 y 6-0 BIFOLD 1 allA Ur i : : .:;:j''::'::::'::'::'1: N .-5Y 1 TYP. .................................... • ► mo :RASE :{CEILING:•:::•:::i AVIPPEREF® :: Bedroom 2 ©, o \ ......... 4�. SH.... ... EGRESSCV 1 < 0 ' 7-0 5-0 XOX ' 1 I 3'-3" d 3'-10" , 5'-0" k 5'-0' 10'-O" 2'-0"f 19'-1' UNIT E-6(B) UPPER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 4 of 58 19'-1" 2'-6Y1I"Y'-r 8" 1/4 � r i ROOF ABOVE e i _ . ak 42" GUARDRAIL o n 1 4'-5" IDeck 4'-6Y" 6'-4" 1 20A D6 1 r &BH---1-66r-E-F-OVER--- -I (SAFETY :LAZING 6-0 6 10 SGC _ I } ----FT-- m m N E--" 01 . 2x6 WALL W/R-21 BATT INSUL. v N • + Nf'° 1I / FACTORY-BUILT 1.) I rr..i.r DIRECT-VENT GAS FIREPLACE • ,1 ' D0 ^• ' a VENT UP THRU LOW ROOF 4 -' \. iN `I .TILE HEARTH D7(OPTIONAL) 11[ . 1 L.1:-.4.- .1:»f INSUL FLOOR JOISTS AND ROOF RAFTERS N • AT F/P ENCLOSURE I N "N.,,,___— ---L �— — 5 Living INSULATE FLOOR OVER • o n UNHEATED SPACES 101 e 17Y" 3'-10" 3'-4Y" 3._8" 2._8" \ ^\ - N A I I 1 I 1 S & P 1 N I I o ` �.(V_ I \! L,0-4 13 ` I I( ^` 0 If 1 0DN I [O N n N Q � 7X6 1 \ o O O 1 LOW WALL AT N " M „ _ +42" A.F.F. 0 1 N N i SEE SHT. �� K-cin N U4 FOR STAIR � � [-Di] z � DETAILS cN \� RADON �, I - REDUCTION r Q SYSTEM ® II - II '� 1'-6"y , II J N ( r�I 1 ``a— ` I CJI,.� 0 5 ®N I 2'-8" ---0 irk o UP 7 CONTINUE PARTY WALL- 1 N GWB THROUGH FURRING ` ;S - 3 ` TYPICAL N = I © C Din./Fam. O I a I PW.r. INSULATE FLOOR OVER UNHEATED SPACES 0 0] ♦ --21J t............ FLOOR BELOW ....a \� o 2- 4 6 SH rI N 7-0 5-0 XOX N el 1! 611 o TV I I � -J I L-J / 3' 3" 12' 2" \5.-0" 5'-0" I I I 5'-5" 11'-8"I 10'-0" 12'-0" 19'-1" I I UNIT E-6(B) MIDDLE FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 5 of 58 19'-1" x I ♦ 4'-1" ♦ 15•_0• x ♦ 3-9Y4"33/4_ I ink DECK ABOVE 1 N /1\ 20B o D6 lo o 49 +.--'rte .................... ,l I I \ WOOD TREAD, MAX. RISER 8" Mech. (ADD OR REMOVE STEPS AS 3'-o" REQUIRED PER SITE CONDITION) ® FN ! U OCCUPANCY 0 DIRECT VENT GAS 1 FIRED ACE ABOVE WATER HEATER , DOORS SHALL BE i-----------1--R3� UP- SELF-CLOSING , SIL r --7 20-MI . RATED DIRECT VENT GAS J� r'� 7� . FURN. J- ' : a i FURNACE °hL� ...-:':-:-:--i-1-:':•:::•1 .: —:::1 1 I 1I i{a 1 I —' —FURS D WN ! 4'-1" i! 4'-0"FOR DUCT RUN - INSULATE 1 Ir-r -1 UNDER STAIRS to ® AND LANDING I I 1 4'-1" I I 31-9Y" \ \ ro y L J INSULATE WALL 11 PER DETAIL 4/01 n RADON - WHERE ADJACENT REDUCTION • J" TO HEATED SPACE-1 µj Illallr SYSTEM SEE TAT. Garage °0 U4 FOR STAIR ������444444 o, DETAILS \ ~ 3'-0" 9y 49 A / WOOD TREAD, MAX. RISER 8" 05 !` (ADD OR REMOVE STEPS AS .•1 ^\ REQUIRED PER SITE CONDITION) 1 e I. 1 z LI- : UP Ri • p J __' 40O N ZQN J ^� — — —7 Entry Hzr N NN O1 " .Tz I n r-r IN Porch 1 e 8-0 7-0 SOrbD N 1 I ® 11 1" 3'-4/" 2'-7y" L3'-2"j D5 'o- Q AT FLOOR ABOVE lar STEPS o I 0 i 00 0 - O -1 J 4/. UP 7y" 2'-2" 8'-0" ♦1'-g" 67-0" . 4'-0"—\ 1'-0" 11'-10" ♦ 19'-1" Jr UNIT E-6(B) LOWER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 6 of 58 SIM. 4 4 S9.1 S9.1 r 4x12 HDR Ln UB4 o HUC416 2 % UP TO HUC416 0 _. M.BED- 2j1r4.20"LVL FB T- T 4x10 HD U 13 10 HDR L' cr_ �I DN TO o� LIVING xl N' LI-- -1I-1..-14- — 4..LI FLOOR G 20" OPEN WEB JOISTS I© 19.2" O.C. 1 o, m 1 1 •{ TYP. _ n 1 I S9.0 DSC5 I 1 _ FLOOR GIRDER= DRAG=US 7 1_8/2,O 1 r _-71 1 2x6 AT 1 9L. 119 16" 0.C. - , 11I I11I 10 ■ 1 "x20"LVL FB 1 J - Y I L 59.3 A I 1 of�(2) 2X10 ■ , STAIR FRMG. 1 DN TO I �I 2x6 LEDGER, LEDGER /i (3)2x6 FB 0 KITCHEN 1 I' TYP. U.N.O. \ ---/ -• AT LANDING --6-0--/ \ / c -UP TO , I \ / = n M. BATHO v , \ / II \ / ° 1 III -�1 , SA . _-_1_ '1 r 11 I STIR I v RAISED FRMG./ \ •- I PLATE / \ 1 / is i r- ' -J / \ I UP TO o LANDING/POWDERSI EXTENT OF BATH AT +1'-244" l ■ I i_ RAISED FLR. ABV. MIDDLE F.F. r IRAISED FLOOR =s I 'Ina). LVL FB (DOT FILL) g., ',,„�Pu . SEE BELOW 07 j GT ABOVE DN To 0 PWDR % 2x10 LEDGER A- _ 6x6 6X6 //��, 6" DINING N. UP TO TECH � --- HDR ---_- U B2 DN TO BED 2 UPPER FLOOR UNIT E-6(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 7 of 58 % 1 I 1 UB5 `--- I /r. TrtiL=.=_=-� (2)2x10 FB I 1 ' __ 59.2 o I OVER FRAMING PLAN _. ? TO MATCH HT. OF RAISED FLR. --",-41H-RAISED FLOOR AT +1444" UPPER FLOOR WALLS 2x10 W 16" O.C. TYP. S9 3 2x6 LEDGERI 4.75" STEP UB6' Q HDR I 1 7 59.3 RAISED UPPER FLOOR UNIT E-6(B) FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 8 of 58 18 ERPOST ABOVE S9.2 NsktlIPOST ABOVE 6x6 P.T. POST W/ I ACE6 CAP, TYP. I I - - - - PT 6x12 H)R m o -_131 r MB6a`° © B NDLEQ STUDS rx AOVE1 x8 LEDGER 2X TRUSSES r '6x81 H I =I= AT 24" O.C. 33Z x9Y2" BIG BEAN FB o i! GT HU4 10 a J ABOVE a O G� , m@ .—GT ABOVE 0 m % V lm N= • cn a LOW ROOF TIm 1 X co 0.a 1- S9.2 TYP. �z ABOVE / Cr) I .'d z co_ a 1HU4 10 ;* 0 1 13Y"<9Yz" BIG SEAM FB j 1 _ `� I. _ 1- G� IN ABOVE 12 f 4 1 1 H2.5 TO BEAM IV B4 I S9.0 A. I, 1 CO T.7%,-'71.-17/13.--61-G B:AM TDR O3 LEDGER IP t.„ 6*6 POST GT ABOVE- ® II 13'al'x9Y�" RIGICLAM LVL -B ® m „ LANDING F.F. AT +T-0" = 4x POST FROM +7'-0' I I, ABOVE LOWER F.F. a \ II TOS+8'-1" ABV. LJW FF. 2x6 AT 16" O.C. x j I Si*R 'I FRWG. \ I- 134rx9Yz" RIGICLAM LVL B \ / STAIR I m FRVINGG . 1 dr A Im BUNDLED / \ 1 m STUDS ABV. / \\ I' ' / 6x6 \' I M /1 B1 O ......DN...TO...C- -t t0-5 x117/b BIG BEAM 41D- f ::::::EWTRY:'::": ¢ ¢ ::::::: Q lell RAISED FLOOR pa m l a l m l ml DOT FILL a m m SEE LEFT—" ��"" m I I I i "I �I x• I ,.w '4`+1 1�+1 r M I �I• •1 MI HOR .. I GT ABOVE , i/:1¢"x103¢" CASCADE S.I.I. HCI ' _y j TI co13'4"K9Y2"Ng- Y 1 1 4 1 RIGIDLAM LVL -B LI _ FB N ci HU Qt9,RIGIDULNI -'�I 12R d 1.81/9BUNDLED STUD HUCQ 1.81/9 1 S9.3 o N FOR HEADER ABOVE c e L x DR M BF-- J MIDDLE FLOOR UNIT E-6(B) FRAMING PLAN 1/4"®1'-0" AMERICAN MODERN 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 9 of 58 I I (2)2x10 FB TOP ® +10'-1Y4" UNDER (2)"2X10D EDGE OF TJI - n n —1 PONY WALL TO RAISED SU BEN ATH FLOOR d J1s FRAMING PLAN I I TOP OF JSTS 0+10'-1Y," — _ --J 1 MIDDLE FLOOR WALLS ABV. LOW F.F. 2 10 114.75' ca 1 nc STEP 3 PLATE +8'-1" _IA —•--r- S9.3 I lik 2x10 LEDGER I HOLDOWN STRAP j L , L I TOP CD +10.-13/4" FROM ABOVE ''L--- _L I I I 0 I 12 PLATE +8'-1" S9.3 UNIT E-6(B) RAISED MIDDLE FLOOR FRAMING PLAN 1/4-=1'-0" POWDER ROOM AND STAIR LANDING 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).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 Printed:19 DEC 2013,6:39PM Multi �e SimIe Beam File=c:Users\kstoner'DOCUME-1IENERCA-1113276V-1.EC6 p p ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Wood Beam Design : UB1 Calculations 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-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=7.750 ft Unif Load: D=0.0180, S=0.0250 klft,Trib=8.330 ft Design Summary 14 1 Max fb/Fb Ratio = 0.635; 1 z � °��t�'�'� t fb:Actual: 700.00 psi at 1.750 ft in Span#1 . 