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Specifications (37) CT ENGINEERINGG 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(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 stresses,etc., have been verified to meet or exceed those as referenced by the current ORSC/IBC/ASCE code. 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_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 122-127_Structural Calculations(2017 ORSC).pdf Page 3 of 58 0 ROOF BELOW i 19'-1' I I 3'-7y" �2'-3Y" 11'-2y2 �'-112.0 5'-7Y. 4'-2Yqq" i'-4' 1 f- COMMON WALL e �' 1' EXTENT OF 1 7-0 5-0 XOX EGRESS 1 HR. WALL 3/D1 r1 \ G i ....». ...............J»gyp ».. 4 r1i oR:B�-OW:::::::::::::::::::}e.. I TV NICHE INSUt TE+FLOORiiCiCiiiCiiii::1 4 � :::::::::::.UVEB:.UN4EATEO.::::::: ::::::I I A.F.F. _:::: .:.:.: D7 1 :.....VAULYE :CE'ILtNS-. ..........i a ---- ---.:.MANUF/tCTURER:':::::: :I ..:••••••-i•••• ..Mafter:Bedroom I. ':. FEDUCTION .................. . .................... ..... SYSTFM , i men e 0It IN i N N 5' SHOWE \'N\ z i 2-6 .• 6 .q ' I BIFOLD ". e � — - �N I 2x4 FLAT 1 i ��� " ° PLANT • W 0 o N 'H--mi SHELF , M.SBath s �lze ia LOCATE PLUMBING Q 1 !� ROUGH-IN ACCOUNTING ® ®'I W FOR (2) LAYERS GWB RADON El„ 'AD n 1..,IDRYER \ \ AT PARTY WALL t REDUCTION •• I 2 W •T SYSTEM 1n i. 1 m KV I i T I SEE SHT. ' I I U4 FOR STAIR " WASHER �g.OPEN:Ta . ,1 n DETAILS \ BELOW' �+3'-712 Bath 1 1 2-4 HCW ill `::. .'1::::1:::i:.. ..: I1 �Te10'I/ i' ............................ I ATTIC S&P II ............................. n LOW:Y/AEL:::: ::: rl - I JL v I :i: ::AT.4 E:42":W/::::: ILF�t d t--- :-:-WOOD:':1;AP:::::::::..... ; 6-0 BIPASS 7 j I '.r::?i?i:G"a':i.i:i:i::::1.:.TY.`. '-5Y TYP. N >Tech::Rm::: � € :RAi5E4::cEi JREl ::::? O :: D1 ,:11- '11 ...1 i_':}i:(4:-:+9.:3 4`:;:: ;;-: II 1 €.:P.".:WPr::P , Bedroom 2. I t p m .41 inr-....4...,-, 0 2-6 I• SH I 1-9 2-6 4-6 1-9 - o '1 •I i 4-6 F MIT 4-6� .� .1 N `J I EXTENT OF 1 HR. WALL I 3/D1 1 I I 3'-3" k 3'-10" 5'-0' 5'-0" I •- - 7'-1 ID'-0" 2'-0"1 1 19'-1, k UNIT E-6(A) UPPER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 4 of 58 e19._1. tt t i 2.-63.2 -1" 8' 1Y4" I I 49 I .""` r- mar mar ARM" o 4GUARDRAIL AT+42" V I 11 0 ABV. DECK SURFACE Deck 26 I.z 8 y 4'_5. 4'-8332" { 6'-4" $ C COMMON WALL O N FLOORtABOVE 20A in 2-915-0 SH\1-0 6-10 F OVER D6 a I__ -SAFETYWQI2A0 6-0 6-10 SGD _ I I ,--‘, i ark I .________ri___if_ PI Ur 14 `'z' E^ "" 2x6 WALL W/R-21 BATT INSUL a N ♦ N I FACTORY-BUILT I 1 I:rr DIRECT-VENT GAS FIREPLACE { ♦ 20if,:✓ a VENT UP THRU LOW ROOF D4Atilk 11 OI:11::' TILE HEARTH o �� )ROOF ?N. OPTIONAL BELOW I?a *, 1 -1-1— L INSUL. FLOOR JOISTS AND ROOF RAFTERS < AT F/P ENCLOSURE N of I `s, may m ® Living INSULATE FLOOR OVER • *__-----L— —M� UNHEATED SPACES o RADON j �EUC1 ' " ' ' T 1-1 � 3-10 2 BI -.1\ i S3cf I N N :I ."„r\ \ 2 : fi - \ N 3 W �r I I .7.1,_______a- i IN 0 DN N I "(0 96 I� it o I r --LOW WAL_ AT II O b I . M A ti, - +42” A.F.F. I I-_„.911 i 0110 N \_� m I Ir--- 2 1 I DW r �, RADON I l I REDUCTION SEE SHT. SYSTEM U4 FOR STAIR t DS I lel DETAILS �'-6'� I J' I —,.-..- • \ .\ \ c� 1 I 1 opq o®-;\ 1 81l -�Z5 N 2,-g"� •^J - 18 UP .i.,!, CONTINUE PARTY WALL- I N D4 GWB THROUGH FURRING °�?13 —� TYPICAL N = I n 1. © G Din./Fare. I ._ i Pw.r. e _ INSULATE FLOOR OVER PZO � UNHEATED SPACES 107 I FLOOR BELOW 2- 1 1....».....»., _ C. 2- 3,0 F •i ---1-9 2-6 4-6 1-9 F4=LI..i II ...� 4-S F CSMT 4-6 F , N ----. ».r I I !»..."»: • NI r, 0 1 HR.N OFT WALL 3/01 I 3.-3" }2-2 + 5.-0" s'—c" 5-5' 1'-£1", 10-0" 2'-0"I, 19'-1" UNIT E-6(A) MIDDLE FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 5 of 58 e 19'_1• 1' 4'-1• � 15-0' 3'414"33/1.' 1 eh .-j z DECK ABOVE 1 7 0 oI E5 f 1. I 10 o r _—_—_—_—_(2.0:j]\ L1i a D6 COMMON WALL o "i co 1 in. .4- el I lt. \ . , IIS i J {, iWOOD TREAD, MAX. RISER 8" I w Mech. (ADD OR REMOVE STEPS AS 3'-0" REQUIRED PER SITE CONDITION) ' i e I e I 0 R3 OC UP. FIREPLA• DIRECT VENT GASI 1 ABOVE WATER HEATER-lel sI DOORS SHALL BE .4.-- i_—!—I SELF-CLOSING `..s?' F��'"{{ --y 20-MIN. RATED n DIRECT VENT GAS 1r I f�T-T� M.1- = FURNACE IL_I FURN. %I Tandem 2-Car RADON I Garage REDUCTION i ® U OCCUPANCY 1I 1 SYSTEM 4 i . . WALL FINISH: 96" ' GWB CEILING FINISH ... .. ... ...... 4,-1" 1 1 4'-0" FURR DOWN �Y5" TYPE 'X' GWB FOR DUCT RUN FIRE-TAPE ALL N -r INSULATE GWB WRAP BEAMS I I BELOW CEILING I/ I UNDER STAIRS LEVEL INSULATE ® I I I AND LANDING FLOOR ABOVE. I I 1 4-1 I 31-gy" i �� I I j LJ INSULATE WALL 1 o - -i PER DETAIL 4/D1 RADONWHERE ADJACENT n " REDUCTION TO HEATED SPACE-1 SYSTEM i SEE SH T. i 'c U4 FOR STAIR i I DETAILS \ 0 i 161 l WOOD TREAD, MAX. RISER 8" i 05 • I (ADD OR REMOVE STEPS AS I p is REQUIRED PER SITE CONDITION) m L.z i UPIF, - eo p A� Entry N i i �tO q i o I _'I CO N 1 D2 D7 I 8-0 7-0 SO-ID s \ FLOOR_L ROVE_ I I r �I ( 1I N \ 2�-1�12'-IY2" / I �� '13! I N 1. ' Porch FLOOR ABOVE AT I STEPS i 00 UP I 1-13/d," 4'-3" '-80/2 10'-0' ,2'-0" 19'-'1" k UNIT E-6( A) LOWER FLOOR PLAN ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 6 of 58 SIM. 4 4 59.1 S9.1 F 4x12 HDR __ W UB4 N N o 1-HUC416 HUC416 o ® LLQ"x20"L FB I '1T ' _ W aT L -4X10 HD i - I UP TO B"=�1e HDR I � o .BBD DN TO k' _ I UBNG I N 1 -JJ I.L -11-6 - —LI_ iJ6L1 FL0014 GT 20" OPEN WEB JOISTS 0 19.2" O.C. o I CY] TYP. =1 D L DSC5 mAT BLDG. _EI.OLPLP -12B92up STEP 11111 Ir 1111 ®TYP. ll 2x6 AT - I -: 16" O.C. Jr III 1111 1111 I ©AT BLDG. 10 . 1'1 1�"x20"LVL FB .___ i STEP S9.3 o �( ) 141I STAIR FRMG. B0TCEN2x6 LEDR, ill AT x6 FB 11 TYP. U.N.O. �� ---/ • AT LANDING 1 �� I. /; . o 1UP TO I b Olt l \\ %/ 1= 61- M. BATH - -71 4liiil I r , e I I o j II RAISED ®�I I •1 \ III PLATE % / \ __ UP TO BATH II :-:::-.-::.:..6 ; o LANDING/POWDER ,c;..........7.:.:-:.:-:-:-:.:.:.:-:,:.:- EXTENT OF i AT+1•-2•i" 1:};^;;::�•:ii.x.::.:.:,x:ii - L4 RAISED FLR. I` ABV. MIDDLE F.F. r,.::<::::rrr:,••;°•,°„ I RAISED FLOOR = • i; 1Y4"120"LVL FB (DOT FILL) ®,7 SEE LEFT % •/._ (46111 2x10 LEDGER '••::e::::•i:::i:c!•:i: - -4-F 6x6 a DN TO 6X6 ///" DINING UP TO TECH � I 0 UB2'__ HD- UP TO BED 2 A UPPER FLOOR UNIT E-6(A) FRAMING PLAN 1/41'-0" ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 7 of 58 UB5 L__ }};_: (2)2x10 F13 ;;:<;:; _ 7 S9.2 ET '::::®t1 OVER-FRAMING PLAN _II TO MATCH HT. 1 OF RAISED FLR. .t=^:. RAISED FLOOR AT+1439" ,,,':,:::::.',:::::-,::::"::,:':i:::: ';- i' `: fr UPPER FLOOR WALLS 2x10 16" r O.C. T1P. _,?.".:;? I ` 1 2x6 LEDGER r:'.;' 114.75"STEP UB6`- ' +-� I I Q HDR I ® I 7 S9.3 RAISED UPPER FLOOR UNIT E-6(A) FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 8 of 58 18 0 POST ABOVE S9. •IPOST ABOVE 6x6 P.T. POST W/ ACE6 CAP, TYP. _ ___ P T12 I-UR ____.... __ I IV B6 cog I rox .1;o B NUL_.p, STUDS •- AOVEI I- `IA P.T. 2xE LEDGER a 2X TRUSSES , 6x8iHfi' GT AT 24" O.C. / :4 I 334 x974" BIG BEA& FB GT _• HU*0 a ABOVE W o '- "! m ®j GT ABOVE 4.1 o Li 4 co 11 j. LOW ROOF . " ce c; TYP. 3 ABOVE ci- �' 1x rn o �� j rt �," rn, I ®AT BLDG. zo _..____ n `2 STEP 11 ' I 374"974" BIG BEAM FB ---g-.)