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Specifications (75) ti CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 • • •••• (206)285-4512(V) • • • •••• (206)285-0618(F) • • • • • • • • • • • • • •F®1 a on Ne •west Company • •••• Elder Terra ,-,,Lots 14-18 (Row Houses)-Tigard, OR •• 'DESIGN SUMMARY: • • • • •• •• .1%e.ptoposecl.piraisct is to be front-loaded row houses that are comprised of E6 exterior units and K6 • interiof units.'••••' ' • •• • • • '••••• The row house structures are three-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Middle floor framing is primarily with pre-manufactured wood joists. The lower floor is a slab-on- grade. The foundations are conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered: 2015 IBC and currently adopted ORSC and OSSC. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current IBC code. 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 2 of 58 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 17075- River Terrace- Lots 14-18 (Row Houses) ROOF Roofing •-ashphalt shingles 3.5 psf •'••• ' • Misc. 0.9 psf • • • • • 5/8" plywood (O.S.B.) 2.2 psf . • Trusses at 24"o.c. 3.0 psf • • • Insulation 1.0 psf •.••• •••„ • (1) 5/8"gYpsum ceiling 2.8 psf • ••.. Misc./Mech. 1.6 psf • • • • ROOF DEAD LOAD 15.0 PSF '. • . •• •. • • • • • • w •... FLOOR floor finish 3.0psf ••••' • 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 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 3 of 58 e • •••• a ROOF BELOW �I • • • • 19'-1• I I •••• s t� • • • • • s 3-7 • 3'-0• 9.-.1 . 3'-4• 1, • • • 4'-6V4'-63/4" 1'-4{Y, I t--q. COMMON WALL • • • • 0 EG4SS i' EXTENT OF 1 • • • 7-0 5 O XOX �HR. WALL 3/01 • • •••• FLOOR BELOW 'I •• •• TV NICHE • • • • •,,, {NSULATE F400R I • • • • •••••� AT+36 OVER UNH£AIEO " • •• •• A.F.F. SPACE ..1 I . • . • i :RAISEO:OEIUNG::®::I • •• •• , ..................................... • • ....... I • • • • '':::':::::.:?:.::-::;-::.:PER.:aRUSS;.MANUF::I i • •. Master:8edroodi ••• • ::_.::.: I • • • • •• 3". E.:, :<.... . ; RADON ..... .... . REDUCTION men e o '�• • Yc 2-6 _ ,, ( 5' SHOWE- 0 o a- BIFOLD ONgm • 3 ____-__._- LYMI 0 c.)...:, I d ^}--�>- v 2x4 FLAT 24.18 m TUDS SHELF 1..,.....___ MSBath 0 o —� ,2 �' LOCATE PLUMBING `ol " i ' I ROUGH-IN ACCOUNTING FOR (2) LAYERS GWB VP "' o _._. _..... ® ® -I AT PARTY WALL RADON DRYER qq REDUCTION = I 3 ® 1 Ark A SYSTEM • m 1 • - In SEE SHT. A 5' TUB I U4 FOR STAIR •• :: •I1 ASHER & ;r.OPEN.:.TO I I SHOWEl n BELOAY DETAILS • 3'-7}�2" -4 HCW Bath "' n ;::3'....;.:4'1.:•••17•1':::: :6t•:',.,' I 1 ) 24 Te i ` • r "n , 1 ATTIC 18 S & P v -, , LOW WALL .Py1CCE66 D1 jI _i ,_____-'t-. ::'::'WOOo::CAp:::: ::...... n 6-0&PASS s. i 1$ ) = Q N_, N I 12, M .fi.-1 . -5Y2• I TYP. Tech Rm• O o .:RASEO.::CEILING:._:::.:::::�::: D1 i m eABV .UPPRFF Bedroom 2 41: IV I mTn +- _— � O •• 2-6 4 ,SH�. EGRESSVir o ,I 5-0 4-6 SL -" r ll�� I ' . • �v I EXTENT OF 1 HR. WALL I I I I 3'-3• } 3'-10" 5'-0" k 5'-0" I I� 7-1" 10-0 �2-0"1 } 19'-1" UNIT E-6(D) UPPER FLOOR PLAN - l/4•=1'-0• FRENCH REVIVAL 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 4 of 58 0 19•-1" r 2'-6 ' -1- I • , r 6" 134. • I e � r ITOF.n136VE ti-- - n. •••• • • • o E vim, GUARDRAIL AT+42" l I •••• i ABV. DECK SURFACE Deck • • o i; 4'-5" t 4'-8' 6•-4" } •rL•COMMON•WALL • ••• t ` •••••• • • • '01 a FLOOR.ABOVE 20A • • In w 2- 915-0 SH Al-0 6-10 F OVER D6 •••• • •• • o. �AFE1I LAZING 6-0 .-10 SCA I • • • •••• • o r_-_ L �iiid_ -- 0/1,- ' \ I •••• • • In •• •• Tv n I moi►••• ••a • • • .N E-" o ; 2x6 WALL W/R-21 BATT INSUL �Y••••• •• •• • + FACTORY-BUILT I • • • :n I- DIRECT-VENT GAS FIREPLACE ••♦ •• • ) 20 I t_ „,(11VENT UP THRU LOW ROOF1 • • D4 14 }-`_ TILE HEARTH '® •,.•••• • • I ROOF Mr , f-(OPTIONAL) •� ro� •• • • ♦ BELOW` INSUL. FLOOR JOISTS AND ROOF RAFTERS • • • NI Q i AT F/P ENCLOSURE •S. • • • N •••• Ilar Living INSULATE FLOOR OVER * ------L1---4±±L-- 'a o I RADON ry 1 UNHEATED SPACES 7♦ I/E~hUCTION N I:1-11 ,. 3'-ID” 10Y2 2•-6" 3•-6" 2•-6" I 04 I......... p - 0 I1 1 • 1 • II � I �----Y . DN i ez ., I mwrim OY I D .? LOW WAL AT O b n +42" A. F. "' I - m D7 © n O 19tchnn 1 DW-1 2 RADON 1 i REDUCTION _ SEE SH T. SYSTEM ! D U4 FOR STAIR I KiEr DETAILS -' 1•-6", ,,,' 4 N 18 J 'I? i6 UP ..„1, CONTINUE PARTY WALL "1GWB THROUGH FURRING a D4 , 3 TYPICAL ti r _ r I [-1- 0, zt, Din./Fam I 10 SIN. PW•f.m AEI 1117 INSULATE FLOOR OVER I CID I UNHEATED SPACES VIP 1 r-1 --•=•.•••- r, FLOOR BELOW „ __, ....� o I I 2-• 3,0 F t 0 1-6 F OVER o N JIIIII 4 ROOF!BELOW •.. _ 5-0 4-6 SL .. .„. �' XV 1 �� IAI IAgh Ki. EXTENT OF 3/D1. WALL I I I i S-3' }V-2” 5-0" 5.-0" iI 5'-5" 11•-8" 10•-0" ,2•-0"I • i 19'-1" 1} - UNIT E-6(D) MIDDLE FLOOR PLAN • 1/4"=1'-0" FRENCH REVIVAL 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 5 of 58 p e Ix 19'-1" 4•-1" 13'-11)4 1-074t - 3-SY4 3 . .. lay TT+ DECK ABOVE /-1 • • • • •• v • D6 _ - c . D6 - I�"/t--I—� COMMON WALI. ,.• • N • 1 na a • •••• •• :•t X 11 • •• 1, � - • •• •• • . 7� N_ WOOD TREAD, MAX. RISER 8" • • • • (ADD OR REMOVE STEPS AS • •• •• Mech. REQUIRED PER SITE CONDITION • • ••••i•• e I e • • R3 0C U1 Y FIREPLAr • • • DIRECT VENT GAS�I I ABOVE I •••• •• WATER HEATER I 1 DOORS SHALL BE • •• 1—I SELF-CLOSING I • • • s• — 1 * ,20-MIS RATED •••• 1 • DIRECT VENT GAS 1 11- ,, FURNACE SRN' eAa` Tandem 2-Car i RADON :::j q Garage 11 REDUCTION 15 - .1 v U OCCUPANCY ,sSYSTEM Dl ___ _ WALL FINISH: 3§" -N.1 ---s GWB CEILING FINISH i I " I `-t-FURR DOWN Vs" TYPE 'X' GWB 4'-1i 4-0" -FOR DUCT RUN FIRE-TAPE ALL I GWB WRAP BEAMS I INSULATE 1 4-r BELOW CEILING In I IPI UNDER STAIRS LEVEL. INSULATE I I I AND LANDING FLOOR ABOVE. I { i1 4'-1" I 1 -9)2 1.---60 ! I I I LJ INSULATE WALL I o a - - PER DETAIL 4/01 I,, „�, Ara, RADON �/ WHERE ADJACENT - I ' REDUCTION /� TO HEATED SPACE—mil VW SYSTEM SEE SH T. 10 U4 FOR STAIR I o, DETAILS \ - 1 3'-0" 93/2 I I' e - i6 t WOOD TREAD, MAX. RISER 8" i 05 (ADD OR REMOVE STEPS AS REQUIRED PER SITE CONDITION) i o UP - ao_ ` z kz Z Q V m ¢O ',_-_______ Q Entry . I In ',U- 5 J N N ,NN..') I n 1 \ O I ® 10 +..-� —n 1 D7 -... I 1 ♦ L {9� I�8)2 i .3'.-0).y• -0�" 2-1)" I v 1'1 0"/ 4" 2 ®m e D, �� I 1 �'in I _ I r 8-0 7-0 50HD LU mFLOOR ABOVE• SS ROOAB)VEI 7- 1 FLOOR ABOVE UP 0e I " 8)2 I .5 """ 1.-4", {�♦�2 8_0" \,,•-7-I i'-0,r-l' 4'--o- e--01-o; 72.-4" 1 r 20'-5" UNIT E-6(D) LOWER FLOOR PLAN _ 1/4"=1'-0" FRENCH REVIVAL • 17075_2017.05.10 River Terrace(Lots 14-18)_Calculations.pdf Page 6 of 58 4 SIM. 4 4 S9.1 59.1 r- 'c - c - 4x12 HDR • mac- - - UB4 - - � ,-e—1 ,W __g •••• • • -HUC416 • O HUC416 1r 1 • • • • z C.1 E ® •5J13'+"x20"LVI FB, -- • • • • • L� ? x10 HD UPYTO B r.....1. HDR s i I •••• • • • c� • • • • Et o •••• .BED 1 DN N' •• • • • II j LIVING a;I I ••••• • • T I _ •• •• ry • • • • Q_-y-- L.1- -y-L. - - --�L.�.LI • • • • i i FLOOR,GT •• •• • • • • I •• •• • I • • • • I •II • •••• • ,J-c- • • •20" OPEN WEB JOISTS.°19.2" O.C. 6 •• • • • o'm I I 59.0 TIP. •••• �"= DSCS I 1 20 AT BLDG. FLOOR GIRDER - DRAGSS1231_210 S9.0 STEP - ._ F-2 - I I1( --=-711 ®T1P, 2x6 AT - I PI_ PIT, VEIP 16" O.C. \ �I ` d 'b I AT® BLDG. 'IL U ,1_ �-y I r STEP 10 3 1-"x20"LVL:FB 1 S9.3 . I: I I 2!I,(2) �j , STAIR FRMG. j rDN TO 2X10 i 3 2x6 FB RY KITCHEN 2x6 LEDGER, .„. LEDGER ( ) T1P. U.N.O. --- AT LANDING I G �; r ` %�___ _ - SS ,, f, UP TO :9 ' / \ 1 1Y(1.7- ' v - 1 0 �„yy �1 I 11 I-3-llI ST IR �.` I I I, tt I 1' RAISED FRMG. ��....___ --- UP 7b j1;1 it PLATE j/::--\\�-.----� - BATH 11 ;,t III 1 . ---1)1 I 8 ___aII O".4 LANDING/POWDER : EXTENT OF ?I AT +1'-23/4" L I-RAISED FLR. -• ABV. MIDDLE F.F. „I •:: F I RAISED FLOOR 0'4%20"LVL FB (DOT FlLL) SEE LEFT _ II GT ABOVE ......:::...-1-.:.... �.-..;:�/ II /OP.TO - PWDR: 0 11 / { 1 2x10 LEDGER /;•:,.:,,:r.:.::::: 66x6 .4DN TO I ` 6X6 ///�//� 6f�L DINING J UP TO TECH I '4' 0 1---1 ---4_____Ii_ ___. i US UP TO BED 2 UPPER FLOOR UNIT E-6(D) FRAMING PLAN 1/4"=I'-O" FRENCH REVIVAL c 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 7 of 58 ' ' - ' ^ • ° °°°° o ° ° °°°° ° ' • • ° ° ° ° ° ° • ° • ° • ° • °°°° - ° °°=° ° °•° • ° • • "° • ° °°°° °° °° • ^ ° ° • ° ° • ' • °° °° • ° ° ° °° °° • ° • ° ° ° ° °^°° • °° o ° ° • • ° = � °°"° | L • �,IL . ii ` -I- _— g OF RAISED FLR. 11 zmo0,6"~ ~ u� np _ 2x6 LEDGER it o mm | | / | ouL | ' / , S9.3 RAISED UPPER FLOOR UNIT E~6(D) FRAMING PLAN //4~,'I' POWDER ROOM AND STAIR LANDING . ' - 41131gli POST ABOVE '� s POST ABOVE 6x6 P.T. POST -6Z P7T-PUT - IN S W/ACE6 CAP P.T. 1x6 FLAT W/ACC6 CAP DIACONAL P 1. 6.02 FDR I a •••• • • ® • ••••• • R�ACNAILED R �" •••• T ERCH JOIST \ m o 4 • m / \'� BLND •E STUDS • • • • • x / P.T/2zE LEDGER a \ II I ¢ • I- , _ 2X TRUSSES / 6x8,HI —�——1—— tlf • • • •••• • ¢ AT 24"O.C. I •• • • • 334"x934"BIG BEA TB •••• • • $ Gi HU410 I • • • • •• •• ABOVE w o f • • •• • F- e� m ®z .L—GT ABOVE •S. •• • `81, e U p� m N I~P �Im a� :I •••••• • • 1-i ._-(1.� LJM I.0=] 4 •Lt • • LOW ROOF I, p I I 6 7,1"•••• 3 ABOVE- - /i{�y!i .�Iz I rn p S9.2 • • • > 'l rn. 11 A7!Me. • o I '�Fi . 1' n - 59.2 STEP •• • P_ I HU4'0 • • • I /I I 1334"x934" BIG BEAM FB :I • @ TYP. •• • •••••• N V TI GT ABOVE 72 H • ®AT BLDG. `+ I H2.5 TO BEAM 59.0 STEP rMB4 `- ',j -CONT-.-54-%114?-111GBAM -1-DR 0 LEDGER •/ w 6x6 POET GT OVE 15 m 1 3 04"x934" RIGICLAM LVL -B I S9.3 C7 p _. LANDING F.F. AT +7"-0" m m '• II, 4br4 POST FROM +7'-0" 11 ABOVE LOWER F.F. • m \Xr,/!I TD +8'-1"ABV. LDW FF. 2x6 AT 16" O.C. - (, -STAIR ,�.. FRA G. _ I-- 1'f±"x9) RIGICLAM LVL =B .I m {T IR I m '. FR NG P.ro •- BUNDLED / 1 ILI 11 STUDS ABV. / I I I i 6x6 I I .ON To —<- I-�,NTx1 Pi6 BIG BEAM'HDR -I-::-SENTRY— I `I ¢I `I I RAISED FLOOR m ,,,-=,I, m, m, m I • (DOT FILL) ) : p „I: ml 81 81 SEE LEFT m' ' .I �I �I q �I I . , MB' A0 MI MI I I. 01 r ax+9 'BP� 1 I I I I =I �0: I I i i GT ABOVE SIM. m ' ® al at4 x B1c: I M B 3 W QBE F I-" 3 Oh" CASCADE S.L HD2 I -_I J- — __ d I,�� 4x,1 HDA - 3 1z9 --t ' I I LAM LVL xB A& 1.81/9 BUNDLED STUD HUCO 1.81/9 FOR HEADER ABOVE • MIDDLE FLOOR UNIT E-6(D) FRAMING PLAN - 1/4"--I'-0" FRENCH REVIVAL • 17075_2017.05.10_RiverTerrace(Lots 14-18)_Calculations.pdf Page 9 of 58 . . .... . .... . • . • • . • • • . • . • . • _ .... • . • • • . . .. • . .... .. .. • . . . • . . . - • .•• •. • . • •. .. • . • • • .... • • .S. •• . . • . .