Loading...
Specificationsf RECEIVED CT ENGINEERING; fIECIVV Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) OCT 11 2016 r., CITY OF TIGARD # PERMIT ADDRESS [} BUILDING DIVISION 6.1 MST2016-00427 17050 SW ROCKY RAMBLE LN ^w1x #16043 6.2 MST2016-00428 17042 SW ROCKY RAMBLE LN 6.3 MST2016-00429 17030 SW ROCKY RAMBLE LN Structural Calculations 6.4 MST2016-00430 17026 SW ROCKY RAMBEL LN 6.5 M5T2016-00431 17018 SW ROCKY RAMBLE LN River Terrace ��°�DNR F � ci so Lots 5-9 ` Yed (Row Houses) Tigard, OR 10/06/2016 Design Criteria: 2015 IBC (2014 ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 1 of 58 • C T ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace—Lots 5-9(Row Houses)-Tigard,OR DESIGN SUMMARY: The proposed project is to be front-loaded row houses that are comprised of E6 exterior units and K6 interior units. The row house structures are three-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Middle floor framing is primarily with pre-manufactured wood joists. The lower floor is a slab-on- grade. The foundations are conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered:2015 IBC and currently adopted ORSC and OSSC. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle,various design parameters including load factors, load combinations, allowable design stresses,etc., have been verified to meet or exceed those as referenced by the current IBC code. 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 2 of 58 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 16043-River Terrace-Lots 5-9(Row Houses) ROOF Roofing'.-ast h f shingles." 3.5;psf Misc_ 0.9 psf 518"plywood(O.S.B.) 2.2!psf 1 cusses at 24"o,c..., 3.0 psf Insulation 1.0 psf (1)518"gypsum ceiling 2.8;psf Misc.IMech. ROOF DEAD LOAD 1.6'psf 15.0 PSF FLOOR floor finish .3.0'psf NO gypsum concrete 0.0 psf ! "plyood(O.S.8.} 2.7'psf Floor Framing(Trusses/Joists) 4,3 psf Insulation 1.0 psf {1)518"gypsum coiling; 2.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 3 of 58 0 ROOF BELOW 0 19'-1" r1 3-*2 f 3'-0" 9.-1V. 3'-4" rt fy� 4'-6Y4." 4'-6'34 1-4{j�` I f---IE COMMON WALL 0 EGRSS I IEXTENT OF 1 7-0 5 0 XOX I HR. WALL 3/01 'I f :: CO o FLOOR•.BELON TV NICHE — 1NSULA7E FLOOR :1 c AT A F6 �VEREUNHEA7ED :: i 4 1 D1 i .,;:RAISED.OILING 6. ..:: : +4 33 ABV ; i .:PER TRUSS MANUF I "i Master Bedroorh 0 I e . o D7 2' w 3'-fl 33 " :.6 S RADON ::- .-;I DUCTION q 1.I,.o ... , AI N I• 5'SHOWE�1 7.:111 I BI2-6 FOLD I ® c3i �'� o i _ ! I 'II Mtn. " ...a...7, i 2z4 FLAT "j 24"TB,,.!,,..yr "'a PLANT STUDS m o IMg--� SHELF , .5 M Bath 0 o I tl p" �) LOCATE PLUMBING Q I In Mir O O ROUGH-IN ACCOUNTING vr " ? 1. 1. FOR (2) LAYERS GWB RADON EMI,' I ♦ AT PARTY WALL ORTER REDUCTION = MOM' ' I r Q SYSTEM o SEE SHL w'In ®0 ' U4 FOR STAR ■� � ;rl�waSHER �, © 5 &B,, DETAILS B OW SHOWE'i i 1' .... =-3'-7YZ M Bath " TB 3 1 ::::14::::::::::: 511113`- 1 z,,,,I 24" n L LOW WALL :: t4Cc S .1 6 1 5&P .a`v, ?I AT•:.+4? Wf�: �'__� �j l Iv *---nI W000 CAP 6-0 BIPASS �,1 ~ s to l 18 x N N 1 Q ,:6"-1 12. N 3'-5Y2 TYP. ;� Tech Rm.: 4 1 RAISED CEILING.:: Dl AM ABV UPPER FF ;,,�in Bedroom 2 ini"'' I D1 ® I 2-6 41. SH 7—t �i EGRESS o i, I 5-0 4-6 SL - Ilk `- EXTENT OF 1 HR. WALL iI I 3/01 � I I r 3'-3" } 3'-10" 5'-0" 5'-0" i , 10'-0" 2.-0-I t 19'-1" UNIT E-6(D) UPPER FLOOR PLAN 1/4"=1-0" FRENCH REVIVAL 1 6043_2016.1 0.06_River Terrace(Lots 5-9)_Calculations.pdf Page 4 of 58 Ez 1 2'-6y'�•_,- f 8" 1 I i I Pl OF AB"6VE ® I o F GUARDRAIL AT+42' ®r, e o I ABV. DECK SURFACE Deck �. 1 g 8 4'-5" 4.-8)c. 6-4. 1 } q COMMON WALL o r" FLOOR'ABOVE '^a 2-95-0 SH\1-0 6-10 F OVER 1 FAFFTB .LAZING 6-0 -10 SGD ♦ ♦ .6r L - il An in I ----FT---- Ur„ �` II o�o� N ;I �" n o 2x6 WALL W/R-21 BATT INSUL. 