—,-, "ii T1P. IN - /_� I~GT ABOVE 12 e AT STEP r ii, I H2.5 TO BEAM M B4 S9.0 �. �`n j� I x1 CMZ '7-A71.4-1-7 ® LEDGER I w 6x6 POST GT ABOVE qrIIm 1w"c974"RIGIDLAM LVL "B LANDING F.F. AT+7'-0" I CO C7 m_m . j• 414 POST FROM +7'-0 ABOVE LOWER F.F. ' k' \ 7II Tp +8'-1" ABV. LGW F F. m„ x 2x6 AT 16" O.C. k 7\iSTAR \1 FRNG. 1S"c974"RIGIDLAM LVL 13 \\\ / I \ / iW FR�/I G , m R Icy m BUNDLED / \ Ifti STUDS ABV. / \ / 6x6 I"1 MB4 0 I ON TO ill - ITS x1174 IG B_AM 'SDR ENTRY— ..1 I �I I mil El m RAISED FLOOR =� 1i?1Firi?7171F?9 m m ¢ m DOT FILL SEE LEFTi IIg1 21 i i r . ' A41 1I - 8 . I MB3 I I GT ABOVE I kipR:::.`:.` 13)4_x1074" CASCADE S.L. H HUCQ RIGIDLAM FB 4911 1.81/9 HUCQ 1.81/9 BUNDLED STUD FOR HEADER ABOVE MIDDLE FLOOR UNIT E-6(A) FRAMING PLAN ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 9 of 58 1.1 I (2)2x10 FB TOP CO+10'-14" I& (3) 2x +Y: PLWD. i'- UNDER (2) 2X10 EDGE OF TJI n`�" PONY WALL SUBFLOORATTO RAISED 14.75" FRAMING PLAN BENEATH - S.TEp I II TOP OF JSTS I ABV.LOW F.F. � EDGE OF TJI .c I MIDDLE FLOOR WALLS I SUBFLOOR • � I _ I © I BENEATH it�-k. _J UP PLATE +8'-1" l . -'; I i ' 2x10 LEDGER I HOEDOWN STRAP Li... TOP +10'-1Y4 ! FROM ABOVE ------ H LI_I le 1 12 PLATE+8'-1' S9.3 D • i i -FLOUR UNIT E-6(A) FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_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 He=c:\Userslkstoner\DOCUME-11ENERCA-1\13276V-1.EC6 Multiple Simple Beam 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 k/ft,Trib=8.330 ft Design Summary 14gg1 gcp,2og�t �0 1030L(u.3101 Max fb/Fb Ratio = 0.635. 1 t r-; , fb:Actual: 700.00 psi at 1.750 ft in Span#1 s Fb:Allowable: 1,102.10 psi Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 A fv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D . Lr S W E LI 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-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary o so e4 o t Max fb/Fb Ratio = 0.347; 1 ` ,b. fb:Actual: 352.07 psi at 3.250 ft in Span#1 _ .; ,t,= ,a Fb:Allowable: 1,013.55 psi -- °0- -•- 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 Designs 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 kilt,Trib=4.750 ft Design Summary orgit'e.it ,.tb e Max fb/Fb Ratio = 0.082. 1 fb:Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi Load Comb: +D+0.750L+0.7505+H Max fv/FvRatio= 0.070: 1 A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 ft,4x10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) o L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152 >360 Total Defl Ratio 13898>180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_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 2013,639P File=c\Users\kstoner\DOCUME-11ENERCA-1\13276V-1.EC6Mult1 le Simple � 6a1 ENERCALCINC1983-2013Build: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-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0180, S=0.0250 kilt,Trib=4.0 ft Desiqn Summary Max fb/Fb Ratio = 0.934: 1 D(0.0720)s(o 10) fb:Actual: 786.29 psi at 7.500 ft in Span#1 + Fb:Allowable: 841.45 psi • � � _ =� a�It _ :. Load Comb: +D+S+H A Max fv/FvRatio= 0.313: 1 fv:Actual: 43.25 psi at 0.000 ft in Span#1 15.0 ft, 4x12 Fv:Allowable: 138.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.212 in Downward Total 0.365 in Left Support 0.54 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.54 0.75 Live Load Defl Ratio 848 >360 Total Defl Ratio 493 >180 Wood Beam Design : UB5 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary D(0 09750)`L(0.260) t Max fb/Fb Ratio = 0.165; 1 J fb:Actual: 153.55 psi at 1.750 ft in Span#1 Fb:Allowable: 931.44 psi pi 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) 2 L Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.17 0.46 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.46 Live Load Defl Ratio 12241 >360 Total Defl Ratio 8902 >180 Wood Beam Design : UB6 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced • ing •1 owa. - ress •esgn ,i ', .r oa. o lin- ions, j is Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Unif Load: D=0.0180, S=0.0250 kilt,Trib=2.0 ft Design Summary t&i.��ht Max fb/Fb Ratio = 0.199. 1makt rt ,� fb:Actual: 202.13 psi at 1.500 ft in Span#1 ri Fb:Allowable: 1,017.19 psi LoadComb: +D+L+H Max fv/FvRatio= 0.163: 1 A 2 fv:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.011,2-2x8 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 122-127_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 multiple sim 1e Beam CFile=c:lUserslkstoner1DOCUME-11ENERCA-1113276V-1.EC6 ENERALC, INC.1983-2013,Build:6,13.8.31,Ver:6.13.8.31 Lie.#: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-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=20.0 ft Design Summary D(0.30)L(0.80) Max fb/Fb Ratio = 0.555. 1 ` 1� fb:Actual: 565.04 psi at 1.500 ft inSpan#1 ';i Fb:Allowable: 1,017.19 psi ; °```;- `" 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) P L Lr S .W E H Downward L+Lr+S 0.012 in Downward Total 0.016 in Left Support 0.45 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 1.20 Live Load Defl Ratio 3041 >360 Total Defl Ratio 2212 >180 Wood Beam Design MB2 Calculations per 2005 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-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=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.50 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.913. 1 8(6°0111 )t`�b°t fb:Actual: 848.86 psi at 1.400 ft in Span#1 Fb:Allowable: 929.74 psi f` Load Comb: +D+L+H $;.: *` ' Max fv/FvRatio= 0.803: 1 A fv:Actual: 120.38 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) g L Lr S W E LI Downward L+Lr+S 0.037 in Downward Total 0.050 in Left Support 0.71 1.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 1.22 Live Load Defl Ratio 1638 >360 Total Defl Ratio 1189 >180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 13 of 58 �tickerson St. C T E N G I N E E R I N G Su'It 302 I N C. Seattle,WA Project: RIVER TERRACEDote: 98109 (206)285-4512 PAX: Client: Page Number: (206)285-0618 MB3 OA-0446d ,pot,. /4 illc s�t 6 o f y+ z) C 4 o t'z 5-)0 :7)) 4- el-' (etdt zshSrs)+- ,'t ,'(z S f-i't e � ��T #-/ter ✓Li 7,1e7 g 5)2- S7 1 18162 2018.10.04 RT Area 4 Roshak RH's Lots 122-127 Structural Calculations(2017 ORSC).pdf Page 14 of 58 Structural Engineers CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 M.141 ' 0;,.......a, Bain . File=c\ serkstoner\DOCUME-1\ENERCA-1\13276V-1.EC6 @ ,l , 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: 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-PrIl 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.605; 1 D 0150 L a40 fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 Fb:Allowable: 2,866.74 psi Ia?j:' q fy' ' Load Comb: +D+L+H 4 .. v;, TIT • • Max fv/FvRatio= 0.455: 1 A A fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D I- Lr S W E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477 >360 Total Defl Ratio 347 >180 Wood Beam Design - MB6 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-PrIl 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,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 Load Comb: +D+L+H Max fv/FvRatio= 0.283: 1 A fv:Actual: 38.45 psi at 0.000 ft in Span#1 15.0 ft, 6x12 Fv:Allowable: 136.