11th f * --, Fb:Allowable: 1,102.10 psi Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 fv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.47 0.54 0.36 Live Load Defl Ratio 1290 >360 Total Defl Ratio 852 >180 Wood Beam Design : UB2 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-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 kilt,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary o s o o t `fie L,b So j Max fb/Fb Ratio = 0.347; 1 , $ fb:Actual: 352.07 psi at 3.250 ft in Span#1 _tik 7 Fb:Allowable: 1,013.55 psi $` 0O L _ „ _ � ._ �.. ° 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 6.50 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E LI 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-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=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary per,.., W1 Max fb/Fb Ratio = 0.082; 1 t ,. . fb:Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.070: 1 A A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 ft,4x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E i 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 Dell Ratio 21152>360 Total Defl Ratio 13898 >180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).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 File=caUserslkstoner\DOCUME-11ENERCA-1113276V-1.EC6 Multiple Simple Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lie.#: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-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.0 ft Design Summary Max fb/Fb Ratio = 0.934. 1 D(0.0720)S(0.10) fb:Actual: 786.29 psi at 7.500 ft in Span#1 Fb:Allowable: 841.45 psiNIP i x � _ k i Load Comb: +D+S+H Max fv/FvRatio= 0.313: 1 15.0 ft, 4x12 fv:Actual: 43.25 psi at 0.000 ft in Span#1 Fv:Allowable: 138.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L kr 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 Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx - 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary * + D(0.0975041+L(0.260) * Max fb/Fb Ratio = 0.165. 1 t fb:Actual: 153.55 psi at 1.750 ft in Span#1 Fb:Allowable: 931.44 psi k :-. -z=.-R ,. Load Comb: +D+L+H Max fv/FvRatio= 0.126: 1 fv:Actual: 18.94 psi at 2.730 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) IP LL Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.17 0.46 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.46 Live Load Defl Ratio 12241 >360 Total Defl Ratio 8902 >180 Wood Beam Design: UB6 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Sizc : 2-=xa;Saws,- Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Unif Load: D=0.0180, S=0.0250 kilt,Trib=2.0 ft Design Summary 80041%.%$ 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 ...a= . 0 " Load Comb: +D+L+H Max fv/FvRatio= 0.163: 1 A fv:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 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 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).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 Printed:19 DEC 2013,6:40PM Multile SimIe BeamFile=clUserslkstoner1DOCUME-1IENERCA-1113276V-1.EC6 p p ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams Wood Beam Design : MB1 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-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 klft,Trib=20.0 ft Design Summary D(0.30)L(0.80) Max fb/Fb Ratio = 0.555. 1y fb:Actual: 565.04 psi at 1.500 ft in Span#1 -2 !. Fb:Allowable: 1,017.19 psi - - 4 Load Comb: +D+L+H Max fv/FvRatio= 0.455: 1 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 1 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 : MB3 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: 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 kilt,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=7.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Desiqn Summary Max fb/Fb Ratio = 0.934; 1 fb:Actual: 868.57 psi at 1.467 ft in Span#1 Fb:Allowable: 929.74 psi 1=s Load Comb: +D+L+H o-: Max fv/FvRatio= 0.820: 1 A A fv:Actual: 122.95 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft, 2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) g L Lr S W E H Downward L+Lr+S 0.038 in Downward Total 0.052 in Left Support 0.73 1.93 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.4$ 1.27 Live Load Defl Ratio 1590 >360 Total Defl Ratio 1155 >180 18162_2O18.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 13 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed.19 DEC 2011 6:40PM File=c•\Userslkstone'DOCUME-11ENERCA-1113276V-1.EC6 Multiple Simple Beam VINC. ,Build:6. . . , r . .8.31 Lic.#:KW-06002997 Licensee: c.t.engineering Wood Beam Design : MB4 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 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-Prll 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 l D(0150)L(0 40) fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 + t + Fb:Allowable: 2,866.74 psi `` $ Load Comb: +D+L+H ., ,� ` : .. ,` . ,_ _ . .�..` . Aft, -01',„ Max fv/FvRatio= 0.455: 1 A fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D . 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-Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.50 ft Design Summary Max fb/Fb Ratio = 0.990; 1 D(0.06750)L(0.180) fb:Actual: 689.04 psi at 7.500 ft in Span#1 Fb:Allowable: 695.89 psi 4.° Load Comb: +D+L+H .. a ,.. ,. . Max fv/FvRatio= 0.283: 1 15.0 ft, 6x12 N:Actual: 38.45 psi at 0.000 ft in Span#1 Fv:Allowable: 136.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.227 in Downward Total 0.313 in Left Support 0.51 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 1.35 Live Load Defl Ratio 791 >360 Total Defl Ratio 575 >180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 14 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: - Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 2013,6:40PM IIfIUItI Ie Slnl Ie Beam File=c:Users\kstoner1D000ME-1IENERCA-1113276V-1.EC6 p p ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 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-Prll 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 klft,Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.213. 