• •• .... • U 1 I (2)2x10 FB TOP ®+1o'-1Y" (3) 2x +Yi PLWD. i V :1• UNDER (2) 2X10 EDGE OF TJI , II I . PNY WALL OO RAISED I SUBFLOOR 1475" 'FRAMING PLAN BENEATH TEp 14, l 1 TOP OF JSTS:� 11 i 0+10'-1Y. ! 1 li L._ .,InLE FLOOR WALLS A: • F. .. 1 I!EN -1�7�_ 1 ! !E■J7 .TEP PLATE +8'-1"1* .� i ® I 1 . iki 2x10 LEDGER I 1 '�'�� HOEDOWN STRAP . „"". I, LI I TOP ®+10'-1Ys" -_ FROM ABOVE PLATE +8'-1" iTiF RAISED MIDDLE FLOOR UNIT E-6(D) FRAMING PLAN 1/4"=7'-0" POWDER ROOM AND STAIR LANDING 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 10 of 58 • CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 2013,639P -�",''t j ( 'i 1 CA 111e376V 1.EC6 Multiple Simple Been , ,., , z ; , 4xte3'E,u6.13831-. • Lic.#:'KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Waldlleam DgI UB1 . .<r •. s:,08/ •��.,�... 0;0:•• „ 1 ' 4' GSIBC DI6CB2� 7SCE7-i- i s•••• BEAM Size: 2-2x6,Sawn, Fully Unbraced • • •••••• • Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending • • • • - Wood Species: Hem Fir Wood Grade: No.2 •••• • • • Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi• . Density... 7.70 pcf • Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.01105i • • • •••• • • 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 R=Cpd14•_•..1A 0$11 •• •• • Max fb/Fb Ratio = 0.635. 1 fb:Actual: 700.00 psi at 1.750 ft in Span#1v. • • Fb:Allowable: 1,102.10 psi .. . • Load Comb: +D+L+H A A •••••• • • Max fv/FvRatio= 0.452: 1 ...• fv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-9,5 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2L Lr S WE H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.47 0.54 0.36 Live Load Defl Ratio 1290 >360 Total Defl Ratio 852 >180 W Deem -U B2 k ,; . ` �r. IC ,. ,:,,,,s,..h.'11605' >0SS IBC 2006,CBC 200?, CE 7-t1' BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft - Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Desiqn Summary 0 636• s o os %Vet;�16.e og _ Max fb/Fb Ratio = 0.347; 1 fb:Actual: 352.07 psi at 3.250 ft in Span#1 Fb:Allowable: 1,013.55 psi . ,. , - - �s7;i.- = Load Comb: +D+L+H 0 Max fv/FvRatio= 0.179: 1 A fv:Actual: 26.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 n,2-as Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.042 in Downward Total 0.064 in Left Support 0.21 0.26 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.26 0.16 Live Load Defl Ratio 1840 >360 Total Defl Ratio 1220 >180 V1W� Beam Design": UB3 k Calcu aUons" '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-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary o. 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 O • Max fv/FvRatio= 0.070: 1 A Q fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 ft,4x10 - Load Comb: +D+0.750L+0.750S+H Max Deflections . Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152 >360 Total Defl Ratio 13898>180 17075_2017.05.10 River Terrace(Lots 14-18)_Calculations.pdf Page 11 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: - (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 201:3 5 39PM rriA c -i-„, ---7,10/,' � 1 �,- 896 , 1 a 11�v-1.EC8 _ le Sim 6 'f'''°f ,- -' -1.1,37;04..;ate.'-', 24'1 =guild8 13.831,Ver:6.13 8.31 Lic.#:KW-06002997 Licensee:c.t.engineering A •••: U B44 'r -. per lotNpS,IBC 2006,'CBC 2007,'1 >?; g�..,.,. v- 5•,5 5,,,._ „. ,,4., % .'' -`. - ,. •:w aa„.. <75.,,,,,,„,,,,.S w, .. • • 6EAM Size: •4x12,`Sawn, Fully Unbraced - • Using AlloSnrjplt Stress Design with IBC 2009 Load Combinations,Major Axis Bending yVood Species:•Hem Fir • Wood Grade: No.2 • • Fb-Tension 85Q.Qp2i Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf _ • Fb-CpQipf, 40.0;pIi. Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi ••:?abplied CQads.' •• •• ••Unif Load: D~0.0180, S tl 1 50 k/ft,Trib=4.0 ft _ •• Design eh & • .•pax fb/Fb`2atio = :•t'4; 1 0(0.0720 S(0 10) • .fb:Actual: 7s 29wpsi at 7.500 ft in Span#1 < Fb:Allovsable�• +$44ritisi •1-- _= • Load Camel: •• • Max fv/Fvftatip= 'b'3'13: 1 A A 15.0 ft, 4x12 •fv:Actiea i • 43.25 psi at 0.000 ft in Span#1 • Cy:Alloveble! 138.00 psi •••• Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.212 in Downward Total 0.365 in Left Support 0.54 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.54 0.75 Live Load Defl Ratio 848>360 Total Defl Ratio 493>180 EtgiTh D41, UB5 y� >\ *',a ; is -°;•:;;;;-z.:. R y7;:`t v ,,Cal`I rl f OLY M +�.� ' .,. \,,., latf ,,, , BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary D(0.09750 L(0.260) Max fb/Fb Ratio = 0.165. 1 - ; fb:Actual: 153.55 psi at 1.750 ft in Span#1 - Fb:Allowable: 931.44 psi k n Load Comb: +D+L+H Max fv/FvRatio= 0.126: 1 fv:Actual: 18.94 psi at 2.730 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L 1.-1 S W E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.17 0.46 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.46 Live Load Defl Ratio 12241 >360 Total Defl Ratio 8902 >180 Do De'SigI1 UB6 � S ulations'j r 20105 N)$,tBC 2006,CBG 2007,ASCE 7605: 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 1 3 ksi Density27.70 pcf Fb-Tension 850.0 psi Fc Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 00 0 s Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary 8n4(9 -T\959i Max fb/Fb Ratio = 0.199; 1 fb:Actual: 202.13 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi �•� -' Load Comb: +D+L+H Max fv/FvRatio= 0.163: 1 A fv:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x6 Load Comb: +D+L+H Max Deflections , Max Reactions (k) D L LiS 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 _ 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 12 of 58 • CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: .. (206)285 4512 Fax: (206)285 0618 Multi Ie Sim,,1e Beam s n 11Eh1 8.31,t1327 f 1.EC6 [�., ...� ::,...;. • ENEf,,/LC,INC 1983-2013 Buid 6 13,8 31,iTer .73.8.31 • Lic.#:KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams F w • • Wood'Beam Design : MB1 ••,•.• ••••• Calculations per 2005 NDS,IBC 20081 CBC 2007,'4SCE 7-04 BEAM Size : 2-2x8,Sawn, Fully Unbraced • Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending , • ' • Wood Species: Hem Fir Wood Grade: No.2 • • • Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.Q itt••,Density••X7.70 pcf • Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0kspi • • • ••.• • • Applied Loads • • • •• •' - Unif Load: D=0.0150, L=0.040 k/ft,Trib=20.0 ft • • • • .• .. • Design Summary D(0.30)L(0.80) • • ' Max fb/Fb Ratio = 0.555: 1 • fb:Actual: 565.04 psi at 1.500 ft in Span#1 mak' _ • . • Fb:Allowable: 1,017.19 psi . • • Load Comb: +D+L+H •• lop. • Max fv/FvRatio= 0.455: 1 A A •'•••• fv:Actual: 68.28 psi at 2.400 ft in Span :a • • • Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 •0•• Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.016 in Left Support 0.45 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 1.20 Live Load Defl Ratio 3041 >360 Total Defl Ratio 2212 >180 Wood Beam Design : MB2 Calculations per 2005 NOS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=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 : °te;ra .aa asv: fb:Actual: 848.86 psi at 1.400 ft in Span#1 >s'a Fb:Allowable: 929.74 psi •„..,.......„,,,,,..0%......:.-,,--'..-,--.... ...,..,1.-;Y ,- Load Comb: +D+L+H 1110 Max fv/FvRatio= 0.803: 1 A A fv:Actual: 120.38 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 e, 2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.037 in Downward Total 0.050 in Left Support 0.71 1.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 1.22 Live Load Defl Ratio 1638 >360 Total Defl Ratio 1189 >180 • • 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 13 of 58 } ck CT ENGINEERING S�' eok2ereon St. I N C. Seattle,WA RIVER TERRACE98109 Project: Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 MB3 • • Y•i• • • • • • • • • •••• •••. -- ._..L • • ••• /� 4. •. •e fit '. • • P• • • • • ••••• •••••• / �i Ole.; J C 4 o t z s)0si ) 4- ¢ (tot zs, .'t ,'C r s t-i i Pk-')• • • • • • • • • •• •, •••• I- • 17075 2017.05.10 River Terrace(Lots 14-18) Calculations.pdf Page 14 of 58 Structural Engineers • CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 € °U s , „o,ample Beam° �1 ,. • £ 4 tF,N , ,, c 13 ;,:-'231,V t34Si • Lic.#:KW-06002997 Licensee:c.t.engineering 1111« « am MB4 • • BEAM Size: 5.25x11.875,Parallam, Fully Unbraced • • • Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending • • • • • Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E • • _ Fb-Tension 2,900.0 psi Fc-Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi •Density 2.210 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 ft,Tn =10.0 ft . • „ • •• •• - Point: D=0.530, L=1.40 k @ 1.330 ft • • • (NOSV 111. • •• • Design Summary • Max fb/Fb Ratio = 0.605 • D(0150)L(0.40) •• •• 5 fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 • Fb:Allowable: 2,866.74 psi = z Load Comb: +D+L+H • Max fv/FvRatio= 0.455: 1 A •'••'• • fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 •• • • • Fv:Allowable: 290.00 psi 1••• Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477>360 Total Deft Ratio 347>180 Seam R''1 MB6 ,. 4 �.,,,. , 1 _, ,N1"AC 2006,CBC X17;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-Pill 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.50 ft Desiqn 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 psix" - yk-' m_ I, ,_. . 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 n, 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 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 15 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 k # .W,% , ENERC «;1 3-2013:`,Build,``<a I , Lic.#:KW-06002997 Licensee.c.t.engineering • kil ••• #•• ... ,„', ',* IDS,I A .,CBL`.2007'ASCE 7 •BEAM$Ize: . 2-2x 0 Sawn, Fully Unbraced ••• Using•Ajlow2 a Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Spcties` Doug arch Wood Grade: No.2 • • Fb-Tension 875.0 psi Fc-Pr!! 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf • Fb- §/V.415%1 Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi • • Apnliec R II• • •• •• •• Unif Lead: D.=-0.0150.r g:0..A0 k/ft,Trib=2.0 ft •• Unif LW,peo.0150, L•41.d418 k/ft,Trib=1.330 ft Design Suq►martr • Max fb/Fb Ratio _ •*0.21 3• 1 °ig(°018R8Vf°oliP fb:A9�4 •• • 1.8$.psi at 6.250 ft in Span#1 •• • Fb:Allowable. •946 .00epsi � .