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.227 in Downward Total 0.313 in Left Support 0.51 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 1.35 Live Load Defl Ratio 791 >360 Total Defl Ratio 575 >180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 15 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 �UlSimple Q@at11 File=c:\Users\kstoner\DOCUME-1\ENERCA-1\132762-1.EC6 l p p ENERCALC,INC.1983-2013,Build:613.8.31,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 klft,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 D9t91$38• -0o of fb:Actual: 201.88 psi at 6.250 ft in Span#1 Fb:Allowable: 946.00 psi Load Comb: +D+L+H Max fv/FvRatio= 0.064: 1 • fv:Actual: 10.96 psi at 11.750 ft in Span#1 12.50 ft, 2-2x10 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.000 in Downward Total 0.000 in Left Support -0.06 -0.17 Upward L+Lr+S -0.058 in Upward Total -0.079 in Right Support -0.06 -0.17 Live Load Defl Ratio 2606 >360 Total Defl Ratio 1895 >180 WQQd".Re n De 1$r1 •_ MB9 r ., 7-A5 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-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=0.010 Mt,Trib=1.0ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0.413. 1 �E„ pto.ii,a°Ko.zo\ fb:Actual: 1,511.55 psi at 1.018 ft in Span#1 Fb:Allowable: 3,663.90 psi = '' Load Comb: +D+W+H Max fv/FvRatio= 0.603: 1 A fv:Actual: 298.89 psi at 0.000 ft in Span#1 Fv:Allowable: 496.00 psi 6.50 ft, 3.5x9.5 Load Comb: +D+W+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.021 in Downward Total 0.120 in Left Support 0.28 0.65 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.65 1.17 1.19 Live Load Defl Ratio 3743>360 Total Defl Ratio 650 >180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 16 of 58 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E6(A) 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 httio://earthquake.usqs.qovidesignmaps/us/application.php http://earthquake.usqs.qov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1= Fv*Si SMS= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDS= 0.72 EQ 16-39 EQ 11.4-3 Sol=2/3*SM1 SEM= 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.Os 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 Uo= 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 122-127_Structural Calculations(2017 ORSC).pdf Page 17 of 58 SHEET TITLE: 17075-Unit E6(A) CT PROJECT#: Sps= 0.70 h„ = 25.92(ft) SDI= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.41 k= 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5: Figure 22-15) Cs=SDs/(R/15) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„X = DIAPHR. Story Elevation Height AREA DL w; w; *h,k wX *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) >w; *h;k Vi DESIGN Vi Roof --- 25.92 25.92 693 0.030 20.79 538.8 0.49 2.36 2.36 3rd(uppr) 8.08 17.83 17.83 693 0.030 20.79 370.8 0.34 1.62 3.98 2nd(main) 8.92 8.92 8.92 693 0.030 20.79 185.4 0.17 0.81 4.79 1st(base) 8.92 0.00 SUM= 62.4 1094.9 1.00 4.79 E=V= 6.70 E/1.4= 4.79 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 18 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: 17075-Unit E6(A) 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 3Sec.Gust= 95 95 mph Figure 1609 Figure 6-1 Exposure= B B Roof Type= Gable Gable PS30A= 16.1 16.1 psf Figure 6-2 Psso B= 11.0 11.0 psf Figure 6-2 Pssoc= 12.9 12.9 psf Figure 6-2 Ps3o o= 8.9 8.9 psf Figure 6-2 = 1.00 1.00 Figure 6-2 Kn= 1.00 1.00 Section 6.5.7 windward/lee= 1.00 0.61 (Exposed to wind load on front,back and one side-apply max of leeward or windward forces) *Krt*Iw*windward/lee : 1.00 0.61 Ps=X*Kzt*I*Pa3o= (Eq.6-1) PsA = 16.10 9.82 psf (Eq.6-1) Ps = 11.00 6.71 psf (Eq.6-1) Psc = 12.90 7.87 psf (Eq.6-1) Pso= 8.90 5.43 psf (Eq.6-1) Ps A and C average= 14.5 8.8 psf Ps B and D average= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2*2a= 7 28 MAIN WIND-METHOD 1 PER ASCE Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.00 1.00 1.00 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA AB AC AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-W) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 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 122-127_Structural Calculations(2017 ORSC).pdf Page 19 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: 17075-Unit E6(A) 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(SS)= 9.93 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08 17.83 17.83 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.92 8.92 8.92 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.92 0.00 0.00 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 V(F-B)= 8.32 V(SS)= 9.93 kips kips 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 20 of 58 USGS 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 S5) and 1.3 (to obtain S1). Maps in the 2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)`1' Ss = 0.972 g From Figure 1613.3.1(2)r2' Si = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs N or Nth s. A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength S. < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_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 S5 < 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 S5 = 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period Si 0.10 S, = 0.20 S1 = 0.30 S, = 0.40 S, > 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and Si = 0.423 g, F. = 1.577 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 23 of 58 Equation (16-37): SMS = FeSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SM1 = F,S1 = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDs = 2/ SMS = 2/ x 1.080 = 0.720 g Equation (16-40): SD1 = 2/ SM1 = 2/3 x 0.667 = 0.445 g 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_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 SDs < 0.167g A A A 0.167g <_ SDs < 0.33g B B C 0.33g <_ S05 < 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 SDI I or II III IV SDI < 0.067g A A A 0.067g <_ SDI < 0.133g B B C 0.133g 5 SDI < 0.20g C C D 0.20g <_ SDI 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- Fig 1613p3p1(2).pdf 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 25 of 58 SHEET TITLE: LATERAL F-B(front to bac ) CT PROJECT#: 17075-River Terrace(Lots 3 -38)-Unit E6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.36 kips Design Wind F-B V i= 3.38 kips Max.aspect= 3.5 Sum Seismic V i= 2.36 kips Sum Wind F-B V i= 3.38 kips Min.Lwall= 2.29 ft. Windt Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd 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 Usum OTM Rum Unet Unum 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) A A.3a 139.6 6.8 6.8 1.00 0.10 0.68 0.00 0.47 0.00 1.00 1.00 70 P6TN P6TN 101 3.80 2.05 0.29 0.29 5.45 1.52 0.65 0.65 0.65 A A.3b 206.9 10.0 10.0 1.00 0.10 1.0 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 101 5.62 4.50 0.12 0.12 8.07 3.33 0.51 0.51 0.51 0 0.0 0.0 1.00 