1 D(Q,0018 �(0�0d5i&0) $ fb:Actual: 201.88 psi at 6.250 ft in Span#1 1 ( R Fb:Allowable: 946.00 psi i i , Load Comb: +D+L+H , _ __ _. w,.,., .. - a - 4... *-0,401-;'- Load Max fv/FvRatio= 0.064: 1 A U fv:Actual: 10.96 psi at 11.750 ft in Span#1 12.50 ft, 2-2x10 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) P 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 : MB8 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: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.010 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary Dco&9oato20) I Max fb/Fb Ratio = 0.389. 1 i fb:Actual: 406.66 psi at 2.500 ft in Span#1 ,Z1 r- 1 4, Fb:Allowable: 1,044.86 psi c a"_- ,ilis Load Comb: +D+L+H Max fv/FvRatio= 0.220: 1 fv:Actual: 37.34 psi at 4.400 ft in Span#1 Fv:Allowable: 170.00 psi 5.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.023 in Downward Total 0.033 in Left Support 0.21 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.50 Live Load Defl Ratio 2628 >360 Total Defl Ratio 1844 >180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 15 of 58 � CT ENGINEERING U'NSul a 302ckerson St. I N C. Seattle,WA 109 Project: A. VIA'L l29LK-f?te� Date: 98 (206)285-1512 PAX: Client: Page Number: (206)285-0618 /Yr' 6,~146,1 /, `{1 Cr 0/7-4- z.) L 4 o t' 2 5-P5 )) 4- ¢ (toi vS 0S - (0, (2 5 t ► T Pk* '2c .7 110-r Al — J l e7(g 5)2- . X73 ,►. 5 I t)cto 18162_2018.10.04_RT Area 4 Roshak RH's Lots 117-121 Structural Calculations(2017 ORSC).pdf Page 16 of 58 Structural Engineers 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 Is= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usgs.qov/designmaps/us/application.php http://earthouake.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*S1 SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 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 SDC1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels --- --- N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels --- --- N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor 00= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 17 of 58 SHEET TITLE: 17075- River Terrace(Lots 39-43)- Unit E6(B) CT PROJECT#: Sips= 0.72 h„ = 25.92 (ft) Sol= 0.45 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.42 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) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.298 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(S01*TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE (EQ 12.8-11) (EQ 12.8-12) Cw = DIAPHR. Story Elevation Height AREA DL W1 w1 *h;k wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew1 *h;k Vi DESIGN Vi Roof --- 25.92 25.92 693 0.030 20.79 538.8 0.49 2.43 2.43 3rd(uppr) 8.08 17.83 17.83 693 0.030 20.79 370.8 0.34 1.67 4.10 2nd(main) 8.92 8.92 8.92 693 0.030 20.79 185.4 0.17 0.84 4.93 1st(base) 8.92 0.00 SUM= 62.4 1094.9 1.00 4.93 E=V= 6.91 E11.4= 4.93 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 18 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 39-43)-Unit E6(B) N-S E-W F-B S-S IBC ASCE Ridge Elevation(ft)= 44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. --- Building Width= 19.0 40.0 ft. Basic Wind Speed 3Sec.Gust= 95 95 mph Figure 1609 Figure 6-1 Exposure= B B Iw= 1.0 1.0 Ref.ASCE 6.5.5 Section 6.5.5 Table 1-12 Roof Type= Gable Gable PS30A= 16.1 16.1 psf Figure 6-2 Ps30 B= 11.0 11.0 psf Figure 6-2 Ps30 c= 12.9 12.9 psf Figure 6-2 PS30 D= 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) X*Ke*Iw*windward/lee : 1.00 0.61 ps=X*Kzt*I*N3o= (Eq.6-1) Ps A = 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 width-2*2a= 7 28 MAIN WIND-METHOD 1 PER ASCE 7-05 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.00 1.00 1.00 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-VV) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof -- 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 AF= 626.2 AF= 1318 6.3 8.0 V(n-s)= 8.32 V(e-w)= 9.93 kips kips kips kips 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 19 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 39-43)-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(SS) Vi V(S-S) Roof 8.08333 17.8333 17.8333 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.91667 8.91667 8.91667 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.91667 0 0 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 9.93 kips kips 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 20 of 58 UMS 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 Si). 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(1V' 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 iv, su A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s. < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).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 Ss = 0.75 Ss = 1.00 Ss >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.972 g, IF = 1.111 TABLE 16113.3(2) VALUES OF SITE COEFFICIENT F„ Site Class Mapped Spectral Response Acceleration at 1-s Period S, 50.10 S, = 0.20 S, = 0.30 S, = 0.40 S, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and Si = 0.423 g, F„ = 1.577 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 23 of 58 Equation (16-37): SMS = FaSS = 1.111 x 0.972 = 1.080 g Equation (16-38): S i = F„S = 1.577 x 0.423 = 0.667 q M i g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = 2/ SMS = 2/3 x 1.080 = 0.720 g Equation (16-40): SDI = 2/ SMi = 2/ x 0.667 = 0.445 g 18162_2018.10.04_RT Area 4 Roshak RIi's_Lots 117-121_Structural Calculations(2017 ORSC).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 Sos < 0.167g A A A 0.167g <_ Sos < 0.33g B B C 0.33g <_ Sps < 0.50g C C D 0.50g 5 SDS 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 Sol I or II III IV Sol < 0.067g A A A 0.067g <_ Sol < 0.133g B B C 0.133g <_ Sol < 0.20g C C D 0.20g <_ Sol D D D For Risk Category = I and Sol = 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- Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 25 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 39- 3)-Unit E6(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.43 kips Design Wind F-B V i= 3.38 kips Max.aspect= 3.5 Sum!Seismic V i= 2.43 kips Sum Wind F-B V i= 3.38 kips Min.Lwall= 2.29 ft. Wind Wnd 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. Cp wdl V level V abv. V level V abv. 2w/h vi Type Type vi OTM Row Unet Ue„m OTM RorM Unet Un m Usnm 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 139.6 6.8 6.8 1.00 0.10 0.68 0.00 0.49 0.00 1.00 1.00 72 P6TN P6TN 101 3.91 2.05 0.31 0.31 5.45 1.52 0.65 0.65 0.65 A A.3b 206.9 10.0 10.0 1.00 0.10 1.01 0.00 0.72 0.00 1.00 1.00 72 P6TN P6TN 101 5.80 4.50 0.14 0.14 8.07 3.33 0.51 0.51 0.51 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.3a 97.35 7.8 7.8 1.00 0.15 0.47 0.00 0.34 0.00 1.00 1.00 44 P6TN P6TN 61 2.73 4.05 -0.19 -0.19 3.80 3.00 0.11 0.11 0.11 C C.3b 102.6 8.2 0.0 1.00 0.00 0.50 0.00 0.36 0.00 1.00 1.00 44 P6TN P6TN 61 2.88 0.00 0.38 0.38 4.00 0.00 0.53 0.53 0.53 C C.3c 146.6 11.7 11.7 1.00 0.00 0.71 0.00 0.51 0.00 1.00 1.00 44 P6TN P6TN 61 4.11 0.00 0.37 0.37 5.72 0.00 0.52 0.52 0.52 693 44.3 44.3 =L eff. 3.38 0.00 2.43 0.00 EVnd 3.38 EVEQ 2.