-1 • Load Cc:vb•y +1,41_,4 K "- Max fv/FvRatio= 0.064: 1 ••••••fv:Act(lal:•• 10.96 psi at 11.750 ft in Span#1 12.50 n, 2-2x10 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E j Downward L+Lr+S 0.000 in Downward Total 0.000 in Left Support -0.06 -0.17 Upward L+Lr+S -0.058 in Upward Total -0.079 in Right Support -0.06 -0.17 Live Load Defl Ratio 2606 >360 Total Defl Ratio 1895 >180 WOod esign MB9 ..:•` fir,. 't Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-06 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Level Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.010 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary •�.mx D(0 0750 L.0.20 Max fb/Fb Ratio = 0.413 1 oro fb:Actual: 1,511.55 psi at 1.018 ft in Span#1 • Fb:Allowable: 3,663.90 psi s ��i t Load Comb: +D+W+H • • Max fv/FvRatio= 0.603: 1 A 1 ` fv:Actual: 298.89 psi at 0.000 ft in Span#1 Fv:Allowable: 496.00 psi 6.50 n 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 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 16 of 58 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E6(D) 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 :••ial�e 1.5-i . • •.• • • • • 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 SI•trn•1.1.4.2/pt.CO Table 1613.3.3(2) ...T• le 20.3-1••••• • • • • •• •• • 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) ...Fl�.lre 22-1••••• •. 5. 1.0 Sec.Spectral Response Si= 0.42Figure 1613.3.1(2) ••6 Figure 22-2 e • Latitude= 45.43 N . • • Longitude= -122.77 W ••••• • http.11earthquake.usqs.qovidesignmaps/us/application.pte••°• S. • • • 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 SMi= 0.67 EQ 16-38 EQ 11.4-2 Sos=2/3*Snits Sos= 0.72 EQ 16-39 EQ 11.4-3 Spi=2/3*SMS S01= 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 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 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 17 of 58 SHEET TITLE: 17075-River Terrace(Lots 14-18)-Unit E6(D) CT PROJECT#: SDs= 0.70 h„ = 25.92(ft) • • •••• 5D1= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) • • • •••• R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) • • • • • • • 1E= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) • • • S1= 0.41 k = 1 ASCE 7-10(Section 12.8.3) • • • • •••• • • • •••••• • •• TL= 6'ASCE 7-10(Section 11.4.5:Figure 22-15) • • •••• • as%SDg'(R/IE)* • 0.107 W ASCE 7-10(EQ 12.8-2) • •• •• Cs=S01/(T*(R jr:•• (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) • Cs.=(SD`*TO/(Ti`'tR/TE?) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) cs=•e.)3 • • 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) •• Csr 4)46 S1)/(R/IE)..• 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) • . • • • • •• CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,,, = DIAPHR. Story Elevation Height AREA DL w, w1 *h;k wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Zw; *h;k Vi DESIGN Vi Roof - 25.92 25.92 693 0.030 20.79 538.8 0.49 2.36 2.36 _ 3rd(uppr) 8.08 17,83 17.83 693 0.030 20.79 370.8 0.34 1.62 3.98 2nd(main) 8.92 8.92 8.92 693 0:030 20.79 185.4 0.17 0.81 4.79 1st(base) 8.92 0.00 SUM= 62.4 1094.9 1.00 4.79 - E=V= 6.70 E/1.4= 4.79 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 18 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 14-18)-Unit E6(D) N-S E-W F-B S-S IBC ASCE Ridge Elevation(ft)= 44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. --- --- Building Width= 19.0 40.0 ft. Basic Wind Speed 3 see.Gust= 95 95 mph Figure 1609 Figure 6-1 Exposure= B B Roof Type= Gable Gable P330A= 16.1' 16.1 psf Figure 6-2 Ps30 B= 11.0 11.0 psf Figure 6-2 Ps30 c= 12.9 12.9 psf Figure 6-2 P3300= 8.9 8.9 psf Figure 6-2 A= 1.00 1.00 Figure 6-2 Kit= 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) A*Kit*Iw*windward/lee : 1.00 0.61 Ps=A*Kzt*I*Ik30= (Eq.6-1) PsA = 16.10 9.82 psf (Eq.6-1) Pse = 11.00 6.71 psf (Eq.6-1) psc = 12.90 7.87 psf (Eq.6-1) Ps o= 8.90 5.43 psf (Eq.6-1) PsAand caverage= 14.5 8.8 psf Ps B and 0 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 A0 AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-VV) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38•• •3. 8 • •4.044.04 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.i9 a •24 • •• //12 •• 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.:3 •• •8.�2 •••••3.02•• • • 9. • 93 • 1st(base) 8.92 0.00 • • As= 626.2 AF= 1318 6.3 8.0 V(n-s). •• 11.32 V'te-w)=• •993••• kips kips kips kips • ••• • a ••• • • • • • • • • • • • • • a • • • • a • • • • * • • • •• • a • • •• • • • •• • • • • ••• • • • •• • • • • • • • • • • • • • • • • • 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf • a •• • •• • • •Page 19 of 58 • • • • • • •• •• • • • a • • • •• a • • • •• •• •• a SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 14-18)-Unit E6(D) • • •••• MAI WIND-7-10 CiIAR7+E411.88 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) " Wind(F-B) Wind(S-S) ••• 011/414-1R.• Story•Elevatiofl Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVIEL • Height:".(1!)*: 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 T401 8.08 ••1T.B9. 17.83 0.00 0.00 0.00 0.00 2.41 5.79 2.87 6.92 •• •• 2n (maim 8.92 8.92 8.92 0.00 0.00 0.00 0.00 2.53 8.32 3.02 9.93 " 14 4311• 8.92 ""am - • V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(S-S)= 9.93 • * "••"•• kips kips kips kips • • • • • • • •••• - •-• ... .......... ....___ _ _. • • • • • DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(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(S-S)= 9.93 ki.s kips, • 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 20 of 58 Design Maps Summary Report Design Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code (which utilizes USGS hazard data available in 2008) • • Site Coordinates 45.43123°N, 122.77149°W • • •••• • • • Site Soil Classification Site Class D —"Stiff Soil" • • • Risk Category I/II/III • • • 1 564lha~ • S a'' er'to11 • • ':',.-:11,,,-..--'7:- ,: , , • • : ° ,. y.• q • ••Ptk p 4 140614`4-A-5,,,'••%, •••••3 ri'- ss ; '. f _ ••• • • •i •!„,„4<;,' iar a 7 f T !; • 447ii,':;::::F:;;,.',,;.''''',.1 ' sag city % r harp ` 0 Fl I s .. to .... �, „ ,, Alai estt. ",,;,.........- .--:','..r:,',--.--` to Lir H ... ',-,, f41Nap$aest USGS—Provided Output S5 = 0.972 g SMS = 1.080 g Spy = 0.720 g S. = 0.423 g SM1 = 0.667 g S°1 = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum O OE 1.34• 0, 0,02 00, 0. 0.84 0 77 0.56 .w 0 S5 A 0.40 r 0.440.32 0.12 0.2A 0.22 0,16 0;11, 0.04 4,00 0.00 0.00 0,20 0.#0 0.60 0.40 1.00 1.20 1.t0 1,60 1. r} 2 vti 0.403 0 2�3 0.40 0.64 0, 1.00 i. r 1.40 1,88 1. 2 4 Period.T teed Period,T(sec) Although this information is a product of the U.S.Geological Survey,wet provide no warranty,expressed or.implied,as to the accuracy of the data contained therein.This tool is not a substitute For technical subject-matter knowledge. 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 21 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... NM Design Maps Detailed Report 2015 International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III • . •... • • SectitfllL613.3'2"'Mapped acceleration parameters • . • • Note: Ground motion values provided below are for the direction of maximum horizontal •• ' spectral response.aecrilration. They have been converted from corresponding geometric meat�P ir�d moti6nStomputed by the USGS by applying factors of 1.1 (to obtain Ss) and • 1.3 (to obtain S,). apBuilding provided s In the 2015 International Code are for Site • ►B ijustmgr• �t;; • ClassAQr other Site Classes are made, as needed, in Section 1613.3.3. . • • . •• •• FrbM'PgureT613:3.1(1)1' SS = 0.972 g • •..• • .. • . • • • • •• ••••• From Figure 1613.3.1(2)(2' 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 V5 Nor N,, s, A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength s, < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/m2 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 22 of 58 Section 1613.13 - 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 S5 = 0.50 Ss S5 = 1.00 Ss ? 1.25 •..• •• • • _ • .. . . • A 0.8 0.8 0.8 0.8 0.8 •••• • • • . • • •• •• • . . • B 1.0 1.0 1.0 1.0 1.0 . . • •. •• • C 1.2 1.2 1.1 1.0 1.0 • • • • • •••. . D 1.6 1.4 1.2 1.1 1.0 ''•• • • • .. • • •••• E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S5 For Site Class = D and Ss = 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period S, <-- 0.10 S1 = 0.20 S, = 0.30 S1 = 0.40 S, 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Si For Site Class = D and Si = 0.423 g, F. = 1.577 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 23 of 58 Equation (16-37): S„,5 = FaSs = 1.111 x 0.972 = 1.080 g • Equation (16-38): SM, = FvS, = 1.577 x 0.423 = 0.667 g 04140..• Sectitr¶L613.3.4.—;Design spectral response acceleration parameters . 4,000 Egdatron (16,3*4! SDs = % Sms = % x 1.080 = 0.720 g 4141 4141 4141.. . . 00 •5 Equation (16,4®)` SD, = % S„„ = 2/ x 0.667 = 0.445 g • 4141.. • • .. • . . 0. 0000 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 24 of 58 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY •,,, • • VALUE OF SDs • • • I or II III IV • •••� • . , . • • SDs < 0.167g A A A . • • • . . . 0.1678 <_ SDS < 0.338 B B C ...... .,,. , -- • • 0.33g <_ SDs < 0.50g C C D •• „ • . • • • . • . 0.50g <_ SDS • D D D •• •• • For Risk Category = I and SDs = 0.720 g,Seismic Design Category= D •••..• • • • . • TABLE 1613.3.5(2) •••• �. •• • SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION • • • .• • • • • RISK CATEGORY ••• VALUE OF SDI I or II III IV SDI < 0.067g A A A 0.067g 5 Sc, < 0.133g B B C 0.133g <_ SDI < 0.20g C C D 0.20g <_ SD,. D D D For Risk Category = I and SDI = 0.445 g,Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for - buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(2).pdf 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 25 of 58 •• • • • • •• •• •• • • • • • . • • • • • • • • • • • • • • • •• •• • • • • • • •• • • ••• • • • • • • • • • • •• • • • • • • • SHEET TITLE: LATERAL F-B(front to back) . • ••• • • • • • •• • • • •• • • CT PROJECT#: 17075-River Terrace(Lots 14-18)-Unit E6(D) • . • • • • • •• • • • • • • • • • • • Diaph.Level: Roof ••. •• •• •• .