11 p a r FACTORY-BUILT n I F. DIRECT-VENT GAS FIREPLACE li .I io X40 .: • a VENT UP THRU LOW ROOF 1 1" C: TILE HEARTH , j� ROOF I F:., (OPTIONAL) I m BELOWI,. 1 �__ INSUL FLOOR JOISTS AND ROOF RAFTERS I 'v Q AT F/P ENCLOSURE 1 ___—_—LL�_" • living INSULATE FLOOR OVER o RADON "> UNHEATED SPACES i IIEIFUCTION o c -�o♦ N e I'-11" 3'-,0" 1D) 2'-6" 3'-6" 2'-6" • _ , ♦ ♦ 4N U II N♦ OJ I U ti-----Y c'i DN a �� N I NW N , oQ l ' LOW WAL- AT "' N n i' D7 +42" A.F,F. 1p 1O� i N N• r s'''.2 --=----5\5----' Q n __ l K cheep IN J lLJI i m I DW 2 RADON I i REDUCTION L_ SEE SH T. I SYSTEM �I i U4 FOR STAIR -F/ DETAILS 1'-6., DS ----Y ®0 i' ♦ 2-8- I}µ `' mil 18 UP "> CONTINUE PARTY WALL- i `"'_<1 _nr GWB THROUGH FURRING -� TYPICAL r- != i a 1 L_ a,� Din✓F3fTL e SIM. PW r. INSULATE FLOOR OVER D70 �� UNHEATED SPACES Ti ---]m! �> -FLOOR BELOW ��a� o I I 2-' 3_0 I —�--� H _� I L_� 0 1-6 F OVER o ♦ lek ROOF BELOW �„� 5-0 4-6 A � N 1 • '� 0 U EXTENT OF 3/D1. WALL � I I ♦ s-3• j 2-2. 10'-0" 2'-fl, Jr UNIT E-6(D) MIDDLE FLOOR PLAN 1/4"=I-0" FRENCH REVIVAL 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 5 of 58 0 19,-1" i 4-1" 15-0 i 3-04 334 '1 m �-` DECK ABQVI: 7 vs f DB• — 74 II 1 is ` Porch I 0 U T, W t"i---FL COMMON WALL In oN ® I a 4-0 3-6 F ` ` SAFETY GLAZING • • l II • 3 "I- WOOD TREAD, MAX. RISER 8" IF Mech. (ADD OR REMOVE STEPS AS m -4" REQUIRED PER SITE CONDITION) ID IID R3 OC UP. FIREPLA DIRECT WATER VENTHEATER ,GAS I ABOVE DOORS SHALL BE �--______- .__1_ SELF-CLOSING _ `- r.4, _20-MIN. RATED DIRECT VENT GAS FURNACE FURN. A;c�`'_:;{:::: :::: Tandem 2-Car v RADON - I :::::: Garage REDUCTION 15 U OCCUPANCY 1; • ...i - ..:::I WALL FINISH: " _....Ji__, GWB CEILING FINISH ............... a'-1" i a'-0 ' ` FURR DOWN 34" TYPE X' GWB FOR DUCT RUN FIRE-TAPE ALL _ INSULATE GWB WRAP BEAMS Inj� UNDER STAIRS BELOW CEILING ® I I I AND LANDING 4'-1" I I LEVEL INSULATE I1• FLOOR ABOVE. 31-9 +--. \. I I �2 ^T LJ INSULATE WALL o a 1 1 M - - PER DETAIL 4/01 - n Q , RADON ___ _- WHERE ADJACENT REDUCTION �T1f TO HEATED SPACE—moi, Way SYSTEMS. SEE SH \ 1i U4 FOR STAIR �4 0 DETAILS \ ® ~ 3'-0" 9Y2 16 �t WOOD TREAD, MAX. RISER 8" tc. DS ' (ADD OR REMOVE STEPS AS REQUIRED PER SITE CONDITION) 0 1 UP o2 _ -1+-----_ I_ Entry aZCI mI L., a, In '4 - N NrN .n. " ! AA ,� w ? 's 1,_4_•• 2-8Y2"j 3'-oh- e' 1Y" n I DI WW2/ -•k Porch -• 8-0 —o soHD 1 I I rn e I I FLOOR ABOVE I I �a) , ,1101m I . . 111 �� AT ROOF AB-DVE1 1 STEPS FLOOR ABOVE •0 UP I 8 8v" �1� -44 4 8'-0" �Z\ 1'_2"I • I-0'-0 _ 4'-0 -011'-0• 12'_4• I .4, 20'-5" j UNIT E-6(D) LOWER FLOOR PLAN I/4"=1'-0" FRENCH C REVIVAL 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 6 of 58 SIM. 0 0 -, 6X8 HDR UB4 M.•' HUC416 o`a o ® sJ134"x20"L FB HUC416 L I __ HDR i �B UP TO _. :'‘'61 .BED I DN T. O. 4t. I LIVING hLDOR_GT II • I I II 1 I I I I II I , 20" OPEN WEB msTs10 19.2" O.C. I I, Q x I? 1 t TYP. ,/ DSCS1 i uI ®TYP. / FLOOR GIRDER - DRAG TRUSS 18 S9.0 I u .8 r I 2x6 AT i- I 1,1 I iiIII, 16" 0.C. r4.- III I - It UI 10 'I 13'4"x20"LVL FB 59.3 1' 1 1111111. Ill _ (2) 2X10 �, STAIR FRMG. I DN TO 2x6 LEDGER, U LEDGER iima1t (3)2x6 FB jj KITCHEN IN, TYP. U.N.O. \ /�.,. AT LANDING "j I�p I mein_ P BATH I(r►9::1 I III=i I l v11110111 ,-__ 1y rIi . RAISED I I ‘ PLATE i---� BATH I I I II I I - 11 o I LANDING/POWDER / EXTENT OF AT+1.-2# • ? - t_�RAISED FLR. , ABV. MIDDLE FF I RAISED FLOOR =r13•k20"LVL FB (DOT FILL) / t SEE LEFT ` ��ro GT ABOVE 4 r 0 Ii 3 DhY TO PWDR i r I 6X6 ' :.-.._ UP TO TECH UB2 UP TO BED 2 UPPER FLOOR UNIT E-6(D) FRAMING PLAN 1/4".1-0" FRENCH REVIVAL 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 7 of 58 1 `b I r :1 1 I 1 .. ' 1 -- 4 I I 1. II /41 11" -.r-7 (2)2x10 FB J B 5 .. e 'i 1 '-.1 59.2 i I r OVER-FRAMING PLAN r TO MATCH HT rOF RAISED FLR. i1 ED FLOOR AT+1444" 7---- ...