0.00 0.01 0.00 0.00 0.00 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 0.04 0.00 0.00 0.00 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 0.01 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.01 0.00 0.00 0.00 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 0.4 0.00 0.33 0.00 1.00 1.00 43 P6TN P6TN 61 2.65 4.05 -0.20 -0.20 3.80 3.00 0.11 0.11 0.11 C C.3b 102.6 8.2 0.0 1.00 0.00 0.51 0.00 0.35 0.00 1.00 1.00 43 P6TN P6TN 61 2.79 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.53 C C.3c 146.6 11.7 11.7 1.00 0.00 0.7 0.00 0.50 0.00 1.00 1.00 43 P6TN P6TN 61 3.98 0.00 0.36 0.36 5.72 0.00 0.52 0.52 0.52 693 44.3 44.3=L eff. 3.3: 0.00 2.36 0.00 EVH,;,, 3.38 EVEQ 2.36 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 122-127_Structural Calculations(2017 ORSC).pdf Page 26 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit E6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-B V i= 2.41 kips Max.aspect= 3.5 Sum Seismic V i= 3.98 kips Sum Wind F-B V i= 5.79 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 efl. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Row Unet Us„„, OTM Roll,/ Unet Us„m Us„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) A A.2a 0 6.8 6.8 1.00 0.10 0.00 0.68 0.00 0.47 1.00 1.00 70 P6TN P6TN 101 4.27 2.05 0.37 0.65 6.13 1.52 0.76 1.40 1.40 A A.2b 0 10.0 10.0 1.00 0.10 0.00 1.01 0.00 0.70 1.00 1.00 70 P6TN P6TN 101 6.33 4.50 0.20 0.32 9.08 3.33 0.62 1.12 1.12 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 B B.2a 346.5 5.0 6.0 1.00 0.15 1.21 0.00 0.81 0.00 1.00 1.00 162 P6 P6 241 7.30 2.03 1.22 1.22 10.85 1.50 2.16 2.16 2.16 B B.2b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.2a 92.53 9.0 9.0 1.00 0.15 0.32 0.47 0.22 0.33 1.00 1.00 61 P6TN P6TN 89 4.93 5.47 -0.06 -0.26 7.17 4.05 0.37 0.49 0.49 C C.2b 115.7 11.3 11.3 1.00 0.15 0.40 0.50 0.27 0.35 1.00 1.00 55 P6TN P6TN 80 5.57 8.54 -0.28 0.09 8.13 6.33 0.17 0.70 0.70 C C.2c 138 13.4 13.4 1.00 0.15 0.48 0.71 0.32 0.50 1.00 1.00 61 P6TN P6TN 89 7.39 12.15 -0.37 -0.01 10.75 9.00 0.14 0.66 0.66 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 . 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 692.7 55.4 55.4=Leff. 2.41 3.38 1.62 2.36 1.00 EV,,,„d 5.79 EVEQ 3.98 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 122-127_Structural Calculations(2017 ORSC).pdf Page 27 of 58 l SHEET TITLE: LATERAL F-B(front to bac ) CT PROJECT#: 17075-River Terrace(Lots 3 38)-Unit E6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.81 kips Design Wind F-B V i= 2.53 kips Max.aspect= 3.5 Su Seismic V i= 4.79 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 vi Type Type vi OTM RorM Unet Us,,n, OTM ROTM Unet Usnm US1n, HD (sqft) (ft) (ft) (kit) (kip)1 (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.1 a 0 0.0 0.0 1.00 0.00 0.0 a 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.65 0.00 0.00 0.00 1.40 1.40 A A.1b 0 20.8 20.8 1.00 0.15 0.0ti 1.69 0.00 1.18 1.00 1.00 57 P6TN P6TN 81 10.60 29.30 -0.93 -0.61 15.21 21.70 -0.32 0.80 0.80 - - 0 0.0 0.0 1.00 0.00 0.0 n 0.00 0.00 0.00 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 0.5. 0.50 0.17 0.34 1.00 1.00 101 P6TN P6 206 4.56 0.00 1.05 2.27 9.26 0.00 2.14 4.29 4.29 B B.1 b 202.1 7.0 7.0 1.00 0.00 0.7 0.70 0.24 0.47 1.00 1.00 101 P6TN P6 206 6.38 0.00 1.01 1.01 12.96 0.00 2.05 2.05 2.05 - - 0 0.0 0.0 1.00 0.00 0.0" 0.00 0.00 0.00 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.1 a 109.8 11.3 11.3 1.00 0.15 0.4 n 0.92 0.13 0.55 1.00 1.00 60 P6TN P6TN 117 6.08 8.54 -0.23 -0.50 11.86 6.33 0.52 1.01 1.01 C C.1 b 48.8 5.0 5.0 1.00 0.16 0.1:, 0.41 0.06 0.62 1.00 1.00 135 P6TN P6TN 117 6.09 1.80 0.99 0.99 5.27 1.33 0.91 0.91 0.99 C C.1 c 187.9 19.3 19.3 1.00 0.15 0.6': 1.57 0.22 0.82 1.00 1.00 54 P6TN P6TN 117 9.37 25.01 -0.84 -0.85 20.29 18.53 0.10 0.75 0.75 - - 0 0.0 0.0 1.00 0.00 0.011 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.011 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.0 ll 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.011 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.011 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.011 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.011 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.01" 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.011 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.0t" 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00• 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.0"" 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.011 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 68.3 68.3=L eff. 2.5; 5.79 0.81 3.98 E V.,,, 8.32 E VEo 4.79 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_Lot$122-127_Structural Calculations(2017 ORSC).pdf Page 28 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit E6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.43 kips Design Wind F-B V 1= 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 Lo.elf. Ca wdl V level V abv. V level V abv. 2w/h vi Type Type vi OTM Rand' Unet OTM Rorer HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Plf) (pif) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 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 votir* 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 y 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (7J 4 4.3a 346.5 7.0 10.0 1.00 0.15 1.21 0.00 1.21 0.00 1.30 1.00 225 P6 P6 173 12.63 4.20 1.33 1.33 9.70 3.15 1.03 1.03 1.33 4 4.3b 5E-04 0.0 10.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 #####N.G. P6 173 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 13.0 13.0=Leff. 2.42 0.00 2.43 0.00 EV wind 2.42 .EVEa 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 122-127_Structural Calculations(2017 ORSC).pdf Page 29 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 34 38)-Unit E6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. •eismic V i= 1.67 kips Design Wind F-B V i= 1.72 kips Max.aspect= 3.5 Sum •eismic V i= 4.10 kips Sum Wind F-B V i= 4.15 kips Min.Lwall= 2.57 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. HD Wall ID T.A. Lwall LOL eff. C w dl V level abv.V level V abv. 2w/h vi Type Type vi OTM Row Umi Usum OTM ROTE: Un„ Usu,,, Us„m (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Pit) (pit) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 56.83 3.0 3.0 1.00 0.20 0.14 0.61 0.14 0.61 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 k47171 1 1.2b 56.83 3.0 3.D 1.00 0.20 0.14 0.61 0.14 0.61 1.00 0.67 484 P2 P6 249 8.71 0.72 3.42 5.82 6.73 0.54 2.65 4.50 5.82 �033 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 346.5 3.5 8.0 1.00 0.20 0.86 0.00 0.84 0.00 1.00 0.78 399 P3 P6 246 9.78 2.24 2.66 2.66 7.76 1.68 2.15 2.15 2.66 gm 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 232.8 7.0 10.0 1.00 0.15 0.58 1.21 0.56 1.21 1.30 1.00 330 P4 P6 256 20.77 4.20 2.62 3.95 16.13 3.15 2.05 3.08 3.95 Riotits J yttvRo 6,5 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####11 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 