•• ••• •••• Panel Height=- 8 ft. Seismic V i= 2.36 kips Design Wind F-B V i= 3.38 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.36 kips Sum Wind F-B V i= 3.38 kips Min.Lwall= 2.29 ft. •• •• • • ••• ••• perSDPWS-08 • • •. ••• •.• • • Table 4.3.3.5 Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q.•€;1.e.VInd; iiT 5 4nd:Wind: Max. Grid ID T.A. Lwall Logy aa. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM RoTM Unet Uswm U.,,„, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 139.6 6.8 6.8 1.00 0.10 0.68 0.00 0.47 0.00 1.00 1.00 70 P6TN P6TN 101 3.80 2.05 0.29 0.29 5.45 1.52 0.65 0.65 0.66 A A.3b 206.9 10.0 10.0 1.00 0.10 1.01 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 101 5.62 4.50 0.12 0.12 8.07 3.33 0.51 0.51 0.51 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3b 0 0.0 0.0 _1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 '1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.3a 97.35 7.8 7.8 1.00 0.15 0.47 0.00 0.33 0.00 1.00 1.00 43 P6TN P6TN 61 2.65 4.05 -0.20 -0.20 3.80 3.00 0.11 0.11 0.11 C C.3b " 102.6 8.2 0.0 1,00 0.00 0.50 0.00 0.35 0.00 1.00 1.00 43 P6TN P6TN 61 2.79 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.53 C C.3c 146.6 ,11.7 11.7 1.00 0.00 0.71 0.00 0.50 0.00 1.00 1.00 43 P6TN P6TN 61 3.98 0.00 0.36 0.36 5.72 0.00 0.52 0.52 0.52 693 44.3 44.3 =L eff. 3.38 0.00 2.36 0.00 V„,,d 3.38 Y.VEa 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 26 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 14-18)-Unit E6(D) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-B V i= 2.41 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.98 kips Sum Wind F-B V i= 6.79 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wnd Wind E.Q. E.Q. p-- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wind Wnd Wind Max. Grid ID T.A. Lwall LDL ee. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RoTM Unet Usu,e OTM ROTM Unet Us„m U.,,m HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (p11) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 0 6.8 6.8 1.00 0.10 0.00 0.68 0.00 0.47 1.00 1.00 70 P6TN P6TN 101 4.27 2.05 0.37 0.65 6.13 1.52 0.76 1.40 1.40 A A.2b 0 10.0 10.0 1.00 0.10 0.00 1.01 0.00 0,70 1.00 1.00 70 P6TN P6TN 101 6.33 4.50 0.20 0.32 9.08 3.33 0.62 1.12 1.12 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 346.5 5.0 6.0 1.00 0.15 1.21 0.00 0.81 0.00 1.00 1.00 162 P6 P6 241 7.30 2.03 1.22 1.22 10.85 1.50 2.16 2.16 2.16 B B.2b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C,2a 92.53 9.0 9.0 1.00 0.15 0.32 0.47 0.22 0.33 1.00 1.00 61 P6TN P6TN 89 4.93 5.47 -0.06 -0.26 7.17 4.05 0.37 0.49 0.49 C C.2b 115.7 11.3 11.3 1.00 0.15 0.40 0.50 0.27 0.35 1.00 1.00 55 P6TN P6TN 80 5.57 8,54 -0.28 0.09 8.13 6.33 0.17 0.70 0.70 C C.2c 138 13.4 13.4 1.00 :0.15 0.48 0.71 0.32 0.50 1.00 1.00 61 P6TN P6TN 89 7.39 12.15 -0.37 -0.01 10.75 9.00 0.14 0.66 0.66 - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0:0 0.0 1.00 0.00 0.00 0,00 0.00 0,00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 , 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 j - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0,00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 1- 0.0 0.0 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 - 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0' 1.00 0:00 0.00 0.00 0.00 0,00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.0a•D.0: 33.0D :o.%o••o.eQ• 0,0: 0.00 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.000 19.00•00.01O•00.00••0,00r 0.06 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 o.01, o.o: :o,4 ;o.QO ;o.oQ 0.0g o.00 692.7 55.4 55.4 =L eff. 2.41 3.38 1.62 2.36 1.00 .• •• • • ••• ••• EVw;,,d 5.79 EVEo 3.98 Notes: * denotes a wall under a discontinuity • • • • • ••• • ** denotes a wall with force transfer • • • • • • • • • • • • • • • • • denotes a TJSB • • • • • • • •• • • • • • • • • •• • • • ••• • • • •• • • • • • • • • • • • • • • • • 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf • •• •• •• •• •. •: •• Page 27 of 58 •• • • • • • • • • • • • • • •• • • • • •• •• •• • .. . . . • •• •• •• • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • • •• • • 9119 • • • • • • •• •• • • •• • • • • • • • SHEET TITLE: LATERAL F-B(front to back) • ••• • • • CT PROJECT#: 17075-River Terrace(Lots 14-18)-Unit E6(D) • • • • • • •• • • • • • • • • 1111 • • • • • • • • • • Diaph.Level: 2nd(main) •• • • •• •• • ••• ••• Panel Height= 9 ft. Seismic V i= 0.81 kips Design Wind F-B V i= 2.53 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.79 kips Sum Wind F-B V i= 8.32 kips Min.Lwall= 2.57 ft. •• •• • • • • 1111• • per SDPWS-08 • P • • •• ••• ••• • Table 4.3.3.5 Wind Wind E.Q. E.Q. p== 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q.• Q.: VQin C 8nct.1Vin4 Wind: Max. Grid ID T.A. Lwall LDL eft C o w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM Ruts,' Unet Usu,,, OTM RoTM Unet Usu„, Ueut„ HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.la 0- 0.0 0,0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0,00 0--- 0 0.00 0.00 0,00 0.65 0.00 0.00 0.00 1.40 1.40 A A.1b 0 20.8 20.8 - 1.00 0.15 0.00 1.69 0.00 1.18 1.00 1.00 57 P6TN P6TN 81 10.60 29.30 -0.93 -0.61 15.21 21.70 -0.32 0.80 0.80 0 0,0 0,0 1.00 0.00 0.00 0.00 0,00 0.00 1,00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 B B,1a --144.4 5,0 50 '1.00 0,00 0.53 0.50 0,17 0.34 1.00 1.00 101 P6TN P6 206 4,56 0.00 1.05 2.27 9.26 0.00 2.14 4,29 4.29 B B.lb 202.1 7,0 7.0 1.00 0.00 0,74 0.70 0,24 0.47 1.00 1.00 101 P6TN P6 206 6.38 0.00 1.01 1.01 12.96 0,00 2.05 2.05 2.05 0 0.0 0,0 1.00 0.001 0,00 0.00 0.00 0.00 1,00 0,00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.la 109.8 11.3 11.3 1.00' 0.15' 0.40 0.92 0.13 0.55 1.00 1.00 60 P6TN P6TN 117 6.08 8.54 -0,23 -0.50 11.86 6.33 0.52 1,01 1.01 C C.1b 48.8 - 5.0 5.0 1.00 0.16 0.18 0.41 0.06 0.62 1.00 1.00 135 P6TN P6TN 117 6.09 1.80 0.99 0.99 5,27 1.33 0,91 0.91 0.99 C C.1c 187.9 19.3 19.3 1.00 0.15 0.69 1.57 0.22 0,82 1.00 1,00 54 P6TN P6TN 117 9.37 25.01 -0,84 -0.85 20.29 18.53 0,10 0,75 0.76 - 0 0,0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0,00 0.00 0,00 1.00 0,00 0--- 0 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0 --- 0 0,00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 - 0 0.0 0.0 1:00 0.00 0.00 0,00 0.00 0,00 1,00 0,00 0 --- 0 0.00 0,00 0.00 0.00 0.00 0,00 0.00 0,00 0.00 - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.001 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0,00 0,00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0,00 0.00 0.00 0.00 1.00 0,00 0--- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0,00 0.00 0.00 1.00 0,00 0 --- 0 0.00 0,00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 - 0 0,0 0,0 1,00 0,00 0.00 0,00 0.00 0,00 1.00 0,00 0--- 0 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0,00 0.00 0.00 0.00 1,00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0,0 0,0 1.00 0.00 0,00 0.00 0,00 0.00 1,00 0.00 0 --- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0 --- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0,0 0.0 1:00 0,00 0,00 0.00 0.00 0,00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0 0.0 0.0 1.00 0.001 0.00 0.00 0,00 0.00 1,00 0.00 0--- 0 0,00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- 0 0,00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - - 0 0.0 0.0`' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0 0,0 0,0 1,00 0.00 0,00 0.00 0.00 0.00 1,00 0.00 0--- 0 0,00 0.00 0.00 0,00 0,00 0.00 0.00 0,00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0,00 0.00 0.00 0,00 0,00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0,00 0.00 0.00 1.00 0,00 0 --- 0 0.00 0,00 0,00 0.00 0,00 0,00 0,00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0 --- 0 0.00 0.00 0,00 0.00 0.00 0.00 0,00 0.00 0.00 693 68.3 68.3 =L eff. 2.53 5.79 0.81 3.98 �V,;„„ 8.32 EVEQ 4.79 Notes: denotes a wall under a discontinuity `* denotes a wall with force transfer "' denotes a TJSB 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 28 of 58 • SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 14-18)-Unit E6(D) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.43 kips Design Wind F-B V i= 2.42 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.43 kips Sum Wind F-B V i= 2.42 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOL.p Co w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROMA Unet Us„m OTM Roan U,,e, Us„m U.„,„ 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'N vivo" 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 W 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 ,,�] 04/ 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0-•• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,�6jl'C 4 4.3a 346.5 7.0 10.0 1.00 0.15 1.21 0.00 1.21 0.00 1.30 1.00 225 P6 P6 173 12.63 4.20 1.33 1.33 9.70 3.15 1.03 1.03 1.33 4 4.3b 5E-04 0.0 10.