- TLUPPER FLOOR WALLS 2x10®16" r t 3 2x6 LEDGER II '�-+� 4.75` STEP IU66r i i 'i 09 HDR ! I __I I ell UNIT E-6(D) RAISED UPPER FLOOR FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 8 of 58 18 0 POST'ABOVE S9. POST ABOVE 6x6 P.T. POST •.V :IE. W/ACES CAP ail` MB6 4x6 POST W/ 1 j ACE4 CAP a w T I g `.' BLND p STUDS z '1'' AEO : I 8 P.T 2xE LEDGER a® r- _ • _12 Lt 4_Ll d 12 _4 I m` 2X TRUSSES! '6x81HN' /—- - - AT 24" D.C.I I ,/ HU410)"BIG BEAN FB CT H I ABOVE I IW O LI -a in ®Z CT ABOVE ® I ■r, v o Im N N LOWRODFI, _.jib C m it Rh a ABOVE.(- J x' = c> TW. rt I I Ilk y '®TYP. a I FHU4'0 'e I ' I 314"(9)4"BIG BEAM FB 71:y--.. 1, L T GT ABODE r- - - i I I H2.5 TO BEAM M54 ® I -a - -iT 'I CT- •J + x1l A I -n• pp w LEDGER Y 6PDCT ABOVE 15 m I i 59.3 0)o 13'."(9)i"RIGICLAM LVL B CID m : LANDING F.F. AT+7-0" . 11 4k4 POST FROM +T-0' ABOVE LOWER F.F. rn V+�'II T. +8'-1" ABV. LAW FF. 2x6 AT 16- O.C. o 'x STAIR i n VeIY XI FRN G. 1r4" ATf" RIGICLAM LVL -B I M 97A 1 w I FRA�}ING m 1"r I M BUNDLED V/ V i I ml I STUDS ABV. , V �` I 12'!mo j 6x6 V I n __, I DN TO -• T 1.4.-IG=A,I ADR ENTRY t ¢I WI WI WI RAISED FLOOR w.1 m1 m l m1 (DOT FILL) x SEE LEFT-- -..'...*::::::::::.::::: I mIE.a I UI "I F-- I 0,1 �I �, BI x, N.II w1 1 :. '�"' .1 I 1 1 lc 8G El- FB S'M 1 ME3 I I GT ABOVE ® ;666: ,(.1 : c;:: "BE;I` V*1 O14" CAS"'ADE S.L HD2 "4 1 qar - _ I1 1 Imo/' 'x6 HDI 13'-x.,,." 9 'IGIDLAM LVL : HUCO 1.81/9 / BUNDLED STUD HUCO 1.81/9 9,3 FOR HEADER ABOVE UNITMIDDLE FLOOR E-6(D) FRAMING PLAN FRENCH REVIVAL 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 9 of 58 • $ (2)2x10 FB TOP @+10'-1Y" • Gni_± UNDER (2) 2X10 EDGE OF '1,11O n PONY WALL SUBFLOOR 1 14.75" TO RAISED BENEATH 1 ; 1 I SSP FRAMING PLAN I I TOP OF ISIS 1 VL EtKGI i 0+10'-1Y" 1 i ,,I ILE FLOOR WALLS ABY.LOW F.F. 1 'irimT 1I P PLATE +8'-1" i--s S9.3 I 1 i 2x10 LEDGER HOLDOWN STRAP : I TOP 0+10'-1Y FROM ABOVE ! L. 1 I ilD - 12 I I - PLATE +8'-1" S9.3 UNIT E-6(D) RAISED MIDDLE FLOOR FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 16043_2016.10.06_River Terrace(Lots 5-9)_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 g Panted 19 DEC.2013 6:39PM A1tt 76U ` 'a :,'b ,, ,,.✓, . .fix sF % ..�,' Via., 77" / ,:z-e rjtl .1...•41:.,:&„ Y t;i,,: Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Wdod e4ta esigin U61 _ ;. � Z ;: r 'y:' '''• , fns z*** c zboCPtli;R, aSFE 745 BEAM Size: 2-2x6,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.750 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=8.330 ft Design Summary 4• 's°$ Max fb/Fb Ratio = 0.635. 1 fb:Actual: 700.00 psi at 1.750 ft in Span#1 Fb:Allowable: 1,102.10 psi -- Load Comb: +D+L+H Ill ID Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 R,2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.47 0.54 0.36 Live Load Deft Ratio 1290>360 Total Defl Ratio 852>180 Wood:Beam, esig UB2 '_z. �� -_ N4s a ''�.� a ,.;,,, 1 y. '§ i iCculatto °; .rY.� '� .,3,�`" .at�. �' Vis,fEiCs2!! 'iB�i+ 1T,1ttSf;:l*445i". BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.347 1 Va NW fb:Actual: 352.07 psi at 3.250 ft in Span#1 r- ` qi > Fb:Allowable: 1,013.55 psi , �� � , , Load Comb: +D+L+H • Max fv/FvRatio= 0.179: 1 A A fv:Actual: 26.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.042 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 Woody n 'U63 .: rye C Tat ons" r1005, s$C 0&,r40007.Astt 145 BEAM Size 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary °fit inbe Max fb/Fb Ratio = 0.082. 