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 26 of 58 • SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 39-43)-Unit E6(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.67 kips Design Wind F-B V i= 2.41 kips Max.aspect= 3.5 Sum Seismic V i= 4.10 kips Sum Wind F-B V i= 5.79 kips Min.Lwall= 2.57 ft. Wnd 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 vi OTM Row Unet Um, OTM RorM Unet UsL,m Ug„m HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Z A A.2a 0 6.8 6.8 1.00 0.10 0.00 0.68 0.00 0.49 1.00 1.00 72 P6TN P6TN 101 4.40 2.05 0.39 0.69 6.13 1.52 0.76 1.40 1.40 A A.2b 0 10.0 10.0 1.00 0.10 0.00 1.01 0.00 0.72 1.00 1.00 72 P6TN P6TN 101 6.52 4.50 0.22 0.36 9.08 3.33 0.62 1.12 1.12 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 346.5 6.0 6.0 1.00 0.00 1.21 0.00 0.84 0.00 1.00 1.00 139 P6TN P6 201 7.52 0.00 1.41 1.41 10.85 0.00 2.03 2.03 2.03 B B.2b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.2a 92.53 9.0 9.0 1.00 0.15 0.32 0.47 0.22 0.34 1.00 1.00 63 P6TN P6TN 89 5.08 5.47 -0.05 -0.23 7.17 4.05 0.37 0.49 0.49 C C.2b 115.7 11.3 11.3 1.00 0.15 0.40 0.50 0.28 0.36 1.00 1.00 57 P6TN P6TN 80 5.75 8.54 -0.26 0.12 8.13 6.33 0.17 0.70 0.70 C C.2c 138 13.4 13.4 1.00 0.15 0.48 0.71 0.33 0.51 1.00 1.00 63 P6TN P6TN 89 7.62 12.15 -0.36 0.02 10.75 9.00 0.14 0.66 0.66 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 692.7 56.4 56.4 =L eff. 2.41 3.38 1.67 2.43 1.00 EVmod 5.79 EVEQ 4.10 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 27 of 58 SHEET TITLE: LATERAL F-B(front to back)! CT PROJECT#: 17075-River Terrace(Lots 39-d3)-Unit E6(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.84 kips Design Wind F-B V i= 2.53 kips Max.aspect= 3.5 Sum Seismic V i= 4.93 kips Sum Wind F-B V i= 8.32 kips Min.Lwall= 2.57 ft. 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 vi OTM ROTM Unet Unum OTM Row Unet U., Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.la 0 6.8 6.8 1.00 0.15 0.00 0.41 0.00 0.30 1.00 1.00 44 P6TN P6TN 61 2.67 3.08 -0.07 0.63 3.72 2.28 0.24 1.64 1.64 A A.1 b 0 20.8 20.8 1.00 0.15 0.00 1.28 0.00 0.92 1.00 1.00 44 P6TN P6TN 61 8.25 29.30 -1.04 -0.69 11.49 21.70 -0.51 0.62 0.62 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1a 144.4 5.0 5.0 1.00 0.00 0.53 0.50 0.17 0.35 1.00 1.00 104 P6TN P6 206 4.70 0.00 1.08 2.50 9.26 0.00 2.14 4.17 4.17 B B.1 b 202.1 7.0 7.0 1.00 0.00 0.74 0.70 0.24 0.49 1.00 1.00 104 P6TN P6 206 6.58 0.00 1.04 1.04 12.96 0.00 2.05 2.05 2.05 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.1a 109.8 11.3 11.3 1.00 0.15 0.40 0.92 0.13 0.56 1.00 1.00 62 P6TN P6TN 117 6.27 8.54 -0.21 -0.45 11.86 6.33 0.52 1.01 1.01 C C.1b 48.8 5.0 5.0 1.00 0.16 0.18 0.41 0.06 0.64 1.00 1.00 139 P6TN P6TN 117 6.28 1.80 1.03 1.03 5.27 1.33 0.91 0.91 1.03 C C.1c 187.9 19.3 19.3 1.00 0.15 0.69 1.57 0.23 0.85 1.00 1.00 56 P6TN P6TN 117 9.66 25.01 -0.83 -0.81 20.29 18.53 0.10 0.75 0.75 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 75.1 75.1 =L eff. 2.53 15.79 0.84 4.10 EVnd 8.32 EVEQ 4.93 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 28 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 39-43)-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 Sum Seismic V i= 2.43 kips Sum Wind F-B V i= 2.42 kips Min.Lwall= 2.29 ft. Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL off. Co w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RDTroi Unet U,m OTM Rorm Unet USm Us„, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) fk 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\ yi h 1 1.3b 173.3 3.0 3.0 1.00 0.20 0.61 0.00 0.61 0.00 1.00 0.75 351 P4 P6 202 6.31 0.72 2.40 2.40 4.85 0.54 1.85 1.85 2.40 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 vj 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 4414114#N.G. P6 173 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 13.0 13.0=L eff. 2.42 0.00 2.43 0.00 Vwind 2.42 EVE0 2.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer • *** denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 29 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 39-4 )-Unit E6(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. S ismic V i= 1.67 kips Design Wind F-B V i= 1.72 kips Max.aspect= 3.5 Sum S ismic V i= 4.10 kips Sum Wind F-B V i= 4.15 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. EQ. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall LDLeff. Cp w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM Row 1-1,-.1 Us m OTM ROTMU U U ret sum sum (sqft) (ft) (ft) (klf) (kip) ( p) (kip) (kip) p (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 ".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 h l-C°n 1 1.2b 56.83 3.0 3.0 1.00 0.20 0.14 ".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 Y�r ' 6/ 3 0 0.0 0.0 1.00 0.00 0.00 9.00 0.00 0.00 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 11.00 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 yvt 4ret9 0 0.0 0.0 1.00 0.00 0.00 11.00 0.00 0.00 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 .21 0.56 121 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 Rio U 5! yr,,v77.4,6,55 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#ii###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=L eff. 1.72 '.42 1.67 2.43 E Vwind .15 E'VE° 4.10 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 30 of 58 • SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 39-43)-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 Sum Seismic V i= 4.93 kips Sum Wind F-B V i= 5.96 kips Min.Lwall= 2.57 ft. HD 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 a CQ w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet OTM Rorm U 2i U..m U.„m (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 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 (e1 •`wK 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 V-#14#4 N.G. P6 173 0.00 0.00 0.00 5.82 0.00 0.00 0.00 4.50 .4182- 0 82"0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 (i.41 0 0.0 0.0 1.00 0.00 0.00 _0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 116.4 2.0 10.0 1.00 0.15 0.26 1.79 ',0.12 1.78 '/1.30 0.44 2775** ** 1028 22.20 1.20 15.75 19.70 18.50 0.90 13.20 16.29*� 4 4.2b 116.4 2.0 10.0 1.00 0.15 0.26 0.00 :0.12 0.00 1.00 0.44 178** ** 132 1.43 1.20 0.17 0.17 2.38 0.90 1.11 1.11 **.If �V 4 5 j J 797.2 19.0 19.0=L eff. 1.81 4.15 0.84 4.10 / ! Q EVwlnd 5.96 EVE0 4.93 7wQrtZ�a Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).