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 #####N.G. P6 173 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 13.0 13.0=L eff. 2.42 0.00 2.43 0.00 EVwmd 2.42 SVEo 2.43 Notes: denotes a wall under a discontinuity denotes a wall with force transfer "' denotes a TJSB • • • • • • • • •• 000 ••• • • •• •• • • • • •••• • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • •• • • • •• • • • • ••• • • • •• • • • • • • • 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf • • • • ••s • • •Page 29 of 58 • • • • • • •• •• • • • • • • • 00 • 0 • • 100 •• 00 • • • a • • •• • •• • • • • • • • • • • • • • • • • • • • •• • • • • • •a • ••• • • • • • •• •• • • • • •• •• • • SHEET TITLE: LATERAL S-S(side to side) • • ••• • • • • •• • • • •• • • CT PROJECT#: 17075-River Terrace(Lots 14-18)-Unit E6(D) •• • • • • • • •• • • • • • • • • • • • Diaph.Level: 3rd(uppr) • • • • • • • • • • • ••• • • ••• • Panel Height= 9 ft. Seismic V i= 1.67 kips Design Wind F-B V i= 1.72 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.10 kips Sum Wind F-B V i= 4.15 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)U+0Jp=le•`•• :df �4•W• 5055 5 5 per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q.:4nd•kind.Wind.Mind :Max. HD Wall ID T.A. Lwall Lot of CD w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTrw 1-1,-.1 Usum 1!)1 M•RTI • It, Us„m••U um (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 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 r14 S r 10 G 1 1.2b 56.833.0 3.0 1.00 0.20 0.14 0.61 0.14 0.61 1.00 0.67 '484P2 P6 249 8.71 0.72 3.42 5.82 6.73 0.54 2.65 4.50 5.82 y„,„.yyrL4,033 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 2.15 166 {n'1 9r4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 i{-Ip-M 51 yyt s,77.4,e,g 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 ; ##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 ?V,„„d 4.15 EVE. 4.10 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer '"' denotes a TJSB 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 30 of 58 • SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 14-18)-Unit E6(D) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.84 kips Design Wind F-B V i= 1.81 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.93 kips Sum Wind F-B V i= 5.96 kips Min.Lwall= 2.57 ft. • (0.6-0.14Sds)D+0.7 p Qe 0.60+W per SDPWS-08 HD Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LPL off, C n w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTC OTM RoTrl U„,, U,um Us„m (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) � ��' 1 1.2a 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 Zti •inr-/4 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 #####N.G. P6 173 0.00 0.00 0.00 5.82 0.00 0.00 0.00 4.50 .4432- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EW'j/24'j 0 0.0 0.0 1.00 0.00 0.00 .0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 116.4 2.0 10.0 1.00 0.15 0.26 1.79-',0.12 1.78 ''1.30 0.44 2775" ** 1028 22.20 1.20 15.75 19.70 18.50 0.90 13.20 16.29" 4 4.2b 116.4 2.0 10.0 1.00 0.15 0.26 0.00 :0.12 0.00 1.00 0.44 178" 132 1.43 1.20 0.17 0.17 2.38 0.90 1.11 1.11*-*7 "y4•1•11gpj.1 797.2 19.0 19.0=Leff. 1.81 4.15 0.84 4.10 p(�,, Vw�0 5.98 EV00 4.93 i,4) 31Z?7Z/ Notes: * denotes a wall under a discontinuity " denotes a wall with force transfer "* denotes a TJSB • • ••• • • • • • •• ••• ••• • • • • • • •• •• • • ••• ••• • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • •• • • • •• • • • • ••• • • • •• • • • • • • • 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf • . • . ••. . . .,age 31 of 58 • • • • • • •• •• • • • • • • • • • • • • • • • • •• • • • • 0411 •• •• • ESR-2652 I Most Widely Accepted and Trusted . TABLE 3-STRONG-WALL®SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES1'2'3 Seismic(SDC.C,E) . : Wind(SDC A-B) . Nominal Drift at Hold-flown Drift at.:. Hold=down- Helghl, Allowable ' Uplift at Allowable. ' Uplift at Model:No Width Allowable ° Alloyvpble; • (!n) Shesr(floe), Atlowalile Shear(Iba): AlloWabls • • •••• : (in) - Shear(fn) : Shear(lbs) Shear(In) 'Shear(Ibe) • •••f ST/3°12A• 12 78 2730 0.29 9805 3000 0.31 10775 • • • !'1 SVVB 16x7• 18 78 5600 0.30 13495 6160 0.33 14845 - • '`i syl9 �x : 24 78 10300 0.29 20800 10400 0.30 21000 • • • i . • SWS91ett746 12. 85.5 2520: '0,32_ 9920. ' 2770 0 35 `:10905 - • SWSB'181n•5 • 18 85,5_:.' ,5380' • : 034 142'15 . 5910 037' ' Y' '15816 • • ••• .._. SW 61le• 12 93.25 2310 0.35 9915 2540 0.39 10905 • •• •"4,-, swsA¶IM• 18 9325 5150 0.37 14840 5665 0.40 16325 ...,..;':::..i, SWt8 NJ• 24 93.25 8870 0.37 21415 9760 0.42 23660 • • •: SWSB:12x9 . 12.!:.'.. 105.25'' 1580 043 9570 .T,.7-8 8 ..-..4:k: 48 10780 •••.•'• Ia:••a*: • ' .• SW6B,18x9• iii'. 105.25' 3810 :043 13770' '4180 051..,:,.: 15105 • •.• • •e :-: SWSB 24x9 24 .:••.-105..45,- 7810; :04.: - 21280.: :!...,..6890:::..;,•:::....,,-8.-47.,..:,.: 23405 •••••• • ;•;5; 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 5WSBI2x7 5 ' 12 85.5" :• 1200 .;:•''''0,31.,', 9450 1320 '-:;:0i38,-;', 10390 a : SWSB18x7 5 ''''''':113:1'..."1';;',' 855 2625 .;,0 33 E 13870 2885 040 15245. . a :; m._.I SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 5 SWSB 18x8 18 9325 2450 0.36 14120 2695 0.43 15530 ;1 ; SWSB 24x8 24 9325 ; 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 ? 12:. :.:1:',•1b5...2 , ..1'...":•:•790" ,8:4k1; 9570, 890',, .;fi: '-,;.;.0:48..-,:.:,.:... -ii -,...10780 SWSB`18x9 18 g 105 25-' -1905' ;:043' - 13770 2090 •••...:„.:,.611,5.,1"--:. 15105 SWSB209 ,!,..,,-,::,24.:,,!:.:,i:-., 10525.'::. 3905. ;,042 21280 4295 047 ,.. . 23405 . For SI:1 Inch=25.4 mm,1 lb.=4.45 N,1 plf=14.6 Wm. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 'Hold-down uplift at allowable shear is based on a moment arm of 8.888 inches,14.563 Inches and 19.313 Inches for 12-inch,18-Inch and 24-Inch panels respectively,reduced by a factor 010.8 and 0.9 for 12-Inch and 18-Inch panels 93.25 Inches or less In height,respectively.In-planeshear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load is allowed. 'Panels may be trimmed to a minimum height of 7414 Inches.For panels trimmed to a height less than 78 inches,use allowable shear values shown for 78 inches height.To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,Interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. • I7075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 32 of 58 180 Nickerson St. CT ENGINEERING Suite 302 N C. Seattle,WA • 98109 Project: Date'• (206)285-4512 FAX: Client: /n Page Number: (206)285-0618 6.6 •••• • • • I • • • • • • • • •••• 1 . j,/, •••• • • PA. 4,4P ••eofS---.^ •• • • • •• •• • \ I •LL ♦ • ••••111• • •• 3 fS•• •• • • •••• ill -416--(A' I , u _ y 4 I a 1 I/ lig ) _.'S1IR . \____:_\ ,.. V) ....-<'' *( 5'itS) --- 40 .,,-'< (-4A)(0(16) 4--- 27 )Y2)( 41D.ie4 _).,___(z)(1-0,) O 161' - AY-7-v-pc) --- 266 0 F--- ‘ iir, 6; miN, /, ' whotl--- TYR_ d AD -A • )Xr6 ' 6\ X t 51 (42-)6,1:1-c ) -- 2(39-- 04 s -13--1-• _, csv -bre 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 33 of 58 Structural Engineers 0 20D 06 ROOF BELOW 15'-4- • • •••• q COMMON WALL ' • • • 1' 9._6. 10y2 • 6Yz} 5' l •••• EXTENT T. • 1-HR EXT. 4'-10' 4'-10' • • • • WALL. PER I - • • •• • • DETAIL 3/D 6-0 5 0 SL - i.------q COMMON WALL • o \I - 1� • Y •• !4_ • •••• mirth-1w-- _ —� - R,•• • • • • • 1 •• •• •• m • • • • I I 1 • •• •• i Bedroom 2 - a . • a • 4 a -6• •i •• ..; - m N • • ! I D7 0 • • • • _ IFIREPLACE VENT • - • •••• 4 •• i 2'-1Y4- • • • • • • •• •••• 8'-432. 1-84 x I 1 ... ilN m m 1 24'TB = 2-0 I I < etFOLD I` 3 �'t w ��-iz I o �+2'z3 a ill N ATTIC I I o ^\7' s pri o 4CCE i I . B MAII 1 I 1313, 1 SHOWERIW/7 i i 1 M. Bath 3 30'10 •-4 HCW _ w ' LOW WALL 4'-10y' 3'-6 4 .o r� 42- A.F.F. I I i' .7 N SU8 FOR I I m (A) .7 0 STAIR 5 DETAILS RADON REDUCTION SYSTEM : N I 4Y2 8 3-5Y2 I 10 01 I I t/. I a.+.. Master Bedroom ( :._'RAISEDCEILING Ir. ABV. UPPER:EF._::i:;(;ii: :`.;.-::ii: 1 I ....................... ... x.11.-.... Q EXTENT OF 5-0 4-'6 SL --,41) NUF I 1-HR EXT. ECREIiS WALL. PER DETAIL 3/01 I I I I I I ♦ 4-11' ' 4-9. 11-8"♦ 9-6" ♦1-Yr 2'-5* j UNIT K-6(D) UPPER FLOOR PLAN _ 1/4"=1'-0" FRENCH REVIVAL 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 34 of 58 150'-4" q COMMON WALL-4 11'-103/4• 4 {_1^ I T _ 20 CE COMMON WALL a GUARDRAIL AT+42" o G c I ABV. DECK SITRFACE I4, •••• • • 1'-7" 4'-3" 4'-3 5'-3" • • • • mzo 1 a . •••• Cr I Deck • • • • • I I FLOOR;ABOVEI I • • • •• • In cr '2 1 n I 1-.5-0 SN 6-0 6-10 SGD ' I • • • • • I Living SAFETY j • •• •• I I • • •• • • •• •• • I,- e • • • I i •• •• • TILE HEARTH • • I (OPTIONAL)--___. — j • • • • FACTORY-BUILT •••• ••• •• • • I DIRECT VENT GAS • ••• FIREPLACE- I mi •• • • • I D — j a •••• j INSULATE FLOOR OVER UNHEATED SPACE —1--. -7 j j N I I 1 1._0. 3'_6. I I DN .97- a I LOW WALL n I 42" A.F.F. N Dining - •♦ ^ I j I NT LOW WALL -T COCOMMONNUE WALL 36-ABV. "4— GWB THRU NOSING alli I FURRING TYP. a '.' I 2'-8" RADON h SEE SHT. f MITIGATION I U8 FOR STAIR n 7r1= VENT STACKDETAILS Lk a II I L OPENAP.- 1,,, U TOP OF WALL +22" ABV. LANDING TOP OF RAIL +42" ABV. LANDING o ,--1,"0""99 II S o 1Qo © "© © e � V O y YI ' V. 2E3-1y2 .3_11 " 11k . oI I i INSULATEFLOOR OVER I I " UNHEATED SPACE y-FLOOR BELOW 0II I I .M ........._FJ- Q�O' _ ..—ate_......., EXTENT OF irk5-0 4-,6 SL. -- I WALL. PER 1 XVI J I DETAIL 3/D1 12 I I D7 SIM. I I ♦ 4'-10" } 4'-10' 1,-1C'•2'-2" I •411'-a-♦ 6,-.9" . ,r-o" 1 kk 15-4 } • UNIT K-6(D) MIDDLE FLOOR PLAN 1/4"=1'-0" FRENCH REVIVAL • 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 35 of 58 e ,,;/ 15'-4- { 1.-,74 1O'-10- 3'-5Y4 t ry t t f c. COMMON WALL 7 DECK ABOVE r • • •••• 6 • • • O E •••• (;'-1 /L1- - -rI -� 1 5 ji • L � o • • • •• R° • • CCOMMON WALL • • e9'-11" 5-5" 7 N • •• 1 1n, • • •• a • •••• • I •••• • • • • , • • • •• WOOD TREAD, MAX. El • • •••• RISER 8" (ADD OR •• •. • • • • REMOVE STEPS ASyil• • • • REQUIRED PER• •• •• SITE CONDITION)a -0" • •• •• • •• •• I e • • o I o • • • DIR VENT GAS ••••• I WATER HEATER • • •• I e AND FURNACE • • •••••• DOORS SHALL BE •••• SELF-CLOSING611 20-MIN. RATED Tandem 2-Car r-- ` --4 Garage , I` C 'e U OCCUPANCY nI WALL FINISH: Ye- e - 4 ....1 GWB CEILING FINISH I %. TYPE 'X' GWB 4-0 MIR. FURN. • FIRE-TAPE ALL I.INStlL _ s'',, GWB WRAP BEAMS w•,. _ BELOW CEILING I-- --- LEVEL. INSULATE n�L-._ �_ R3 OCCUP FLOOR ABOVE ivr I7 6- FURR DOWN♦ 3'-6" _ n FOR DUCT RUN c - INSULATE PER DETAIL PALL _ 4/D1WHERE ADJgh __ CENT TO HEATEDASPACE VP , RADON REDUCTION ��j SYSTEM . SEE SHT. j b WOOD TREAD, MAX. U8 FOR STAIR RISER 8" (REMOVE DETAILSO, I STEPS AS REQUIRED - 1 PER SITE CONDITION, ,tet uP 16 , MAX 1 TREAD) o 'VOW 5 I A e I 3 1 In j e�� o I, 8-0 7-0 SOHD I I. L ',_1 TCparr A O T lel j t� I 6)4 J-j ROOF}ABOVE 1 �. 5'-3 4'8' 2 6 10"}I 2'-1- 2'-5 1 Porch I I5.-10* # UNIT K-6(D) LOWER FLOOR PLAN - 1/4"=1'-0" FRENCH REVIVAL 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 36 of 58 4x12 HDR R- }:-------�----- ,. - R O U .. • I O N ma r m ® WV" HUGO6 HU(1416 •••• • • (21131 x20iLVL FB • • • I F;iciD • :':a 1 UP T BED 2, • • II I'3:> U•,1IDJN TO I'a`S' • • • IL_ aka _ _ L •••• • �- _L___- _u 4 I • • • •••• III-- FLOOR G.T. ••• • •S9.0 • II 6 Typ_ •••• • • •• •• 20 ®BLDG. • • • • • • • • I, S9.0 STEP I' •• •• • TYP. • • • 20" OPEN IYEB JOISTS ®19.2" O.C. I I '® • !-Ii: ®BLDG. •• •• • • I" Ij '®STEP • • •••• • FLOOR GIRDER 3 •• • :iF—==' I j •• • • • I'"I 1 1 i 1 HIT420/ •••• TIP. S9.0 11 I 11 I �IIII UP TO I I ®BLDG. 20 11I I I r-¢"BATH I I I STEP S9.0 I1II 1 • 1 9 FLAMING 1=51=----"f= J � TYP. 91iI---1 L .i.._..�._..... 