1 fb:Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi ' °' � ,'� Load Comb: +D+0.750L+0.750S+H •'" ' • Max fv/FvRatio= 0.070: 1 A A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 ft,4x10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152 >360 Total Defl Ratio 13898>180 16043_2016.10.06_River Terrace(Lots 5-9)_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 Pnn.e:19 DEC 2013.6:39PM Muf 11e mss' /f C e .e d " : $i 3 f,, 6 1,m mpwily .' ! ,' : --mo., , .x 1;.' 08:53A3tV- .. .3' Lic.#:KW-06002997 Licensee:c.t.engineering Woos Beam DiVglnih UB4 41.,„„ . _: ts., r',I Icul,,a s 2005 - G 2000 2007'ASCE 5: BEAM Size: 6x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.0 ft Design Summary Max fb/Fb Ratio = 0.934. 1 D 0.0720 S 0.10 fb:Actual: 786.29 psi at 7.500 ft in Span#1 Fb:Allowable: 841.45 psi Load Comb: +D+S+H • _. s,v.,, . a.,, . ° x • Max fv/FvRatio= 0.313: 1 A A fv:Actual: 43.25 psi at 0.000 ft in Span#1 15.0 ft, 4x12 Fv:Allowable: 138.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.212 in Downward Total 0.365 in Left Support 0.54 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.54 0.75 Live Load Deft Ratio 848>360 Total Defl Ratio 493>180 Wooeamgill UB5 -,445,'' 07" f.'; r', '%ti Ca pons per 2005`4DS,IBC2006,'CSC 2007,'ASb 7.05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary D 0.09750 L 0.260 ::: Max fb/Fb Ratio = 0.165. 1 - s fb:Actual: 153.55 psi at 1.750 ft in Span#1 Fb:Allowable: 931.44 psi %� � Load Comb: +D+L+H • Max fv/FvRatio= 0.126: 1 A A fv:Actual: 18.94 psi at 2.730 ft in Span#1 Fv:Allowable: 150.00 psi 3.506.2-3x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SW E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.17 0.46 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.46 Live Load Defl Ratio 12241 >360 Total Defl Ratio 8902>180 Wo• $ $dam D$gn UB6 r. ,. ,.. .. . ', :•✓� • Cakuil' � per 28t5i4DS,Ili i0OCG130 2001 ASCE 745,' 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-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=6.50 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary 8009 -actiS9) 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 ,� '.' $_ .W• Load Comb: +D+L+H 1111 Max fv/FvRatio= 0.163: 1 A A fv:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 n,2-3x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.20 0.39 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.39 0.08 Live Load Defl Ratio 7849>360 Total Defl Ratio 5486>180 16043_2016.10.06_River Terrace(Lots 5-9)_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 ,-3 111a I e S I�1t B�; r i 1 .16 Lic.# KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams Woad Beitil eDesign 4E31' ,' -4 xe• _ � [ iat ! 2405 fiDS:10G 2b0+6 13C 200,/,ASCE 745 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=20.0 ft Design Summary D 030 L(0.80 Max fb/Fb Ratio = 0.555. 1 •��_�� fb:Actual: 565.04 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fv/FvRatio= 0.455: 1 A A fv:Actual: 68.28 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.05,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.016 in Left Support 0.45 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 1 20peS�c�r Live Load Defl Ratio 3041 >360 Total Defl Ratio 2212 >180 ;WoodBern e ` .,,.r._. `' a- �. MB2 ` Catcctl aUons per 2005 NOS`IBC 2006.:.CSC 2007,ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!' 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=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 POEM w Max fb/Fb Ratio = 0.913. 