2.42 1.67 2.43 EVmnd 4.15 `'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 122-127_Structural Calculations(2017 ORSC).pdf Page 30 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit E6(A) 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 1= 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. Wail ID T.A. Lwall LDL eff Ca wdl V level V abv. V level V abv. 2w/h vi Type Type vi OTM R0TM U„*t Unum OTM RorM U,,.t Us„m Us„m (sgft) (ft) (ft) (kir) (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 t,{' 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 #t#tt#tt#N.G. P6 173 0.00 0.00 0.00 5.82 0.00 0.00 0.00 4.50 .402-- 0 4 2 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 ktital 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 1.7Y',0.12 1.78 '11.30 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** 't '-i 4 J 797.2 19.0 19.0=L eff. 1.81 4.15 0.84 4.10 p, E V,,;,,v 5.96 EVE0 4.93 SL'U 4Z�b 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 122-127_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'''3 Seismic(SDC C-E) Wind(SDC AB)' . Hold-down Hold down- Nnminal '� Drift at - Drift at . Height Allowable UPilft at Allowable Uplift at Model No Width Allowable- Alloyvrable, (In). Shegr.(Ibs) Allowable Shear(lbs), AIloAlabie Shear(ln) .' Shear(In) Shear(lbs) SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 5600 0.30 13495 6160 0,33 14845 SWSB 24x7 24 78 10300 0.29 20800 10400 0,30 21000 SWSB'12x7:6 12 . 85:6 .2520 •' ` `0,32 9920 i r' 2770 0,35.. : -10906 ,' SWSB18x7.5 ,'18 85.5.. x:,5380 034 14215 •016 ;,-„',. 037' '` :'15616'. 6.:,, SWSB 12x8 12 93.25 2310 0.35 9915 • 2540 0,39 10905 :'0i 180 Nickerson Si. CT ENGINEERING Suite 302 I N 0, Seattle,WA 98109 Project: Date:, (206)285-4512 PAX: Client: Page Number: (206)285-0618 —VPs 4r I pts ,�' 11 . 01'2( L1... i . I i ( t . 1,,_)____\ ( • 3 F 1i pig ) al ),,,,iipi.) <- (-•k(2-5)-#S • +- 1( },12)( 4..).-/6 4--(zu.8-)6401-6 ;4t,3 e • iib p`F- 9iLDD )F-- e(,.- )b.'' --ri-3 at,"--y-24-4 -__ q-6'6?--) 0C--- . . , , 1/1/G! LThJP ± D tI,/U, v . 6 6' �C l 5' -9_` *b)( *Y-6)- -(g-0-r 155 0(39- 16''' t3 z= & 97 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 33 of 58 Structural Engineers • E2 20D 06 ROOF BELOW 15'-4" COMMON WALL 1-3" EXTENT OF , 9'-6" 110Y2; 2'-5" 8Y2y 1-HR EXT. I �4'-10" .y •I 4'-10" I WALL. PER I DETAIL 3/D 6-0 0 SL Q i----g COMMON WALL .. ,» _I- -WA-LL BELOW- ` ,1=1 XIV i , 11:11 "� Bedroom 2 '" a I ?-7.-1- Pit.' r e �-CO q IO I CO FIREPLACE VENT - 2-1y 6'-4Y2 1'-63/ ;''r ' I .�-N. + `j 5 SH. c 24'1B H0! : = � BFOT2-0 q Tv c3ci t ,a7 , N x3"iI• c� y1n• I J+ , MI IS nf L I oI f4'c• 21 F_ "' " MO- I I W/) i 2 '- lap SHOWER I L___ - M. Bat —m -- ` 3 30'10 —4 H W I _ mumLOW WALL 4'-103/4" 3.-6'4 n 42"A.F.F. WN SEE SHT. I o ' O U8 FOR 1p 1P I STAIR 5 DETAILS Th • ,, �:: :. :.:RADOt�:R4UCT10N:sti'�1E{a:: r::::::::::::::.ME :GEWSQ:::::::::::::::::] N1MYF +-IfCTUREP::::::: ' a Master':B 'Cf301C1:':::':::'1 m ,,, 1 a lri?ii( . .i) EXTENT OF 1-9 2-6'4-6 1-9 0 ilk I 1-HR EXT. 4-6 F CUT 4-6 F WALL. PER DETAIL 3/01 I I I 4 i '-71" ' 4'-9" li I 11'-6", 9'-6" 1L.7'4 2'-5' UNIT K-6(A) UPPER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 34 of 58 15'-4" ¢ COMMON WALL--f 1r-103/4" a •_14 I 1. 20 ' r k5OF ABOVE D6 1 COMMON WALL • ...,_ —� I GUARDRAIL AT+42" b I ARV. DECK SURFACE I I o 1•_�• q•_3^ q•_3• 5• 3• °o f f o ff �ari fi Deck I I , N w i S' FL00( ABOVE1 j a 11-6 5-)SN 6-0 6-10 SOD f i I • I'•..Oa- ••YT. —�• S GLAZING Q Living mtir 11 11' CIF I 1341 TILE HEARTH I (OPTIONAL)--, O I FACTORY-BUILT DIRECT VENT GAS,I I m FIREPLACE I 4 i L INSULATE FLOOR OVER I UNHEATED SPACE 1 . •., I N I I t 1.-0" 3'-s" 1t ,,� DN o I °oLOW WALL o 42" A.F.F. T I N Dining - v LOW WALL .I -CONTINUE 36"ABV 7".---COMMMON WALL NOSING •ali "(rte GWB THRU FURRING TYP.coy.R SEE SHT. >k MITIGATION 2'-8" RADON US FOR STAIR _ �/ X� ( VENT STACK � I DETAILS 0 I I 17 I -"1- I OPEN RAIL 0/PONY WALL: TOP OF WALL+22"ABV. LANDING , U TOP OF RAIL +42" ASV. LANDING I 10 h Io I ----11)eo eaoo I s 1 Kitdh- 4 �I • 4 o © I> m D, II 0 12'-6y" 1 3'-1y" 3'-11y" I I 1 INSULATE FLOOR OVER I 1'� UNHEATED SPACE 1 I FLOOR BELOW ,---- el I I 1 DW I �j I I, 11111'/- =--��=� , :-•1_2 s F— , EXTENT OF -I �'I~F I ` , I ` 1-9 2-8i4-0 1-'J' F-- 1-HR EXT. '®4-0 F C9AT 4-0 F /m WALL. PER I I I DETAIL 3/01 I I I 4'-10" { r 4'-10' r 1'-10"} r 2'-2` I I - #1•-8" 9-8" ,r 4•-0" ---# 15'-4" } UNIT K-6(A) MIDDLE FLOOR PLAN 1/4"=1'-0" EN GUSH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 35 of 58 0 75,-4" 1 11'-103/4' S-5)/4" t tI( COMMON WALL - DECK ABOVE r' \ 'L7 —F—_.y_1 S O U CL COMMON WALL 9'-11" 5'-5"0 � �, •o y I 'j3 w i I a WOOD TREAD, MAX. F I RISER 8ADD OR -4 i REMOVE"ST(EPS AS N I REQUIRED PER SITE CONDITION)., 3'-O" m e l m o I e DIRECT VENT GAS 12 WATER HEATER I AND FURNACE DOORS SHALL BE II SELF-CLOSING ' 20-MIN. RATED ' I ' Tandem 2-Car ••••• Garage L: : Iy1I U OCCUPANCY 7t II • 'e WALL FINISH: %" rI- I GWB CEILING FINISH 4b" TYPE X' GWB 4,--0 1.8fL FURN. FIRE-TAPE ALL i:...:. I a GWB WRAP BEAMS ?: I..�.. BELOW CEILING I.:'::.:' I i LEVEL. INSULATE q„ L:_ R3 OCCUP. o FLOOR ABOVE. ��'_ I o �1' 6• .h "' I FURR DOWN IM 3'-6- - " FOR DUCT RUN -4• INSULATE WALL -_ PER DETAIL 4/01 Ark - ' WHERE ADJACENT TO HEATED SPACE 17 RADON I REDUCTION �)/ 1 SYSTEM I " SEE SHT. I ° U8 FOR STAIR DETAILS . 1 WOOD TREAD, MAX.� UPe 1 RISER 8" (REMOVE STEPS AS REQUIRED o ,f3-' I PER SITE CONDITION, .IJ IN o '�?G MAX 1 TREAD) J .iP I •tir �� IAI i 01 1 A Alek IIIIIII1 © i.. I 1I \ VP -�0 SOHOICY Aft. 1, 'o TEMP"79-6VE J o I �� 8Y2 0 72 �— 8'-0• .1�8• 1'-10• 2'-2• lin r f ao I 11 11 Porch I ', LL JJ •\ \ 1 k 15.-4" } UNIT K-6(A) LOWER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 36 of 58 Z t r N 4x12 HDR o .e. e mo ®Z LN 14 59.0 �� HUC416 HUC4167_12134"x20" LVL FB r x10 4x1 a_..R I x10 - I Pn UBi IDNTOTOBED2x22 !):> I LI NG I ��� 1—..1. ;J�-�-Jd I il_-11.W' 11..-11..1 jt-' FLOOR G.T. II Ti 6 S9.0 ' I 20 ®BLDG. I S9.0 STEP 20" OPEN IVEB JOISTS @ 19.2' 0.C. ` '® ' ®BLDG. I0 STEP a FL00R GIRDER a I I� I �'P-HIT420 1 I ,, Typ. .% . ,, I 1 I ®BLDG. 20 ' II I i \I r-1f BATH 1 11 / STEP S9.0 1111 I 1 / 1 Fr TAII TYP ® j LL _ �-�1 L F AMI�1G ! 1 ®BLDG.® III ; 1111 STEP I I 11 I l - 1 E , 11 I DN TO , 1 �' DINING -' 11---/-11,..1 " 1 I -'II UP TO " I I a / M. BATH 'i11 1 134"x20" jlI 1 �--741-11-13'4"x20" -_� LVL FB I I I QO I do I1 1 I UP Ty DN TO +M. BED KITCHEN I � -- (2)134"x20" LVL FB UPPER UNIT K-6(A) FRAMINGOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 37 of 58 •• 18 POST ABOVE Igo S9. POST ABOVE .] 6x6 W/ ACE6P.T.POSTPOST CAP _ P.T_4x1. FID.: d-1' TYP• 1 aoU' B6 ij 4x6 FB Am BEARING I-, Ir' d MP STUDS ABV. IOW ;x8 �.T. . DGI'll sy. I. --_— I I I 0 I a. 6 '-o 59.2 TYP• IZ I 11 ®BLDG. N '....''.i S9.2 STEP ill0 TYP. c I ® ©@BLDG. ZE ° 'up STEP GT ABOVE o MB5 O 3Yz'c10/i CASCAD=S.L HDPUVU IIS 4�©'I TYP.6 I- , fl I ®BLDG. 111 STEP S9. I TYP.mI " ' TV 1x9.1c ®BLDG.