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"ASSEMBLIES1'2.3 Seismic(SDC C-E) Wind(SAC A B) Hold=down Hold down Nominal prift at Drift at Holghk Allowablo Uplift at Allowablo Uplift of Model No Width ' Allowablo: Attoyrnble (in).. (in) Shear(iba) Shear(in) Allowable Shear(lbs); Shear(in) AIIoWable Shear(lbs) Shear(lbs) SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10776 SWSB 18x7 18 78 5600 0.30 13495 6160 0.33 14846 SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 SW58'12x7 5 1, 12 8515 2520 0,32 9920 2770 .', 0;35 10905 a `3WSB.18) .5 18 85,5 5380 '034 : 14215 5910 .0,37 , 15616'.', ''a.i ; SWSB 12x8 12 93.25 2310 025 9915 2540 0,39 10905 `'ii 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 ',105.25: 1580 •0 .43 9570 :;,17,89-..3,,,;. 0,48 10780; SWSB 185(9 .18 ;. 105.25';; 3810 0.43 13770 '; 4180 0.51 15105. ,. SWSB 24x9 -24 105 25:= 78,10 042-':,. 21280 8590 0.47 23405 i,, 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 -SWS812X75. ';' 12 85.5 1200 031 9450.., . ''' 1320 0:38 10399:,'"?' oW SSB'18x75 18 85 5- ` 2625 033 13870 -`' 2865- 0.40 15245.: ; :aa'.j., SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 _; SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 :'1 SWSB 24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 SWSB,12x9 12 " 105.25 790 '.0;43'1,: 9570 890 •0:48 '10759:!:',;,:,„ !: SWSB 18x9 18 ' 105.25,` 1905 043' ; 137.70 -,.2090 0,51 1 :. 15105 9 : fSWSB.24x9 ..,,,,, ..i''',' :. 10525': 3905 ;042 '-`. 21280 4295'. ', 0.47 23405:;;•, For SI:1 Inch=25.4 mm,1 lb.=4.45 N,1 plf=14.6 Wm. Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 2Hold-down uplift at allowable shear Is based on a moment arm of 8.688 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. 3Panels may be trimmed to a minimum height of 7414 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. • 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 32 of 58' 180 Nickerson St. CT ENGINEERING Sate 302 I N C. Seattle,WA 98109 Project: Date:. (206)285-4512 FAX: Client: Page Number: (206)285-0618 __-_.‹& ,p5r7p 4- ,-.2„,of lAps--- - --' 17?%6/rS . . -......_ I ( / i i ( M t \i,,,\___)_—,_. i . li. :4__)6_,___k I __Li. . T____. 1 . _________,.1 . i 1 I . i I . ..7.. . #1 . ( i!) J -ri.) .._.<- *(2-5r#S 4, 40 .-'4 (4-\)(?-fi6.) • 4- 2-( ),012)( 4-D*14 4--(2,X Uk.)&;C71-6 )qc) ?\-7 ' iib p - 90 95F- 16,' -.._) (1/.±., = 2 ,6 Ø{7 ti . � GMSN. LOIWi1 . 2'P 1� N, v . _ 6` x t 5' -p -6-)0:= 1-4-7-)5)- ,)-(4-0-t-15 .— 2r 39-4- _ 2 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 33 of 58 Structural Engineers • ROOF BELO • W 0 x 15'-4" 1 8" 9.-f ' 8" 10)Y22" 2'-5" 8Y1 It 4'-10" 4'-10" o EGRESS ,.... .. ._...��....� ,I 6-0 5-0 SL , T„, 1 Bedroom 2 ” N a e aa a'3 I n I _m N o, 0 Co FIREPLACE VENT •C 2'-1)/4" 8'-43/2" 1 8/ { I 'Ell �♦ ', _ I ... - I �AlEk' m 24" ."t = in BIFOLD I rT o N 2x3)11 1o x AT11C "co ' IACCES� '0 k - 1 - p, T B WAI I . 1 M) 1 in 1¢ is, �" o4Jill og I I er SHOWER x 0 mM. Bath - — 3 M "24" •-4 H W I _ LOW WALL 4'-10Y4"/\ 3'-6 q co 42" A.F.F. ��. i N SEE SHT. col ` OTP1 U8 FOR c° G ® STAIR 0 DETAILS IS::::-::::':RA�fDON::RE0u:01i0N:'SisiEt lq:�:�::I 0r:::Master':Bed:roorn:'::'::':::: I........-AUV..:UPPER':U.:::::::::::: d L.I lf... I ♦ 7-0 5-b XOX � •� � EGREEs it 4'-11" 4'-9" I i-8" 9-8" 11'-7" 2'-5" UNIT K-6(B) UPPER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 34 of 58 15'-4" t11'-10%4" 4{ " 3_1^ f I 20 rn Ir ROOF ABOVE ' 1 ` '`�---L GUARDRAIL AT +42 IABV. DECK SURFACE I r-74," 4'-3" 4'-3" 5'-3" tt, Deck ' , 1 ir�17 FLOOR!ABOVE1 1_6_ 0�5� 11-6,5-) SH 6-0 6-10 SOD SAF='iY G AIZI,IG I Living m AM 1 U I I I , I e I I TILE HEARTH I I (OPTIONAL) r ! FACTORY-BUILT I v I DIRECT VENT GAS FIREPLACE------.' I °p a I INSULATE FLOOR OVER I ! UNHEATED SPACE lll I I N 1 ,1'-0* 3'-6" x ... DN 'I I 10 0I 0 I LOW WALL "o I 142" A.F.F. T i' I M I N 1 Dining .- cn I LOW WALL � I Cm 7COOMMONNTINUE WALL 36"ABV. GWB THRU NOSING I I FURRING TYP. 2'-8" RADON M SEE SHT. �, US FOR STAIR ^;;I r; x8 � VENT STACK i DETAILS I --..,_ il I/ OPEN RAIL 0/PONY WALL: ! iv U TOP OF WALL +22" A.F.F. TOP OF RAIL +36" A.F.F. I04 • Kitchen 0 2 3 eI ! d a v—12'-6y" I '-1y" 3'-11y" I: ozi.o o 1' k 3 s y I I � I I I " ak I • I !HL1i4 20 I ' o., , , 6 • % - 7-0 40 XOX 1191 I I II 4'-10" L 4-10° L-]s1' 10"I 2'_2" ! j1'-8 "s 9'-♦8" / s 4'X-0" s 1 15'-4" D7 UNIT K-6(B) MIDDLE FLOOR PLAN 18162_2018.10.04_RTArgii3'R1osl4ak RH's_Lots 117-121_Structural CalculatMlf W7 9 ).pdf Page 35 of 58 15-4" • 4. 11'-1034' k 3'-5y" 1 r DECK ABOVE I ` i ems, i 1 IN H " q COMMON WALL 9'-11" -5" L 7 -. I t N. N.WOOD TREAD, MAX. ' gq RISER 8" (ADD OR REMOVE STEPS AS T REQUIRED PER / SITE CONDITION);,-/ -0" °D D41 00 DIRECT VENT GAS eAND FURNCE DOORS SHALL BE SELF-CLOSINGei 20-MIN. RATED ' Garage N ': :::::: U OCCUPANCY o [ , MF f:j*Ik FURN. rANSUII. t:::.....;.;.: R3 OCCUP. , o I FURR DOWN -mech. ech. I ' o FOR DUCT RUN 1'-6", nI 3,-6" I r•-)INSULATE WALL -- `II PER DETAIL 4/D1 WHERE ADJACENT TO HEATED SPACE �_.„. RADON REDUC110N SA-AL SYSTEM SEE SHT. 1 WOOD TREAD, MAX. U8 FOR STAIR RISER 8" (REMOVE DETAILS1O o STEPS AS REQUIRED U0 it PER SITE CONDITION, I • MAX 1 TREAD) "t A.4)+\ 4 o4 'I 8-0 7-0 SOHD "1 TI10DIT EroWT - , 5'-1y" , 4'-1001 4yg"2 '-6y" I 2 '-5" X 1 0 ' In Ur 1 1-I;Porch i RO AB VE .i, 9'-6" �'-0 4'-4° ' it UNIT K-6(B) LOWER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 36 of 58 4x12 HDR U O o N 14 HUC416 0 S9.0® HU 416 (2)1''4 0" LVL FB T ice- .�", `T""� rte __ _ _ , . o— x10 iIiRJB1 0 a XE It> 1 1 I 1 J I s.7--. :,c 1 I_�._in__ __LI I I-�.L-_wlr- 1��r_I ' 3--5FLOOR GT I 11 6 TYP. S9.0 I I L 20" OPEN tVEB JOISTS 0 19.2" O.C. I II 6Q _ _ __}_FLOOR GT -- ----(3)JJ .=-11 I II`HIT420 7 ' TYP. S9.0 I I It DI 11 I I 'ill, 1 f \1 -L-- I \ / VIII 1 1 1 , TAIL L,3 , ,, I F AMIpJG I 'i !�1 I 1I 11 I ail 111 IIC_ 1 a i A � -� m / 1 I -J / 1 I 1 N ' II / 1 I I d' / 1 / I J I/ 1 /- �� - �_ 1, i LVL 13/4"x20" 2FB I I I I I I I Cqo I goo 1 I ' 1 II I I I' 11 I I i I ----7---- (2)1 "x20" LVL FB UPPER FLOOR UNIT K-6(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 37 of 58 e 18 POST ABOVE \ 59.2 / POST ABOVE - - 6x6 P.T. POST W/ - - 0 1i PT 4x12 HDR _�, ACE6 POST CAP 4x8 FB — <o MB6 TYP. BEARING 1 STUDS ABV. \ T �,y- 2x8 PT 1L L1.L E1 R e@L1J_�1� T . IpZ 6� -- -H89 I 0 I 0 I ID o a TYP. S9.2 ® o CV I a I �1- I 12 I I S9.0 m GT ABOVETh1 0 MB4 O 3)i x1CASCADE S.L HDP, —r 6h I TYP. S9.2 I (h r?