1 &6°0',', L`t44 fb:Actual: 848.86 psi at 1.400 ft in Span#1 , Fb:Allowable: 929.74 psi - Load Comb: +D+L+H • Max fv/FvRatio= 0.803: 1 A A• fv:Actual: 120.38 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 n 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 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 13 of 58 CT ENGINEERING ulc 02ckerson St. Seattle, RIVER TERRACE I N C 98109 WA Project: Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 MB3 a 6o/7,+ 2-) C4ot• 2slos") 4- 4-' (dew vsrst* . t ,'(z5ti-? PP' rr►? #i► ✓�_ 19 f7(e =. S 7 3 3 '- 'S IS)crn • 16043 2016.10.06 River Terrace(Lots 5-9) 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)285 061,8,E Lic.#.KW-06002997 31.a'er .Y3 `_1 Licensee c t;engineer• ing dBLaTI sins MB4 t 4 ' 0.'". a 005ISIBC 206, B6401 ,ASCE� , BEAM Size: 5.25x11.875,Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Pr!! 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.605. 1 010 41.01 fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 D(0150 L(040) Fb:Allowable: 2,866.74 psi Load Comb: +p+L+H .e<;., Max fv/FvRatio= 0.455: 1 A ��� ��" ""�" • fv:Actual: 132.02 psi at 0.000 ft in Span#1A Fv:Allowable: 290.00 psi 15.50 ft5.25x11.875 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477>360 Total Defl Ratio 347>180 Wo9d Beam' eslgn *MB6 ,." ' 0 �� fist ul a wvos t9 iB 6,�i�7,;ASCE #ivp. BEAM Size: 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.50 ft Design Summary Max fb/Fb Ratio = 0.990. 1 D(0.06750)L(0.180) fb:Actual: 689.04 psi at 7.500 ft in Span#1 Fb:Allowable: 695.89 psi � � Load Comb: +D+L+H • .. ��� � � ..,,. ,, ,,� �. ��%� �� Max fv/FvRatio= • A A 0.283: 1 fv:Actual: 38.45 psi at 0.000 ft in Span#1 15.0 ft, 6x12 Fv:Allowable: 136.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.227 in Downward Total 0.313 in Left Support 0.51 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 1.35 Live Load Defl Ratio 791 >360 Total Defl Ratio 575>180 16043_2016.10.06_River Terrace(Lots 5-9)_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 p .1 Itr ii,.., A A T ,�� .�Fie ,.`... `, i a 3 8 3 Lic.#:KW-06002997 Licensee:c.t.engineering ' l = ,:a: 7ta it g'Pe?;�5,ND,„,. S>>I c 2ii t A4c, E'7 35 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-PrIl 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=-0.0150, L=-0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.213. 1 D(0.$1on� L%O 0) fb:Actual: 201.88 psi at 6.250 ft in Span#1 ,SS i Fb:Allowable: 946.00 psi Load Comb: +D+L+H „ , ..,<� �..�,<. „ ,^ - ' Max fv/FvRatio= 0.064: 1 A A• fv:Actual: 10.96 psi at 11.750 ft in Span#1 12.50 ft, 2-2x10 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.000 in Downward Total 0.000 in Left Support -0.06 -0.17 Upward L+Lr+S -0.058 in Upward Total -0.079 in Right Support -0.06 -0.17 Live Load Defl Ratio 2606>360 Total Defl Ratio 1895>180 W d Be p ign MB9 0 Calculates iiiir 2005 NOS tft 2006 pao2007,ASCE 7.15:r BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.010 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0.413; 1 oro O7 O Lao 20) fb:Actual: 1,511.55 psi at 1.018 ft in Span#1 Fb:Allowable: 3,663.90 psi fi Load Comb: +D+W+H 9 „ -x,.-%.., Max fv/FvRatio= 0.603: 1 A• A N:Actual: 298.89 psi at 0.000 ft in Span#1 Fv:Allowable: 496.00 psi 6.50 ft, 3.5x9.5 Load Comb: +D+W+H Max Deflections Max Reactions (k) D L Lr S W S H Downward L+Lr+S 0.021 in Downward Total 0.120 in Left Support 0.28 0.65 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.65 1.17 1.19 Live Load Defl Ratio 3743>360 Total Defl Ratio 650 >180 16043_2016.10.06_River Terrace(Lots 5-9)_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= 1.00Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo.Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss=0,97;` Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 " Figure 1613.3.1(2) Figure 22-2 Latitude=45.43 - N Longitude= -12217 W http://earthquake.usq s.qov/d esi cinmaos/us/apolication.oho htto://earthquake.usqs.gov/hazards/ 6. Site Coefficient(short period) Fa= 111 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 Skis=Fa*Ss Skis= 1.08 EQ 16-37 EQ 11.4-1 SM1=F„*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SDI= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs=D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = 0 Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= 0 Max. Max. 11.(N&S) Wood structural panels. - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor Uo= 3,0 °': N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD=4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - -- N/A Table 12.2-1 12.(E&W) Response Modification Coef. R=6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor no= 3.0 ' N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 ......_____________............... 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv,Lateral Force - Table 12.6-1 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 17 of 58 SHEET TITLE: CT PROJECT#: Unit E6(D) SDs= 0.70 h„ = 25.92(ft) SDI= 0.44 X = 0;75ASCE 7-10(Table 12.8-2) R= 6.5 C,_ 0.020 ASCE 7-10(Table 12.8-2) 1E= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.41 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=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=(Sol*TL)/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,x = DIAPHR. Story Elevation Height AREA DL w. w. *h;k wX *hzk DESIGN SUM LEVEL Height (ft) h;(ft) (sqft) (ksf) (kips) (kips) Ew1 */ ,k Vi DESIGN Vi Roof - "25.92 25.92 693 0.030 20.79 538.8 0.49 2.36 236 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 E11.4= 4.79 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 18 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: 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.= 34.9632.96 ft. --- _. .............................._............__ Building Width= 19,0 40.0 ft. Basic Wind Speed 3s,coeFt=' 95 95 mph Figure 1609 Figure 6-1 Exposure= B B Roof Type=l Gable Gable Ps30 A= 16.1 16.1;psf Figure 6-2 Ps3o a= ',11.0 11.0 psf Figure 6-2 Ps3o c 12.9 12,9'psf Figure 6-2 Ps3o o= 8,9 8.9I psf Figure 6-2 N=' 1.00 1.00 Figure 6-2 Kt= 1.00 1.00 Section 6.5.7 windward/lee= 1.00 0.61;(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) N*Ke*lw*windward/lee : 1.00 0.61 Ps=N*Kzt*I*pas= (Eq.6-1) PSA= 16.10 9.82 psf (Eq.6-1) Ps s = 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) Ps A and c avereaa= 14.5 8.8 psf Pse and o average= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2*2a= 7 28 MAIN WIND•METHOD 1 PER ASCE Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.00' 1.00 1.00 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA As Ac Ac wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 VI(N-S) V(N-S) VI(E-W) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof --- 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 AF= 626.2 AF= 1318 6.3 8.0 V(n-s)= 8.32 V(e-w)= 9.93 klps klps kips klps 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 19 of 58 CTSHEET TITLE:PROJECT# Unit MAINE6(D)WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE : MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind (S DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD ) SUM WindRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0,00 0.00 : 0,00 0.00 3.38 3.38 4.04 4.04 3rd(uppr) 8A8 17.83 17.83 .0.00 0A0 0.00' 0,00 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00 0.00 : 0.00; 0,00 2,53 8.32 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(S-S)= 9.93 kips kips kips kips DESIGN WIND-MinjPart 2/Part 1 ASD Wind(F-B) Wind(SS) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08 17.83 17.83 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.92 8.92 8.92 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.92 0.00 0.00 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 9.93 kips kips 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 20 of 58 Design Maps Summary Report UNS 11 Design Maps Summary Report User-Specified Input Building Code Reference Document 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 f ! evertor, , . ---',45,«;(-,..mg,-=.4%--4i--,.