1 I �- gyp? Tr---1, I' 1��I ®BLDG. I 1 .1 11 STEPfill 11I i I II __ m i..........._a,-_....._ 1 ON TO j '1 III 1 11 1 I' DINING I X , 1 I ......I_._.� II -;-- i , 11 I . 0 �II, 1 I 3'4"x20" � / Y LVL FB • • • • I •• I • • • • II II !II `10I Ij 111 III I , I 1UP TO :DN TO 1 M. BED: i ;KITCHEN M' _=:::N--—-— -_.._-.__...i HDR-—- (2)131 x20" LVL FB UPPER FLOOR b UNIT K—6(D) FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL • 17075_2017.05.10 River Terrace(Lots 14-18)_Calculations.pdf Page 37 of 58 P.1. 1x6 FLAT DIAGONAL BRACE, NAILED /nark AT EACH JOIST POST ABOVE47%VPOST ABOVE ' .I W AC:i C,P 6x6 P.T. POST aft�, I I _ _ _ T. .x12 _DR A_ WI ACE6 CAP 4x8 FB • • •••• 4 I w "s• • • • 11 • o I 4 •• ••• g BEARING '•. a i r g > S9.2 • STUDS ABV. P.FilM - T ". • • • • •••• •••• • • • • • • •• • • • •••• I •• •• 0 • • • • - • • • • io I1 6 TYP. • •• •• 'O S9.2 ®z I 11 a BLDG. • • •••••• N� I'' S9. STEP a • • I r' , ® TYP. •• • •••••• 12 I 00 BLDG. • •• S9.0 °' I . STEP . . •.•..• GT ABOVE 0 _ M 5 _ 0 -L_ GT ABOVE r 1 kyr •••• 314"x10Kt' CA CADS HDR c�° /T\I3 ' © I ,1 I „,,,,,Iii 6 I I TYP. S9.2 I ! !h I ®BLDG. 11 '.I 1 STEP 59.2 I^I TYP. 1 ' 1 z. 914” i 1 0 BLDG.© 1 I IBDLAM L J 1 STEP 111:9, 1 IrkIISH W/JSIf) 11 I 1 1 1 / 11 I ! 11 1 1 MB4 I 1 I 31 x1314 CASrADE_S. . HDR/J.. ! / 11 I POI I ABDV„„tl 'II 1j!STAIR1I, I 1 I 0,1 1f._'I/ AMINGII I m W I, ,M HU4101 { a 1 IL,” "3181 Im . ' mI' . BM 1 co iI , TRY I Px 1 I Ias I -."x .,-I ASCADE ..L. F DRI ilMQP4®_ ,- 9 -' I •m� V % CONT. TO POST AT BUNDLED STUDS or 1N"z94"RIGIDLAM L I )i' 4 6 HDR/ADJACENT UNIT FOR HDR ABV. W I -__ - — --) 4911 4x4 AC4 TRUSSES AT �r� / 24" O.C. / PORCH 24" ROOF SYMMETRICAL ABOUT THIS LINE MAIN FLOOR , UNIT K-6(D) FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL - 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 38 of 58 • CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: - (206)285 4512 Fax: (206)285 0618 Printed 19 DEC2013 638PM "‘ "tet- j t iwee, ' '' - cVs kstmerlDOCUME�ttENERCA'1 32 I-3.ECS �lf`,, , c�i a: I NERCALC,INC.1983-2013,Build:6.13.631 V8r.S.13.8.31 • Lic.#:KW-06002997 �": "Licensee:c.t.engineering Description : Upper Floor Beams -i4+4,- - ', 3 :r i ons per ,: Nth CBG E?' S .Nva,f,... �.Y,,:.. :. BEAM Size: 4x10,Sawn, Fully Unbraced . •• • Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending • • . • - Wood Species: Douglas Fir-Larch Wood Grade: No.2 . • • • Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-)c< 1,600.4 is%• Density 32.210 pcf . Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 5801.0 Is i.• ••••• • Applied Loads •••• ..•..• - Uniif 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 Wo co71• • •• • Max fb/Fb Ratio = 0.327. 1 fb:Actual: 321.48 psi at 4.250 ft in Span#1 sf Fb:Allowable: 982.51 psi '" ,4,,' • fix` •• Load Comb: +D+L+H fl 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 1 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 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 39 of 58 CT Engineering Project Title: • 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Panted.19 DEC 2013,539P . ,.. _ s' c �. M R CS1 CA: 1t13276V-3.EC6 mui#ap a Simple Beam - ENEt CALc=4K.1983-2013,Bunt fi 1;=9,3 L,Wer.6.13.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering • ...Description : Main Floor Beams •••modBi MOesic„n.4•MB1 •..•x . ', Calculations per 2005NL7S,IBC 2006,CBC 2007,ASCE 7-05_ - . BEAM Siae:...2-2x8,Sawn,.Fully Unbraced • •Using PiINtArSUIt Stress Design with IBC 2009 Load Combinations,Major Axis Bending . . Vood Species: Wood Grade: - • Fb-Tension 1,000•.(Itili Fc-Pr!! 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-cErMr•. 1,o6g,o 1%i• Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi •••*Applied Loads• • Unif Load: 2'010150, L I.a.g40k/ft,Trib=13.0 ft • Design Summary 0(0.1950 L(0.520) ••••1t4ax fb/Fb Ratio = •.0ti&8: 1 fb:Actual: • 367.28 psi at 1.500 ft in Span#1 : • Fb:AlldW`dblb•:: Q99.(456asi u • Load Comb: +110i0.44-1. ....gax fv/F,A48 0.683: 1 A • .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 L Lr S W E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.78 Live Load Defl Ratio 4679 >360 Total Defl Ratio 3403 >180 Wood Beam Design : MB2 Calculations per 2005 HISS,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-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi _ Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 9.a04 Point: D=0.120, L=0.320 k @ 4.50 ft Design Summary Max fb/Fb Ratio = 0.498: 1 D 0.0150 L 0.040 fb:Actual: 985.10 psi at 4.500 ft in Span#1 , Fb:Allowable: 1,97735psi -` Load Comb: +D+L+H • v .t. 1 -1: Max fv/FvRatio= 0.164: 1 A A fv:Actual: 50.69 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.0 ft, 1.75x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.141 in Downward Total 0.194 in Left Support 0.16 0.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 1.55 Live Load Defl Ratio 851 >360 Total Defl Ratio 619 >180 • 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 40 of 58 • CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Pnnted:19 DEC 2013,6:39PM >„ 7r ,. ,4J4 ,,,',;71,..,7,,);4,.0..4,4 €„i�ivA1.C,.IhIC 1983'4...3.13,Bttat:6.'13.83i;U6138i3 • Lic.#:KW-06002997 Licensee:c.t.engineering, Wood Beam.. MB4 mss,IBC 2026,CSC /i, • BEAM Size: 3.125x10.5,GLB, Fully Unbraced •""' ••'• Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending . . • • Wood Species: DF/DF Wood Grade: 24F-V4 • • • Fb-Tension 2400 psi Fc-PrIl 1650 psi Fv 265 psi Ebend-xx 1 8b kst•. Density • 32.21 pc‘ Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi • . • Applied Loads '•• •' • Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft ••" • •• •• - Design Summary ' •• • Max fb/Fb Ratio = 0.965. 1 D 0.180 L 0.480 • • • • fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 r3 a- Fb:Allowable: 2,362.27 psi � y • Load Comb: +D+L+H • Max fv/FvRatio= 0.559: 1 A • • A • fv:Actual: 148.04 psi at 0.000 ft in Span#1 11.50 ft, 3.125x10.5 •••• •• • • Fv:Allowable: 265.00 psi • • • Load Comb: +D+L+H Max Deflections •• • • • Max Reactions (k) D L Lr S W 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 1fOod Beam eam t ti r MB5 ` i • • ASCE7-0�, ; Caic BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DFWood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pill 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point D=0.420, L=0.510, S=0.320 k @ 10.250 ft Design Summary =W0110,10=._,en .,.4 .._.> Max fb/Fb Ratio = 0.746; 1 D(0.120)L(0.320) • fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi \ ti'r _ ...•e tcz.,r Load Comb: +D+L+H . ;_.•, . & ,:kms LLLLQ� Max fv/FvRatio= 0.533: 1 A fv:Actual: 141.21 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 11.50 ft, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.287 in Downward Total 0.402 in Left Support 1.11 2.35 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.11 2.35 0.32 Live Load Defl Ratio 480 >360 Total Defl Ratio 343 >180 Wood B. "tf--- MB6 i j 1 > L mations pelt. ... ,.. .,IBC„2006,cB -, ASCE 7-05 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5,0 ft Design Summary D(0.0750 L(0.20) Max fb/Fb Ratio = 0.943. 1 fb:Actual: 738.92 psi at 5.750 ft in Span#1 Fb:Allowable: 783.50 psi ,„_fit.... Load Comb: +D+L+H Max fv/FvRatio= 0.351: 1 A 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 a W E H Downward L+Lr+S 0.119 in Downward Total 0.164 in Left Support 0.43 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.43 1.15 Live Load Defl Ratio 1158 >360 Total Defl Ratio 842 >180 • • 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 41 of 58 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K6(D) Step# 2015 IBC ASCE 7-10 1. •••QCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 .•.• • • 2. ••••TIOPORIMQ�TACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 • 3. ...$ite Class'--'I gr.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. .. .02 Sec. spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 ..•..• • 5. • 1.0 Sec.€6•Peqnl Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 • • Latitude= 45.43 N •• • •••••• Longitude= -122.77 W • •• http://earthquake.usqs.qov/designmaps/us/application.php • •••••• • •• http://earthquake.usgs.gov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMs=Fa"Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM1= Fv*S1 SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SD1= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s 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 CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities -- No N/A Table 12.3-2 17. Permitted Procedure Equiv.Lateral Force - Table 12.6-1 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 42 of 58 SHEET TITLE: 17075-River Terrace(Lots 14-18)-Unit K6(D) 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 C,= 0.020 ASCE 7-10(Table 12.8-2) • • • •••• IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) • • • • • S,= 0.41 k = 1 ASCE 7-10(Section 12.8.3) ' ' • • • • •• • . • TL_ 6;ASCE 7-10(Section 11.4.5:POW'3-15) •••• ' •• • • • - CS=SDs/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) • • • • •• •• • • • • Cs=Sol/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX. •• •• • Cs=(SD,*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MA4.1••.