-:I I$�- rt—�I � 13+x9)4' % I RIGIDLAM LVU I 1FkUSH W/JSIt) I 1I 1 ISI 1 I 1 I 1 I I ‘1 I I 11/ I Y I 1 II I �1 1 �I � � / 1 OT - I31 x10''CA 3ADES.L. 9rsi / 11 I jIIPOST II / 1 I ABOVE I /STAIR 11 I L� i. Il';I FRAMING j -.LA IIs III./ HU41011 I A a1 w ll M B 1 J K JL m I. ? 934 GID �� 01 211 I ��FB I kI'lI Ic ¢- 10 011 cm It 1 '2'c s e 1 1 Iii- j X10." CASCADE S. . HER _ t{a_il I j 1V B5 GT ABV. BUNDLED STUDS a FOR HDR ABV. LT/ PORCH ROOF 49 1.-ci I SYMMETRICAL ABOUT THIS LINE 4x4 W/Add �+ CONT. TO POST AT 14--� `� ADJACENT UNIT -8--- t—, cr L J MAIN FLOOR UNIT K -6(B) FRAMING PLAN 1/4"=1°-0" AMERICAN MODERN 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 38 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 2013: 6:38PM Multi �e SiYI �e Be1111 File ci\Userslkstoner,DOCUME-1IENERCA-1113276V-3.EC6 p p ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lic.#: KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Wood Beam Design : UB-1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 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-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=3.0 ft Design Summary o 4dRo1�2R1 Max fb/Fb Ratio = 0.327. 1 fb:Actual: 321.48 psi at 4.250 ft in Span#1 * p ; sAray x c 3 #4449 44 Fb:Allowable: 982.51 psi ..... " -4 ;44'144 444 44 :i44.11:4, Load Comb: +D+L+H Max fv/FvRatio= 0.154: 1 fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.50 ft, 4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L t 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 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).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 rf • File=cIAUserslkstoner\DOCUME-1\ENERCA-1113276V-3.EC6 Multiple Beam ENERCALC,INC.1983-2013,Build'6.13.8.31,Ver:6.13.8.31 Lic.#:KW-06002997 Licensee:CA.engineering Description : Main Floor Beams Wood Beam Design : MB1 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: Wood Grade: Fb-Tension 1,000.0 psi Fc-Prll 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Design Summaryi D(0.19504 L(0.520) Max fb/Fb Ratio = 0.368. 10, 1� 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 fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.0 R,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) 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 Calculations per 2005 NDS,IBC 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-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 9.a04 Point: 0=0.120, L=0.320 k @ 4.50 ft Design Summary 0,„,„u,„ Max fb/Fb Ratio = 0.498. 1 D(01 50 L(0.040) fb:Actual: 985.10 psi at 4.500 ft in Span#1 s '1 1; Fb:Allowable: 1,977.35 psi , 4 +'" 4-. C� Load Comb: +D+L+H _.: . r q,. .. , .e-f�_-..._..� v.� ,s ��-...:,L� 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 SWE 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 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).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 2013,6:39PM File=alUserslkstoner\DOCUME-1IENERCA-1113276V-3.EC6 wi mple Simple Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,'Ver:6.13.8.31 Lie.#: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, FullyUnbraced 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-Prll 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(o 1801 L(0480) fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 , „ e _ i WWWW g ' Fb:Allowable: 2,362.27 psi k i . g Load Comb: +D+L+H .�,,. .._ _ ,_ ��. __ w __. '" Max fv/FvRatio= 0.559: 1 2 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) g L Lr S W E H Downward L+Lr+S 0.350 in Downward Total 0.481 in Left Support 1.04 2.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.04 2.76 Live Load Defl Ratio 394 >360 Total Defl Ratio 286 >180 Wood Beam Design : MB5 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-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point: D=0.420, L=0.510, S=0.320 k @ 10.250 ft Design Summary Max fb/Fb Ratio = 0.746. 1 D(0.1201 L(0.320) fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 , + ' Fb:Allowable: 2,362.27 psi �1-4 Load Comb: +D+L+H , xti tor.. t... ito Max fv/FvRatio= 0.533: 1 2 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) P L Lr S W E Li Downward L+Lr+S 0.287 in Downward Total 0.402 in Left Support 1.11 2.35 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.11 2.35 0.32 Live Load Defl Ratio 480 >360 Total Defl Ratio 343 >180 Wood Beam Design : MB6 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: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary D(0.0750 L(0.20) Max fb/Fb Ratio = 0.943. 1 1 fb:Actual: 738.92 psi at 5.750 ft in Span#1 y: " ,,..r};. 'alit r ' `1 _ 44:0144-40,:;,,..-41,;, Fb:Allowable: 783.50 psi :. s >. . Load Comb: +D+L+H Max fv/FvRatio= 0.351 : 1 A A N:Actual: 50.60 psi at 0.000 ft in Span#1 11.50 8, 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 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).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 Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usqs.qov/designmaps/us/application.php http://earthquake.usgs.gov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 Sins= Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM,= Fv*Si SM,= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SD,=2/3*SM1 SD,= 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 no= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels --- --- N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6 5 ___ N/A Table 12.2--1 13.(E&W) Overstrength Factor no= 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 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 42 of 58 SHEET TITLE: 17075-River Terrace(Lots 39-43)- Unit K6(B) CT PROJECT#: SDs= 0.72 h„ = 25.92 (ft) 5D1= 0.45 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) Si= 0.42 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5: Figure 22-15) Cs=Sod(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.298 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 Sl)/(R/IE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE (EQ 12.8-11) (EQ 12.8-12) C,„ = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof --- 25.92 25.92 693 0.025 17.325 449.0 0.45 2.08 2.08 3rd(uppr) 8.08 17.83 17.83 693 0.030 20.79 370.8 0.37 1.72 3.80 2nd(main) 8.92 8.92 8.92 693 0.030 20.79 185.4 0.18 0.86 4.66 1st(base) 8.92 0.00 SUM= 58.9 1005.1 1.00 4.66 E=V= 6.52 E/1.4= 4.66 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 43 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-VIETHOD 1 