-=-L-4,',,f------ „X,,,k'orii" ••-' ,t fg,;:;y-t --W- ,r. ';4-4,L.,- � �' = detalse Lake t' swego ` $$ �'xt -'NytO h _syr ti _�� �` �a ; - 1��Q City D�t'�i "� � ' a � £ T, lifi � �di i s �y fi i /g.■uu apibiest USGS-Provided Output S5 = 0.972 g SMS = 1.080 g SDS = 0.720 g S, = 0.423 g SM, = 0.667 g Su, = 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 NEIiRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.44 110 a 72 0_ 0t. 0.77 71.E 01 044 0.12 0.x12 0,2l 0.22 a.ts 0.11 0.00. 0.00 0,00 0.00 0.20 0.40 0.04 0.00 1.00 1.2'0 1,40 1,40 1.00 2..0* 0.470 0.20 0.40 0.00 CIO 1.00 1.20 1.40 1.02 1.00 200 1( ) Pettio41.T(s Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 16043_ 016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 21 of 58 2 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... lams Design Maps Detailed Report International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain S1). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)(1'3 SS = 0.972 g From Figure 1613.3.1(2)L2' 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 N or Nth S. A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength s, < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 I6043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 22 of 58 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period S5 <_ 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss > 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.972 g, F. = 1.1.11 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period S1 <_ 0.10 S1 = 0.20 S1 = 0.30 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 S1 For Site Class = D and Ss = 0.423 g, F. = 1.577 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 23 of 58 Equation (16-37): SMS = FaSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SM1 = F,S1 = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % SMS = % x 1.080 = 0.720 g Equation (16-40): SD1 = % SM1 = % x 0.667 = 0.445 g 16043_2016.10.06_River Terrace(Lots 5-9)_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 S,s I or II III IV Sin < 0.167g A A A 0.167g <_ SDS < 0.33g B B C 0.33g 5 Sm < 0.50g C C D 0.50g <_ Sos D D D For Risk Category= I and Sos= 0.720 g,Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sol I or II III IV SD, < 0.0679 A A A 0.067g 5 So, < 0.133g B B C 0.133g 5 So, < 0.20g C C D 0.20g <_ SD D D D For Risk Category= I and So, = 0.445 g,Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 25 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 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. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL Or. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Row Unet Uaum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pit) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A,3a'"130.6: = 6.8 6.81,00 0.10 0.68 0.00 0.47 0.00 1.00 1.00 70 P6TN P6TN 101 3.80 2.05 0.29 0.29 5.45 1.52 0.65 0.65 0.65 A A.3b 206.9 10,0 '-10.0 1.00 "-0.10' 1.01 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 1.09 .0.00 0.00 0.00 0.00 0.00 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.30 146.6 11.7 11.7x- 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 EVwb 3.38 EVEO 2.36 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer "" denotes a TJSB 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 26 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 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= 5.79 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Use,. OTM ROTM Unet Ueum U.,,m HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.