• • • 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.Sla.11.6g) ' '• •• • • • • 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) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h,k Vi DESIGN Vi Roof - 25.92 25.92 598 0.030-' 17.94 464.9 0.49 2.03 2.03 3rd(uppr) 8.08 17.83 17.83 598 0.03017.94 319.9 0.34 1.40 3.43 2nd(main) 8.92 8.92 8.92 598 0.030 17.94 160.0 0.17 0.70 4.13 1st(base) 8.92 0.00 - SUM= 53.8 944.8 1.00 4.13 E=V= 5.78 E/1.4= 4.13 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 43 of 58 •• • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • •• • • ••• • •• • • • • • • • SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE • • ••• • • • CT PROJECT#: 17075-River Terrace(Lots 14-18)-Unit K6(D) • • •• • • • •• • • • • • • • • • •• • • • • • • • • • • • F-B S-S 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.sua= 110 110.mph •Fig. 26.5-1A thru C Figure 1609A-C • • Exposure= ;--B B • • •• ••• ••• • • • • Roof Type= Gable Gable s • ••• • PS3aA=" 241C. 24.1 psf Figure 28.6-1 Ps3aB= 3.9 3.9 psf Figure 28.6-1 Psso c= 17.4 17.4 psf Figure 28.6-1 Ps3aa= 4.0 4.0 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kz,= 1,00 1.00 Section 26.8 windward/lee= 1.00 0.00(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) A*Kit'Iw'windward/lee: 1.00 0.00 Ps=>,*Kzt*I*Fhso= (Eq.28.6-1) Ps = 24.10 0.00 psf (Eq.28.6-1) Pse= 3.90 0.00 psf (Eq.28.6-1) Pay= 17.40 0.00 psf (Eq.28.6-1) Ps D= 4.00 0.00 psf (Eq.28.6-1) Ps A and C average- 20.8 0.0 psf Pse 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 AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 44.00 18.1 0 217 0 126.6 0 217 0 506,3 Roof -- 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 6.7 0.0 3.01 6.73 6.73 6.73 0.00 0.00 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 2.6 0.0 3.49 2.58 2.58 9.31 0.00 0.00 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 2.7 0.0 3.66 2.71 2.71 12.02 0,00 0.00 0.00 0.00 1st(base) 8.92 0.00 Ar= 751.3 AF= 1582 12.0 0.0 V(F-B)= 12.02 V(S-S)= 0.00 kips kips kips kips 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdfPage 44 of 58 • SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: 17075-River Terrace(Lots 14-18)-Unit K6(D) 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) •yl(jr;d•( -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) : (•`ifa • :1: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 9.3•i•: ••0.00 •'•••400 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(SS)= 0.00 V(F-B)= 12.0e el(646)= • • 000 • kips kips kip•c••••• •• Ips • • • • •• •• • • • _ ... .._- • • • • .. _ •••• • DESIGN WIND-Min/Part 2/Part 1 ASD Wind(F-B) Wind(S-S) •• • • • • •• a • • DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM •••• LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 6.73 4.04 4.04 0.00 0.00 0.00 3rd(uppr) 8.91667 8.91667 8.91667 2.58 1.55 5.59 0.00 0.00 0.00 2nd(main) 8.91667 0 0 2.71 1.63 7.21 0.00 0.00 0.00 1st(base) 0 0 V(F-B)= 7.21 V(S-S)= 0.00 kips kips 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 45 of 58 Design Maps Summary Report Design Maps Summary Report User—Specified Input Building Code Reference Document 2015 International Building Code (which utilizes USGS hazard data available in 2008) • • •••• Site Coordinates 45.43123°N, 122.77149°W • • • •••• Sle•Shc1 Classification Site Class D -"Stiff Soil" • • • • • • • • Risk Category I/II/III • B averton s • # # it " Nar •• • ; �� ` '` Lake Oswego } King City 0 •taa� MapQest E data @ f C9 ARapQuest: USGS—Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SM: = 0.667 g SDS = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 0 0.22 r1. 2 o0.04 92 0 77 IP 0 40 s.. 02 040 t 0 44 a, z 0,22 # � 0 2z x.16 .1i it a-ao 000 0,20 00.4U.20 Q. 1.00 1.20 1.40 1,001,041 241 al40.00 020 040 040 0, 1.00 1.20 1.40 1.00 1,.00 2-00 Period.T t Period,T sscl Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 46 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?temp late=minimal&latit... ims 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 geometria • ' ' • • • mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) apt:••• • 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)[1] Ss =•Q 9'?2 g • •• • • • • • •••• • •• • • • • From Figure 1613.3.1(2)[23 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 v5 Nor N<„ 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: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 47 of 58 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) • VALUES OF SITE COEFFICIENT F. • • •••• • • • •••• Site Cla ss • Mapped Spectral Response Acceleration at Short Period • • • • • •Ss _. 0.25 S5 = 0.50 SS = 0.75 S5 = 1.00 S5 >_ 1.25 _ •0 Alban • • ••w••• • 0!8 0.8 0.8 0.8 0.8 • • • • •• •••�••• ••41!O 1.0 1.0 1.0 1.0 • C •••1! 2 1.2 1.1 1.0 1.0 • • • •• •D••• •••4!6 1.4 1.2 1.1 1.0 • • • • • • •• •••• E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S5 For Site Class = D and SS = 0.972 g, F. = 1.111 TABLE 1613.3.3(2) _ VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period - S, 5__ 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and Si = 0.423 g, F.= 1.577 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 48 of 58 Equation (16-37): SMS = FaS5 = 1.111 x 0.972 = 1.080 g Equation (16-38): SM1 = FvS1 = 1.577 x 0.423 = 0.667.g •••••• • • ..•• . • • • • • Section 1613.3.4 — Design spectral response acceleration parameters • • • . • .... • . • .... Equation (16-39): Sips = % SMS = 2/3 x 1.080 =•Q,.M0 g •••••• . . • • •••••__ . . . . • • . • Equation (16-40): Sol = % SM1 = % x 0.667 ='(14'4'5 g . • • • . .... •. . . . . •• . . . • 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 49 of 58 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION • . ..• •• RISK CATEGORY • •VALUt OF Sp. • IorII III IV • • • Sos < Q. 7g A A A • • • • . . .O.1.67g <_ gos< 0.33g B B C •• .•.2 <_38g Sgs 4'O.50g C C D • 0.50§..1.'44.• D D D For Risseat' ory = I and Sos= 0.720 g,Seismic Design Category = D • • • .• • • • TABLE 1613.3.5(2) • •••• SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sol I or II III IV Sol < 0.067g A A A 0.067g 5 S01 < 0.133g B B C 0.133g <_ Sol < 0.20g C C D 0.20g 5 Spl D D D For Risk Category = I and Sol = 0.445 g,Seismic Design Category = D Note: When Si is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 50 of 58 . SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 14-18)-Unit K6(D) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 kips Design Wind F-B V i= 4.04 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.03 kips Sum Wind F-B V i= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall 1-01_eft Co w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM Unei Usvrn OTM Row Unet Usom U.,,, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 108 10.8 10.8 1.00 0.15 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 A A.3b. 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 l3 8.3b 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 mind 4.04 EVEQ 2.03 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB • • ••• • • • • • •• ••• ••• • • • • • • •• •• • • ••• ••• • ••• • • ••• • • • • • • e • • • • • • • • • • • • • • • • • • • • •• • • • • •• • • • •• • • • • ••• • • • •• • • • • • • • 17075_2017.05.10_RiverTerrace(Lots 14-18)_Calculations.pdf . • e . •• : F••8q:51of58 • • • • • • •• •• • • • • • • • •• • • • • •• •• •• • •• • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • • •• • • ••• • • • • • • • • • • •• • • • • • • • SHEET TITLE: LATERAL F-B(front to back) • • ••• • • • • • •• • • • •• • • CT PROJECT#: 17075-River Terrace(Lots 14-18)-Unit K6(D) • • • • • • • •• • • • • • • • • • • • Diaph.Level: 3rd(uppr) • ••• •. •• • • • • • •• •• ••• •• Panel Height= 9 ft. Seismic V i= 1.40 kips Design Wind F-B V i= 1.55 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.43 kips Sum Wind F-B V i= 6.59 kips Min.LwaII= 2.57 ft. •• •• • • ••• ••• per SDPWS-08 • • •• ••• ••• • • Table 4.3.3.5 Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. V:fint Wind ♦/vkrrJ Max. Grid ID T.A. Lwall LDL eff. C o w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM RoTM Unet Unum OTM ROTM Unet Usum U,tn, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 108 10.8 10,8 1.00 0.15 0.26 0.63 0.23 0.32 1.00 1.00 51 P6TN P6TN 83 4.96 7.80 -0.28 -0.76 8.02 5.78 0.22 0.23 0.23 A A.2b 80.4 8.0 8.0 1.00 0.15 0.19 0.47 0.17 0.24 1.00 1.00 51 P6TN P6TN 83 3.69 4.32 -0.09 -0.39 5.97 3.20 0.38 0.52 0.52 A A.2c 155.8 15.5 15.5 1.00 0:15 0.37 0.91 0.34 0.46 1.00 1.00 51 P6TN P6TN 83 7.16 16.22 -0.61 -1.09 11.57 12.01 -0.03 -0.02 4.02 0 60 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 1.001 0;00 0.00 0.00 0.00 0.00 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 8.2a 0 0.0 0.0 1.00: 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 -0.42 0.00 0.00 0.00 0.13 0.13 B 8.2b 0 0.0 0.0 1.00: 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 -0.63 0.00 0.00 0.00 -0.03 -0.03 B B.2c 305.1 '25:0 25.0 1.00 '0.15 0.73 2.02 0.66 1.02 1.00 1.00 67 P6TN P6TN 110 15.05 42.19 -1.12 -1.12 24.71 31.25 -0.27 -0.27 4.27 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ` 0.0 1.00' 0.007 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00'' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 00 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00_ 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 100 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00` '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 =Leff. 1.55 4.03 1.40 2.03 1.00 �V no 5.58 EVEQ 3.43 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 52 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 14-18)-Unit K6(D) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.70 kips Design Wind F-B V i= 1.63 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.13 kips Sum Wind F-B V i= 7.21 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall Logy eR. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RoTM U„01 Us„,, OTM Row line U,,,R, Usu,„ HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A: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 OA 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Bib ' 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 00. 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 •0.1 :0.:0 O.pO x•00. 00 X0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 •0.0. •0 •P.00 •®.