© I IRIGIDLAM LVU STEP '� , USH W/JS1) I 1 / 1 1 1 I I 1 I 1 I I 1 / I 1/ 1 I i II I MB4 i1\ I © I x10 ' CAS,ADE S.L. HDR i \1 POST I / 1 I I I ABOVE I /STAIR 11 4 I(/FRAMING\I I/ 111 U. I HU410 1I. w` m L'1, ROB I �iDNT4I m ,� ENTR I �I m I p1 rnx� x.I I31. I I I HOF � A HU4 0 �' '®GT ABV. 1 -- 4-154374"x 9r BIG BEAM FB BUNDLED STUDS 191¢'RIDDLAM LW GT ABV. 3x FOR HDR ABV. ell MAIN FLOOR UNIT K-6(A) FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_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 MultiIe Slm to �e8111 File=c:\UserMkstoner\DOCUME-11ENERCA-1\13276v-3.EG6 P p ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver6.13.8.31 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: 4x10,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-Pr!! 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 klft,Trib=3.0 ft Design Summary p1a,,42 X181°+7 ' Max fb/Fb Ratio = 0.327. 1 fb:Actual: 321.48 psi at 4.250 ft in Span#1 lt,`,-":,-` xz£ Fb:Allowable: 982.51 psi s " III °LI Load Comb: +D+L+H Max fv/FvRatio= 0.154: 1 A A fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.50 ft,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.035 in Downward Total 0.052 in Left Support 0.42 0.51 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.42 0.51 0.32 Live Load Defl Ratio 2943 >360 Total Defl Ratio 1952 >180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_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 �+ Beam Multiple Simple Seam . - -- ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver6.13.8.31 '' Lie.#: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: Wood Grade: Fb-Tension 1,000.0 psi Fc-Pill 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=13.0 ft Design Summary D(0.19501 L(0.520) + Max fb/Fb Ratio = 0.368. 1 fb:Actual: 367.28 psi at 1.500 ft in Span#1 Fb:Allowable: 999.05 psi Load Comb: +D+L+H Max fv/FvRatio= 0.683: 1 fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D I_ Lr S W E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.78 Live Load Defl Ratio 4679>360 Total Defl Ratio 3403 >180 Wood Beam Design : MB2 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-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 9.a0 4 Point: D=0.120, L=0.320 k @ 4.50 ft Design Summary :,.'>. D"--- Max fb/Fb Ratio = 0.498; 1 D(00150 L(0.040) fb:Actual: 985.10 psi at 4.500 ft in Span#1 �� - Fb:Allowable: 1,977.35 psi A •.:;, . Load Comb: +D+L+H ,, , �t ", ,,ifI . t Max fv/FvRatio= 0.164: 1 A fv:Actual: 50.69 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.0 ft, 1.75)(9.5 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 122-127_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=c:\Users\kstoner\DOCUME-1\ENERCA--1\13276V3.EC6 multiple 'tlpp p�e $angle Beare, ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lic.#: KW-06002997 Licensee:c.t.engineering Wood Beam Design : MB4 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Pill 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=12.0 ft Design Summary D(0180 L(0.480} Max fb/Fb Ratio = 0.965: 1 fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 s t Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H Max fv/FvRatio= 0.559: 1 A fv:Actual: 148.04 psi at 0.000 ft in Span#1 11.50 n, 3.125x10.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.350 in Downward Total 0.481 in Left Support 1.04 2.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.04 2.76 Live Load Defl Ratio 394>360 Total Defl Ratio 286 >180 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-Pill 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,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(0.120 L(0320) fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27p si ,. to Load Comb: +D+L+H 4 ( _-..__ 441i v �:1 .;:,4, .. . `., Max fv/FvRatio= 0.533: 1 A fv:Actual: 141.21 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 11.50 ft, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E L 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 klft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.943. i D(0.0750)L(0.20) fb:Actual: 738.92 psi at 5.750 ft in Span#1 _ t1:� , ,: _' x Fb:Allowable: 783.50 psi , Load Comb: +D+L+H " h= Max fv/FvRatio= 0.351 : 1 A fv:Actual: 50.60 psi at 0.000 ft in Span#1 11.50 ft, 4x12 Fv:Allowable: 144.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr E w E L 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 122-127_Structural Calculations(2017 ORSC).pdf Page 41 of 58 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K6(A) 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/desiqnmaps/us/aoolication.oho http://earthquake.usgs.gov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMs= Fa*SS SMS= 1.08 EQ 16-37 EQ 11.4-1 SMI= F„*Si SMI= 0.67 EQ 16-38 EQ 11.4-2 SDS=2/3*SMS SIDS= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 Sol= 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 no= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor Co= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - --- 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 122-127_Structural Calculations(2017 ORSC).pdf Page 42 of 58 SHEET TITLE: 17075-Unit K6(A) CT PROJECT#: SDs= 0.70 h„ = 25.92 (ft) SDI= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.41 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5: Figure 22-15) CS=SDS/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=5D1/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) CS=(SDI*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) CS=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) CS=(0.5 Si)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„X = DIAPHR. Story Elevation Height AREA DL w, w; *h;k wX *h,k DESIGN SUM LEVEL Height (ft) h; (ft) (sgft) (ksf) (kips) (kips) Ew; "h;k Vi DESIGN Vi Roof --- 25.92 25.92 598 0.030 17.94 464.9 0.49 2.03 2.03 3rd(uppr) 8.08 17.83 17.83 598 0.030 17.94 319.9 0.34 1.40 3.43 2nd(main) 8.92 8.92 8.92 598 0.030 17.94 160.0 0.17 0.70 4.13 1st(base) 8.92 0.00 SUM= 53.8 944.8 1.00 4.13 E=V= 5.78 E/1.4= 4.13 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 43 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: 17075-Unit K6(A) F-B SS ASCE IBC Ridge Elevation(ft)= 44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. -- - Building Width= 19.0 40.0 ft. Basic Wind Speed 3Sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable PS3oA= 24.1 24.1 psf Figure 28.6-1 Ps3o s= 3.9 3.9 psf Figure 28.6-1 Psw c= 17.4 17.4 psf Figure 28.6-1 Ps3o o= 4.0 4.0 psf Figure 28.5-1 X= 1.00 1.00 Figure 28.6-1 IC= 1.00 1.00 Section 26,8 windward/lee= 1.00 0.00(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) X*Kn*Iw*windward/lee: 1.00 0.00 Ps=X*Kzt*I*R3o= (Eq.28.6-1) PsA= 24.10 0.00 psf (Eq.28.5-1) Pse= 3.90 0.00 psf (Eq.28.6-1) psc= 17.40 0.00 psf (Eq.28.6-1) Ps o= 4.00 0.00 psf (Eq.28.6-1) PS A and C average= 20.8 0.0 psf Ps B and D average= 4.0 0.0 psf a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 7 28 MAIN WIND-ASCE CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB AC AD AA As AC AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 