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 39-43)-Unit,K6(B) NS E-W F-B S-S IBC ASCE Ridge Elevation(ft)= 44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. --- -- Building Width= 19.0 40.0 ft. Basic Wind Speed 3 S .Gust= 95 95 mph Figure 16 Figure 6-1 Exposure= B B Roof Type= Gable Gable PS30A= 16.1 16.1 psf Figure6-2 Ps3o a= 11.0 11.0 psf Figure 6-2 Psnoc= 12.9 12.9 psf Figure 6-2 Ps3oo= 8.9 8.9 psf Figure 6-2 X= 1.00 1.00 Figure 6-2 Kit= 1.00 1.00 Section 6.5.7 windward/lee= 1.00 0.00(Exposed to wind load on front,back) X*Kn*Iw*windward/lee : 1.00 0.00 Ps=X*Kzt*I*Pa3o= (Eq.6-1) PsA= 16.10 0.00 psf (Eq.6-1) Pss= 11.00 0.00 psf (Eq.6-1) Psc= 12.90 0.00 psf (Eq.6-1) Ps D= 8.90 0.00 psf (Eq.6-1) Ps A and C average= 14.5 0.0 psf Pssand Daverage= 10.0 0.0 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2*2a= 7 28 MAIN WIND-METHOD 1 PER ASCE 7-05 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.10 1.00 1.00 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA A03 Ac AG 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-V 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 0.0 3.38 3.38 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 0.0 2.41 5.79 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 0.0 2.53 8.32 0.00 0.00 1st(base) 8.92 0.00 1 A,. 626.2 AF= 1318 6.3 0.0 V(n-s)= 8.32 V(e-w)= 0.00 kips kips kips kips 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 44 of 58 . SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 39-43)-Unit K6(B) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof --- 25.92 25.92 0.00 0.00 0.00 0.00 3.38 3.38 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.41 5.79 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00 0.00 2.53 8.32 0.00 0.00 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(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 8.08 17.83 17.83 3.38 3.38 3.38 0.00 0.00 0.00 3rd(uppr) 8.92 8.92 8.92 2.41 2.41 5.79 0.00 0.00 0.00 2nd(main) 8.92 0.00 0.00 2.53 2.53 8.32 0.00 0.00 0.00 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 0.00 kips kips 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 45 of 58 EMS 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 Si). 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(11m Ss = 0.972 g From Figure 1613.3.1(21[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 Nc„ su A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s. < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).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 Fa Site Class Mapped Spectral Response Acceleration at Short Period Ss <_ 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.972 g, Fe = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period Si 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 2.4 . t.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Si For Site Class = D and S1 = 0.423 g, F. = 1.577 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 48 of 58 Equation (16-37): SMS = FaSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SMl = F,SI = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDs = 2/3 SMS = 2/ x 1.080 = 0.720 g Equation (16-40): SDI = % SMl = % x 0.667 = 0.445 g 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 49 of 58 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDS I or II III IV Sps < 0.167g A A A 0.167g S Sps < 0.33g B B C 0.33g <_ Sos < 0.50g C C D 0.50g <_ SDS 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 Sol I or II III IV 501 < 0.067g A A A 0.067g <_ Sol < 0.133g B B C 0.133g <_ Sol < 0.20g C C D 0.20g5So1 D D D For Risk Category = I and Sol = 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 ratpg nry__ References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613 p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613 p3p1(2).pdf 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 50 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 39-43)-Unit K6(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.08 kips Design Wind F-B V i= 2.03 kips Max.aspect= 3.5 Sum Seismic V i= 2.08 kips Sum Wind F-B V i= 2.03 kips Min.Lwall= 2.29 ft. 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 vi OTM Row Unet Ueurn OTM Rom! Unet Usum Ucum 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.3a 346.5 30.0 30.0 1.00 0.15 1.01 0.00 1.04 0.00 1.00 1.00 35 P6TN P6TN 34 8.33 53.95 -1.56 -1.56 8.11 40.50 -1.10 -1.10 -1.10 A A.3b 1E-07 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ###t# N.G. P6TN 34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A A.3c 1E-07 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 IIIIIIII# N.G. P6TN 34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 1E-07 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ##fb## N.G. P6TN 34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3b 346.5 30.0 30.0 1.00 0.15 1.01 0.00 1.04 0.00 1.00 1.00 35 P6TN P6TN 34 8.33 53.95 -1.56 -1.56 8.11 40.50 -1.10 -1.10 -1.10 B B.3c 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 60.0 60.0 =L eff. 2.03 0.00 2.08 0.00 EVnd 2.03 EVEa 2.08 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 51 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 39-43)-Unit K6(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.72 kips Design Wind F-B V i= 1.45 kips Max.aspect= 3.5 Sum Seismic V i= 3.80 kips Sum Wind F-B V i= 3.47 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDLeff. Cp wdl V level V,abv. V level V abv. 2w/h vi Type Type vi OTM Row Unet Ucem OTM Rom! Unet Usnm Usnnt HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Z A A.2a 346.5 30.0 30.0 1.00 0.15 0.72 1.01 0.86 1.04 1.00 1.00 63 P6TN P6TN 58 15.20 53.95 -1.32 -1.32 13.90 40.50 -0.91 -0.91 -0.91 A A.2b 1E-07 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ##i N.G. P6TN 58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A A.2c 1E-07 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2b 346.5 30.0 30.0 1.00 0.15 0.72 1.01 0.86 1.04 1.00 1.00 63 P6TN P6TN 58 15.20 53.95 -1.32 -1.32 13.89 40.50 -0.91 -0.91 -0.91 B B.2c 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 60.0 60.0 =L eff. 1.45 2.03 1.72 2.08 1.00 EVnd 3.47 EVEQ 3.80 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 52 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 39-43)-Unit K6(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.86 kips Design Wind F-B V i= 1.52 kips Max.aspect= 3.5 Sum Seismic V i= 4.66 kips Sum Wind F-B V i= 4.99 kips Min.Lwall= 2.57 ft. 