®0.0.0030 •0.00 •0.00 - 0 0.0' -- 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 •0.Op 0.:0 •000• 0•J0 •.0.00 :0.00 710.8 69.7 69.7 =Leff. 1.63 4.30 0.70 2.63 •• •• • • ••• ••• EV„„d 5.92 EVE0 3.33 Notes: denotes a wall under a discontinuity • ••• • • ••• • "` denotes a wall with force transfer • • • • • • • • • • "` denotes a TJSB ••• • •• •• ••• • • •••• • • • • •• • • • •• • • • • ••• • • • • 17075 2017.05.10-River Terrace(Lots 14-18)_Calculations.pdf • • • • ••• • ; Iv:53 of 58 • • • • • • •• •• • • • • • • • •• • • • • •• •• •• • •• • • • • •• •• •• • • • • • • • • • • • • • • • • • • •• • • •• • •• •• • • • • • • ••• •• •• • ••• • •• •• •• •• • • •• •• • •• • • • • • • • SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 14-18)-Unit K6(D) • • •• • • • •`` • ` • • • • • • • •• • • • • • • • • • • • Diaph.Level: Roof • • • • • • • • • • • ••• • • ••• • Panel Height= 8 ft. Seismic V i= 2.08 kips Design Wind F-B V i= 0.00 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.08 kips Sum Wind F-B V i= 0.00 kips • Min.Lwall= 2.29 ft. 0.6-0.14Sds D+0-7Qe ••• •• • • ••• ••• per SDPWS-08 ( ) p • :O•.GD-SW. • • • • • •• •• ••• • • Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. NLnd••grind• V•nd• Wind• Mat. •• • • • • • • ••• S Wall ID T.A. Lwall LDL Co w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM Ro-rM Uri U, OTrA R0 .1 Un„ U.: U:m HD (sgft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.3b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 1.04 0.00 1,30 1.00 338 P4 --- 0 10.83 2.56 2.48 2.48 0.00 1.92 -0.58 -0.58 2.48 A.47-4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 t4 y/itto 693 8.0 8.0=L eff. 0.00 0.00 2.08 0.00 EVwind 0.00 iii Vea 2.08 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdfPage 54 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 14-18)-Unit K6(D) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.72 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.80 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.60+W per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall L-0/.eff Ca w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTA1 U,�1 U,,,m OTM ROM U,be1 US„m U,,,m (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.2b 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 4.414401.1 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 C yH-277 693 8.0 8.0=L eff. 0.00 0.00 1.72 2.08 V,„„d 0.00 EV50 3.80 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB • • ••• • • • • • •• ••• .4., • • • • • • •• •• • • ••• ••• • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • •• • • • ••• • • • • • • • • • • • 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf • • . • 55 of 58 • • • • • •• .• • • • • • • • • • • • •• •• fp. • • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • •• •• • • • • • •• • • ••• • • • • • • • • • • • • • • • • • SHEET TITLE: LATERAL S-S(side to side) • • ••• • • • CT PROJECT#: 17075-River Terrace(Lots 14-18)-Unit K6(D) • • • • • • • • • • • • • • • • • • • Diaph.Level: 2nd(main) • ••• • • 000 • Panel Height= 9 ft. Seismic V i= 0.86 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.66 kips Sum Wind F-B V I= 0.00 kips Min.Lwall= 2.57 ft. •• •• • • ••• ••• per (0.6-0.14Sds)0+0.7 p Qe • •0.604•W• • • • • • • • • • •• ••• ••• • HD Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wand•Wind•W•nd•Wind•MI • Wall ID T.A. Lwall L •• • • • S • • DL Of. C p w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM U,.1 Us„m OTM R0T 1 U,, U,,,,,, Us,,,,, (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) j, (pif) (pIf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 231 8.0 10.0 1.00 0.00 0.00 0.00 0.29 1.27 1.30 1.00 252 P4 --- 0 18.16 0.00 2.48 2.48 0.00 0.00 0.00 0.00 2.48 1-4-.00t 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 1410011' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 **** ‘,11,44h�l�/ 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#1ithHNt** ** 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 wgl2x8 EV„,i„e 0.00 3'VE0 4.66 Notes: • denotes a wall under a discontinuity Poa6. Pa _, ** denotes a wall with force transfer *** denotes a SIMPSON SHEARWALL r- 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 56 of 58 SSR-2652 ( Most Widely Accepted and Trusted •, TABLE 3-STRONG-WALL®SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES1.24 Seismic(SDC:C:Q) Wtnd(SDC A-B Fold-down Hold-dawn- Nominal • Drift at -,. Drift at Haight Allowable Uplift at Allowable upliftat . Mo 11 6 Width Aibwabie Aitoyvpbte.•. (in) Sheer.(Ib•) Allowable Shear(lbs): �►ilaltable�*•• • • (in} Shear(in) Shear(lbs) She i0i,•• hear(1bS). ••• SWSB 12x7 12 78. .;•,` 2730 0.29 9805 3000 0.31 • 10775• • • SWSB 18x7 18 78 5600 0.30 13495 6160 0.36 • 14846• • • • SWSB 24x7 24 78 10300 0.28 20800 10400 0.30 21000 • • - SWSB 12x76 12 86:5. .2520. 032 9920. ' ',2770 085,1, s• 10905_•''••• 4 SWSB.18X7 5 18 - 85.5:.` 5380 '034 14215 . 6910 .07••:.•1 ,'15816' '••• •••••• SWSB 12x8 12 93.25 2310 0.35 9915 • 2540 0.38••••• 10905„• • lg.- ••I••• • ';'-.lg. : SWSB 18x8 18 93.25 5150 0.37 14840 5665 0.4C • •••• 16326 • - • ns` • a • SWSB 24x8 24 93.25 8670 0.37 21415 9760 0.4w •• 23560 • 9570: • ,1780 g i 107.8V••-•••• 3WS8:12x9 12 105 25: 1580 0 43 • • SWSB 186,9 18 :: 105 25'.' 3810 043 • :13770„ 4180 ••]:.. .'6.6.11':.., . i s,15.105 s • • SWSB 24x9 24 10525; '78.10 042 21280; _',8590 ` 047` ` 23404• •:••• • • 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 51/ifSB12X75. 12 855:':` 1200 `031 945O.J!,•:• 1320 0138 ':10390 c aw,spi 18x7 5 18... 85.5.,,".' 2625 0.33 , 13870 2885040:',F:, 15245 . o:.. ••2.:, SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 :'.�°.. SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 41 SWSB 24x8 24 83.25 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 _ .' •12;•••:,',,'10,5.25:.:, 4,',"..,::790 ,s;43 .-...., 9570, ..8.9,0..;• r•-,,,,,:•.•••8.4S.,.-:'..:::- 10780 . SWSB18x9 18 10525,4 '1905 .::043 13770`. ;2090 . 051 1 :15105 SW58:24x9 24 105 25 q9.06.,•,,,..,-,.:: ::0.4,! i 21280' 4295 0 47 23405 For St:1 inch=25.4 mm,1 lb.=4.45 N,1 plf=14.6 N/m. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. Hold-down uplift at allowable shear is based on a moment ann 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-planeshear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load Is allowed. 3Panels may be trimmed to a minimum height of 74Y Inches.For panels trimmed to a height less than 78 inches,use allowable shear values shown for 78 inches height.To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,Interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. • • 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Page 57 of 58 180 Nickerson St. CT ENGINEERING Suite 302 INC. Seattle,WA 98109 Project: Date:. (206)285-4512 PAX; Client: ff,((((�� Page Number: (206)285-0618 • • • • fr �"/"-�//ff fL�` 111 ...CCCVVW^^ ""ttt�� NNN • • y • � • 4- 'l V v PPT -x 1 • • •• • •• '_' ._ .S"i a i_i..-.....' __ - __ • •• •• y., • • • • •••s • • • • ,y • • • •• 97 i ••• 9 f l , .______ _ . ( 1 L_ __. V4,1‘_. _,), n------7 .i.) )., , . _____, i, .I t lis _ i . iilik.) <- (A ( 2574S) .__ 6C)( S) * 2-( )Y2) 41)-k4 , -- ? t � )4t)v ?\__T- iib p0-- 9PLDD ? - . 1b,' -- Ay-79..pc) = 266?--0 - 1/// 6- MSN, i''/ u�i► P 1,� /U, v . • 6` Y l 5I -9-= �z ( - �1. -)--17) 1-( t)5) 2(3� 1154 Se --E5-1--= ',c97 —bm, o 17075_2017.05.10_River Terrace(Lots 14-18)_Calculations.pdf Pale 58 of 58 Structural Engineers J7 MAIN 1-25-16 Roseburg 2:26pm Ilk A forest Products Company 1 of 1 CS peam 2015.7.0.1 kmBeamEngine 4.13.10.1 Materials Database 1543 Member Data Description: Member Type:Joist Application: Floor _ Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous • i`•••• • • Standard Load: Moisture Condition: Dry Building Codi!#BES RC s••• Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total • • • • • •Dead Load: 12 PSF Deck Connection: Glued&Nailed • • • Filename: Beam1 • • • • • •••i • •• • • • •••• • • • • •• •• • • • • it` rt •• •• II • • •/4 • / • •11 0 0 14 6 0 •• •••i 9 m •e • • A 2560 •• • • • •••. Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 312# -15# 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1103# -- 3 25' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 257#(192plf) 55#(42p1f) 2 849#(637p1f) 255#(191 plf) 3 327#(245p1f) 91#(68p1f) Design spans 10' 9.375" 14' 3.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1254.'# 2820.'# 44% 19.57' Even Spans D+L Negative Moment 1441.'# 2820.'# 51% 11' Total Load D+L Shear 596.# 1220.# 48% 11' Total Load D+L End Reaction 418.# 1151.# 36% 25.5' Even Spans D+L Int.Reaction 1103.# 1775.# 62% 11' Total Load D+L TL Deflection 0.2167" 0.7141" L/790 18.85' Even Spans D+L LL Deflection 0.1753" 0.3570" L/977 18.85' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks oftheirrespecbveownes KAMI L HENDERSON EWP MANAGER StrongTie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must he reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 J6 MAIN 1-25-16 Roseburg 2:28pm A Forest Products Compon:, 1 of 1 CS Beam 2015.7.0.1 kmBeamEngine 4.13.10.1 Materials Database 1543 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous •.•• • • Standard Load: Moisture Condition: Dry Building Coo .o €ZRC '•• ••' Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total • • • • Dead Load: 12 PSF Deck Connection: Glued&Nailed ' ' • • • Filename: Beam1 • • • • • • Other Loads •' •'••• Type Other Dead •••••• • • (Description) Side Begin End Start End Start • •End •Category .• •. Point(PLF) Top 0' 0.00" 0 100 • • ive • Point(PLF) Top 0' 0.00" 50 34 • • " 'Roof ' • •• •• • • • • • • • •••• •• • • , ••..I • • / T1 T / •••• 2000 1060 1430 2690 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 2' 0.000" Wall DEL Plate(625psi) 3.500" 3.500" 678# -- 2 12' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 1030# -- 3 26' 9.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# -- Maximum Load Case Reactions . Used for applying point loads(or line loads)to carrying members Live Roof Dead 1 _ 369#(277p1f) 82#(62p1f) 309#(232p1f) 2 832#(624p1f) -16#(-12plf) 199#(149p1f) 3 322#(242p1f) 2#(2plf) 95#(72p1f) Design spans 2' 0.000"(left cant) 10' 6.000" 14' 0.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1255.'# 2820.'# 44% 20.22' Odd Spans D+L Negative Moment 1302.'4 2820.'# 46% 12.5' Adjacent 2 D+L Shear 579.# 1220.# 47% 12.5' Adjacent 2 D+L Cant.Shear,Lt 317.# 1220.# 25% 1.99' Total Load D+L End Reaction 418.# 1151.# 36% 26.75' Odd Spans D+L Int.Reaction 1030.# 1775.# 58% 12.5' Adjacent 2 D+L TL Deflection 0.2140" 0.7016" L/786 20.22' Odd Spans D+L LL Deflection 0.1661" 0.3508" L/999+ 20.22' Odd Spans L TL Defl.,Lt. 0.0489" 2L/980 0' Odd Spans D+L LL Defl.,Lt. -0.0334" 2L/999+ 0' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125°/ Wind=160% Left cantilever allowable shear is for joist only • SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER StrongTie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663