44.00 18.1 0 217 0 126.6 0 217 0 506.3 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 6.7 0.0 3.01 6.73 6.73 6.73 0.00 0.00 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 2.6 0.0 3.49 2.58 2.58 9.31 0.00 0.00 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 2.7 0.0 3.66 2.71 2.71 12.02 0.00 0.00 0.00 0.00 1st(base) 8.92 0.00 Ar= 751.3 Ar= 1582 12.0 0.0 V(F-B)= 12.02 V(S-S)= 0.00 kips kips kips kips 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 44 of 58 , SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: 17075-Unit K6(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.00 0.00 0.00 0.00 6.73 6.73 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.58 9.31 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00 0.00 2.71 12.02 0.00 0.00 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 12.02 V(S-S)= 0.00 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 6.73 4.04 4.04 0.00 0.00 0.00 3rd(uppr) 8.91667 8.91667 8.91667 2.58 1.55 5.59 0.00 0.00 0.00 2nd(main) 8.91667 0 0 2.71 1.63 7.21 0.00 0.00 0.00 1st(base) 0 0 V(F-B)= 7.21 V(S-S)= 0.00 kips kips 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 45 of 58 :LEGS 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(1)E" 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 Nin 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 122-127_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 F, Site Class Mapped Spectral Response Acceleration at Short Period Ss <_ 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at 1-s Period S150.10 S, = 0.20 S1 = 0.30 S, = 0.40 S1 > 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.82.4 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 122-127_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): SM1 = F„Sl = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % SMS = % x 1.080 = 0.720 g Equation (16-40): Sin = 2/ SMS = 2/ x 0.667 = 0.445 g 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_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 SE's I or II III IV SE's < 0.167g A A A 0.167g <_ SE's < 0.33g B B C 0.33g 5 SE's < 0.50g C C D 0.50g 5 SE's D D D For Risk Category = I and Sps = 0.720 g,Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sol I or II III IV SDI < 0.067g A A A 0.067g 5 SE's < 0.133g B B C 0.133g <_ Spy < 0.20g C C D 0.20g <_ SDl D D D For Risk Category = I and Sr. = 0.445 g,Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(2).pdf 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 50 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit K6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 kips Design Wind F-B V i= 4.04 kips Max.aspect= 3.5 Sum Seismic V i= 2.03 kips Sum Wind F-B V i= 4.04 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 p w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM Rum Une, UeUm OTM RoTM Unet 1-km„ U81m HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 108 10.8 10.8 1.00 0.15 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 A A.3b 82.92 8.3 8.3 1.00 0.15 0.56 0.00 0.28 0.00 1.00 1.00 34 P6TN P6TN 68 2.25 4.59 -0.31 -0.31 4.48 3.40 0.14 0.14 0.14 A A.3c 108 10.8 10.8 1.00 0.15 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 131.2 10.8 10.8 1.00 0.15 0.89 0.00 0.45 0.00 1.00 1.00 41 P6TN P6TN 82 3.57 7.80 -0.42 -0.42 7.08 5.78 0.13 0.13 0.13 B B.3b 167.8 13.8 13.8 1.00 0.15 1.13 0.00 0.57 0.00 1.00 1.00 41 P6TN P6TN 82 4.56 12.76 -0.63 -0.63 9.06 9.45 -0.03 -0.03 -0.03 B B.3c 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 598 54.3 54.3=L eff. 4.04 0.00 2.03 0.00 EV wind 4.04 E VEQ 2.03 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 122-127_Structural Calculations(2017 ORSC).pdf Page 51 of 58 SHEET TITLE: LATERAL F-B(front to bac ) CT PROJECT#: 17075-River Terrace(Lots 3 -38)-Unit K6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.40 kips Design Wind F-B V i= 1.55 kips Max.aspect= 3.5 Su Seismic V i= 3.43 kips Sum Wind F-B V i= 5.59 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 Wnd Wnd Wind Max. Grid ID T.A. Lwall LDLeff. C0 wdl Vleve Vabv. Vlevel Vabv. 2w/h vi Type Type vi OTM RoTM Unet Usum OTM RoTM Un01 Usum Use,,, HD (sqft) (ft) (ft) (klf) (kip), (kip) (kip) (kip) p (pIt) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 108 10.8 10.8 1.00 0.15 0.26 0.63 0.23 0.32 1.00 1.00 51 P6TN P6TN 83 4.96 7.80 -0.28 -0.76 8.02 5.78 0.22 0.23 0.23 A A.2b 80.4 8.0 8.0 1.00 0.15 0.1p 0.47 0.17 0.24 1.00 1.00 51 P6TN P6TN 83 3.69 4.32 -0.09 -0.39 5.97 3.20 0.38 0.52 0.52 A A.2c 155.8 15.5 15.5 1.00 0.15 0.3 0.91 0.34 0.46 1.00 1.00 51 P6TN P6TN 83 7.16 16.22 -0.61 -1.09 11.57 12.01 -0.03 -0.02 -0.02 - - 0 6.0 6.0 1.00 0.00 0.0 1 0.00 0.00 0.00 1.00 1.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.05 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.01 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 0 0.0 0.0 1.00 0.15 0.0' 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 -0.42 0.00 0.00 0.00 0.13 0.13 B 6.2b 0 0.0 0.0 1.00 0.15 0.01 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 -0.63 0.00 0.00 0.00 -0.03 -0.03 B B.2c 305.1 25.0 25.0 1.00 0.15 0.7 2.02 0.66 1.02 1.00 1.00 67 P6TN P6TN 110 15.05 42.19 -1.12 -1.12 24.71 31.25 -0.27 -0.27 -0.27 - - 0 0.0 0.0 1.00 0.00 0.0' 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.01 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.0' 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.0' 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.01 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.01 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.01 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.01 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.0' 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.0' 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.01 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.0' 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.0' 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.001 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.0D 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.0 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.0 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.0 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.0 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 o.oq 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.0 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.0 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 649.3 65.3 65.3=L eff. 1.5 4.03 1.40 2.03 1.00 EV,„;,,d 5.56 EVE() 3.43 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 122-127_Structural Calculations(2017 ORSC).pdf Page 52 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit K6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.70 kips Design Wind F-B V i= 1.63 kips Max.aspect= 3.5 Sum Seismic V i= 4.13 kips Sum Wind F-B V i= 7.21 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 eR. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RoTM Unet Us„m OTM ROTM Une1 Us„m U,,,„, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.1 a 97.99 9.8 9.8 1.00 0.15 0.22 0.49 0.10 0.30 1.00 1.00 41 P6TN P6TN 73 3.60 6.42 -0.31 -1.07 6.45 4.75 0.19 0.41 0.41 A A.1 b 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 -0.39 0.00 0.00 0.00 0.52 0.52 A A.1c 211.1 21.0 21.0 1.00 0.15 0.48 1.06 0.21 0.66 1.00 1.00 41 P6TN P6TN 74 7.77 29.77 -1.08 -2.17 13.89 22.05 -0.40 -0.43 -0.43 - - 0 6.0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 142.4 11.7 11.7 1.00 0.15 0.33 0.97 0.14 0.59 1.00 1.00 63 P6TN P6TN 111 6.59 9.19 -0.24 -0.66 11.69 6.81 0.44 0.57 0.57 B B.1 b 137.3 11.3 11.3 1.00 0.15 0.31 0.94 0.14 0.57 1.00 1.00 63 P6TN P6TN 111 6.36 8.54 -0.21 -0.21 11.27 6.33 0.47 0.47 0.47 B B.1c 122 10.0 10.0 1.00 0.00 0.28 0.83 0.12 0.51 1.00 1.00 63 P6TN P6TN 111 5.65 0.00 0.61 -0.51 10.02 0.00 1.07 0.80 0.80 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 710.8 69.7 69.7=Leff. 1.63 4.30 0.70 2.63 EVw;„a 5.92 EVEQ3.33 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 122-127_Structural Calculations(2017 ORSC).pdf Page 53 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 3 -38)-Unit K6(A) Diaph.Level: Roof Panel Height= 8 ft. -eismic V i= 2.08 kips Design Wind F-B V i= 0.00 kips Max aspect= 3.5 Sum-eismic 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 Logy err. Ca w dl V level abv. V level V abv. 2w/h v i Type Type v i OTM Ro-rr Unt Us,,,, OTM ROTM Un:t U,,,,,, U.„n, HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) /, (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.3b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 1.04 0.00 1.30 1.00 338 P4 -- 0 10.83 2.56 2.48 2.48 0.00 1.92 -0.58 -0.58 2.48 At 4T4& 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 1.04 0.00 1.30 1.00 338 P4 -- 0 10.83 2.56 2.48 2.48 0.00 1.92 -0.58 -0.58 2.48 Al y r gto 693 8.0 8.0=L eff. 0.00 0.00 2.08 0.00 Vwlnd 0.00 EVE0 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 122-127_Structural Calculations(2017 ORSC).pdf Page 54 of 58 • SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit K6(A) 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 Logy en•. C U w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Row OTM ROT61 Unet Us= US= (sgft) (ft) (ft) (klf) (klp) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2e 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 GY'T1 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 y4of.. 7) 693 8.0 8.0=L eff. 0.00 0.00 1.72 2.08 EVwtnd 0.00 EVeo 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 122-127_Structural Calculations(2017 ORSC).pdf Page 55 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 34 38)-Unit K6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. eismic V i= 0.86 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 Sum eismic V i= 4.66 kips Sum Wind F-B V i= 0.00 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 e5 C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM U,e, U . OTM Rona U,e, Us,,,,, Usum (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) i, (p11) (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 0.00 0.29 1.27 1.30 1.00 252 P4 -- 0 18.16 0.00 2.48 2.48 0.00 0.00 0.00 0.00 2.48 /41001- 1 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 I-4-N Iq' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 5.5 5.5 1.00 0.15 0.00 0.00 0.00 0.00 1.00 1.00 0--- -- 0 0.00 1.81 -0.38 -0.38 0.00 1.36 -0.28 -0.28 -0.28 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 346.5 4.0 11.3 1.00 0.15 0.00 0.00 0.43 0.00 1.00 0.89 157** ** 0 5.03 2.72 0.69 0.69 0.00 2.04 -0.61 -0.61**** om.t0c j 4 4.2b 6E-12 0.0 11.3 1.00 0.15 0.00 0.00 0.00 1..90 1.30 0.00###1 ** ** 0 22.24 0.00-33.35-24.97 0.00 0.00 0.00 -1.15**** 693 21.5 21.5=Leff. 0.00 0.00 0.86 3.80 Sw l Z xQ EVc;,,d 0.00 LVEQ 4.66 f� Notes: * denotes a wall under a discontinuity Pd tf � 9et2s-TSL ** denotes a wall with force transfer *** denotes a SIMPSON SHEARWALL ••••••=11=--'- • 18162_2018.10.04_RT Area 4 Roshak RH's_Lot$122-127_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'''' Selsmlc(SDC CE) Wind(813C A-B' Hold-down '. Hold-down Nominal prift at Drift at Holght. A„ ,,,,te Uplik at Allowablo Uplift at. Model No Width Allowable. All"rable. (In) Shegr.(Ibe) Atl°'Ai a Shear AilotNablo! '. (in)- _ Shear(in) Shear(in) Shear(Iba) Shear(lbs) SWSB 12x7 12 78 2730 0.29 9806 3000 0.31 10775 SWSB 18x7 18 78 5600 0.30 13495 6160 0.33 14845 SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 SWSB 12)(7.5 12 85.5 2520 ' 0,32 9920 ;2770 0,35 ',, 10905 g:' SWSB 18X7.5 18 ' 85,5: 5380 034 . •14215 5910 .0,37 '" ''15616 0 SWSB 12x8 12 93.25 2310 0.35 9915 2540 0,39 10905 'o"' SWSB 18x8 18 93.25 5150 0.37 14840 5665 0.40 16326 SWSB 24x8 24 93.25 8870 0.37 21415 9760 0,42 23560 SWS8:12x9. 112 ,':. ' 105.25.' 1586 ., 043 ' 9570 • ,1780 048 10780 SWSB 184 2' 18i . 10525{' 3810 ,0.43 ' 13770 +4180 051 :-, ,15105 ` SWSB 24x9 24 1'08,. 5- '7810 0.42-. 21280.; ,6590 0,4T':'-'1 . 23405 . ,, SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0,29 20800 5200 0.30 21000 , SWSB 12x7 5 '; 12 85.5 1200 0,31 9450 ::1320 -0.33-,1 :':10390 SWSB-18x75 18 ` 85.5 '. 2625: ,;033 ', 13870, .2885 0.40.:;: '_15245 m - SWSB 12x8 12 9325 1100 0,35 9445 1210 0.42 10390 z m, 5 ' SWSB 18x8 18 93.25 2450 0,36 14120 2695 0.43 15530 :`;;i;!a SWSB 24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 12 ,'105.25 790' 0,43,,: 9570 1;890 0,457- 10780 - SWSB 18x9 18 105.25' 1905' 043 13770 ,2090 '6,61 -1 15105 8WS624)r9 24 ': 105.25.' 3905 ;'042 21280. 4295 047 23405 For SI:1 Inch=25.4 mm,1 lb.=4.45 N,1 pif=14.6 N/m. Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 'Hold-down uplift at allowable shear is based on a moment arm of 8.688 Inches,14.563 Inches and 19.313 Inches for 12-Inch,18-Inch and 24-Inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-Inch panels 93.25 Inches or less In height,respectively.In-plane'shear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load Is allowed. 'Panels may be trimmed to a minimum height of 74Y inches.For panels trimmed to a height less than 78 inches,use allowable shear values shown for 78 inches height.To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,Interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 18162_2018.10.04_RT Area 4 Roshak RI-I's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 57 of 58" 1 CT ENGINEERING 180 Nickerson St, Suite 302 I N C. Seattle,WA 98109 Project: Date:, (206)285-4512 FAX: Client: Page Number: (206)285-0618 71P Ms .i---_?-(AA1?.,.._fre,,,,, ("lc 14?)( p -1 i i ( ( . . ).--T- 1 1i . 1 � w (I .__..._..... - � �_.a�_ J - -- ro I It 1 I PS .4 - 1 , P L) '<'. 44°2)(Z 5 r#S) . • 1( ).%)( 4 7L-4 -*--o, N,Y43,-t-,-) )q fc) ?\--. — 157,6 pF-- • 9- D F 16,' -% --- aty-2..9vb ___ .6,6.. .1_0.F__ . 0,-- X145 6\ < l 51 -9_` * 4.---c( 14-7-1s) 1-(4-155 -� 0(39-- -- It'' Si? - 73 z= t92 PF off= 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 122-127_Structural Calculations(2017 ORSC).pdf Page 58 of 58 Structural Engineers r