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 ROTM Unet Usum OTM Row Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.1a 346.5 30.0 30.0 1.00 0.15 0.76 1.74 0.43 1.90 1.00 1.00 78 P6TN P6TN 83 18.64 53.95 -1.20 -1.20 19.96 40.50 -0.70 -0.70 -0.70 A A.1 b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 #44/44 N.G. P6TN 58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A A.1c 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ;'f#### N.G. P6TN 58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1 a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1 b 346.5 30.0 30.0 1.00 0.15 0.76 1.74 0.43 1.90 1.00 1.00 78 P6TN P6TN 83 18.63 53.95 -1.20 -1.20 19.95 40.50 -0.70 -0.70 -0.70 B B.1 c 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 60.0 60.0 =L eff. 1.52 3.47 0.86 3.80 Vw,nd 4.99 EVEQ 4.66 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 53 of 58 • SHEET TITLE: LATERAL S-S(side to side) i CT PROJECT#: 17075-River Terrace(Lots 39 3)-Unit K6(B) Diaph.Level: Roof Panel Height= 8 ft. S ismic V i= 2.08 kips Design Wind F-B V i= 0.00 kips Max aspect= 3.5 Sum S-ismic V i= 2.08 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.29 ft. Wind ind 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 Of C a w dl V level V=by. V level V abv. 2w/h vi Type Type vi OTM RoTn, Unet Us,„„ OTM RDTNI UrFs.t Us,n„ Us„m HD (soft) (ft) (ft) (kif) (kip) ( ip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.3a 0 0.0 0.0 1.00 0.00 0.00 1.00 0.00 0.00 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 1.00 1.04 0.00 1.30 1.00 338 P4 -- 0 10.83 2.56 2.48 2.48 0.00 1.92 -0.58 -0.58 2.48 4t 4T4 Qv 0 0.0 0.0 1.00 0.00 0.00 1.00 0.00 0.00 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 1.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 1.00 0.00 0.00 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 1.00 0.00 0.00 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 1.00 1.04 0.00 1.30 1.00 338 P4 -- 0 10.83 2.56 2.48 2.48 0.00 1.92 -0.58 -0.58 2.48 pt4 y7-41, 693 8.0 8.0=L eft. 0.00 1.00 2.08 0.00 EV,,,,nd 1.00 EVEQ 2.08 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 54 of 58 , SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 39-43)-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 Sum Seismic V i= 3.80 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM U„et Us„m OTM RDT,,1 Unet Usum Us„m (soft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (p11) (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 Gluh11 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 Y.2,277 693 8.0 8.0=L eff. 0.00 0.00 1.72 2.08 EV„;,,d 0.00 EVE0 3.80 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB • • 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 55 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 39-43)-Unit K6(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Se smic V i= 0.86 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 Sum Se smic V i= 4.66 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. HD Wind W nd E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LpL eff. C o w dl V level V.b.'.V level V abv. 2w/h vi Type Type v i OTM RoTM U,e, Usur,, OTM Ron U,e, (sqft) (ft) (ft) (kif) (kip) (k P) (kip) (kip) i, (plf) (plf) (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 4.00 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 1-4'1001' 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.)14' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 6.00 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**** t,1 kut 05,6,1,j 4 4.2b 6E-12 0.0 11.3 1.00 0.15 0.00 1.00 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=L eff. 0.00 1.00 0.86 3.80 1/4-)5512,43 s i,Z x Vwind 1.00 E'V50 4.66 8 Notes: * denotes a wall under a discontinuity Po�I�C.� ** denotes a wall with force transfer *** denotes a SIMPSON SHEARWALL -_-- 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 56 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 ASSEMBLIES1'2'3 •.. Seismic(SDC C.E) . . Wind LSDC A-13)' Hold-down ' Hold-down- Nominal Drift at Drtft at Height Allowable Uplift at Allowable'• Uplift at Model No Width .Allowable Allowable in shear.lbs Allowable Shearabs) lloVdablQ `:.(ln) ( ) _ ( )_ Shear(in)_: ( ) .. Shear(In) Shear(lbs) ; Stiear(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 `i SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 • 'SWS112X7 5 :'.'12 . :: 86,5• 2520 032 '. 9920. 2770. 0:35 .: 10905 :' ° SWSB 13X7.S 18 85.5.' ` ,5380 034 :- 14216 8910 ••037 ` 15615 m:-; SWSB 12x8 12 93.26 2310 0.35 9915 2540 0.39 10905 ,...e:` 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 :SWSB 12x9 • !12 ! 10525.' 1580 •. •0 43 9570 i.:'1780 0,48 , 410780 `SWSB 1850 ;18j. ;;'10525'' 3810 ; 0A3,, 13770 •''4180 0.51 15105 • SWSB 24x9 '124 ' %105 25:= ' 7810 '0 42 21280 8590 0.47 '23406 ,- i; SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 • ; SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 SWSB•12X7 6 ;12 1 85.5, 1200• <'0 31 9450 '',.1320 0:38 10390 ', SWSB 18x7 5:. ;`-18 85.5,;',,` 262510,33, 13870 ,2885 0.40 -).15244: ':, m- SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 c SWSB 18x8 18 93.25 2450 0.38 14120 2695 0.43 15530 ;:� -I SWSB 24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 12 ':•168'.28 790' .0'.431 9570 890 0:4P.'7"' i'10780 ; SWSB 18x9 ..'18 ?105.25,` '1905 .043' .13770 . ' - -;2090 '0:511 ..7 15105'` :• 'SWSB24x9 24 :`105.25': 3905. ;;042 - 21280 ;4295 0.47 `.23405 For SI:1 Inch=25.4 mm,1 lb.=4.45 N,1 plf=14.6 N/m. 1Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 2Hold-down uplift at allowable shear Is based on a moment arm of 8.688 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. 3Panels may be trimmed to a minimum height of 7414 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. 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 57 of 58 180 Nickerson St. CT ENGINEERING Suite 302 I N C, Seattle,WA 98109 Project: Date:. (206)285-4512 PAX: Client: Page Number: (206)285-0618 • , i • ---....,, i ( ( 'Til'-' \lc ) ' . ,_ 1_ _ I . li '-'14-L1/ • ., . ilini . _______ CS -- 1 , T---- r i • 1 l . / 41 „„,„_,- . .1 — . / 1 __.) ji i Nu a L.. .„..," J (..e4 )(25-#S • _ (- J( i ) . i-- 1( ),12) 40Di-4 - --(23(ue..)C4tott-7) . � �. )q t)() Q`.,-- Lb p 'F-- 911)0 P5F- ,eli.- ),b,s1 -1--i5 -- (41y,,,, ____ of 0..,'m . ,_ _ _____, ._____--------r-- N, , ,,,,,6 M►N, to W i T1 'P a,/�, v A 126-64.- . 4\ l 51 -P-- L-6=)(2‘) / -15-) q-(4-0-\--1 --- 0(39-4 W s tet'z= &(9) r�C�br-e 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 117-121_Structural Calculations(2017 ORSC).pdf Page 58 of 58 Structural Engineers