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 . Alb _ 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 6.0 6.0 1.00 -0.16 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.21, 115.7 11.3 11.3 1.00 0.15 0.40 0.50 0.27 0.35 1.00 1.00 55 P6TN P6TN 80 5.57 8.54 -0.28 0.09 8.13 6.33 0.17 0.70 0.70 C C.2c 138-. 13.4 13.4 1.00 0.15' 0.48 0.71 0.32 0.50 1.00 1.00 61 P6TN P6TN 89 7.39 12.15 -0.37 -0.01 10.75 9.00 0.14 0.66 0.66 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 -,0,0 0.0 ;-1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1;00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 '1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 QO'"1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 ' ; 0.0 1.00 :0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00-- 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-. - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 = ;0.0 0,0,-`1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 00.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 = 0.0 0.0 .:1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ", '.0.0 0.0 1.00 :0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 692.7 55.4 55.4=L eff. 2.41 3.38 1.62 2.36 1.00 EV,M„d 5.79 EVEQ 3.98 Notes: * denotes a wall under a discontinuity "' denotes a wall with force transfer "' denotes a TJSB 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 27 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E6(D) Diaph.Level: 2nd(main) Panel Height= 9 ft• Seismic V I= 0.81 kips Design Wind Fa V I= 2.53 kips Max.aspect= "'3,6 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.79 kips Sum Wind F-BVI= 8.32 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall Logy eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet U,,,, OTM ROTM Unet User', Usu, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A,1a" 0 0.0 0.0 "1,00 0,000.00 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.111 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 6,0 5.0 1.00 0,00 0.53 0.50 0.17 0.34 1.00 1.00 101 P6TN P6 206 4.56 0.00 1.05 2.27 9.26 0.00 2.14 4.29 4.29 B B.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 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G C.ia 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 46.8 ' „ 6.0 6,0 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.10 187,9 19,3 19.3 1,00 0,15: 0.69 1.57 0.22 0.82 1.00 1.00 54 P6TN P6TN 117 9.37 25.01 -0.84 -0.85 20.29 18.53 0.10 0.75 0.75 0 : 0.0 0.0 - 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 . 000' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, 0,0 > 0.0>; 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 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` 0.00 000 0.00 000 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00" 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 .,1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0-` 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 '' 0.0 1.00 0;00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0` 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1,00" 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 "" ,0.0 0.0 1.00 . 0.00; 0.00 0.00 0.00 000 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 '. 0.0 0,0 1.00 000 000 000 000 000 100 000 0- - 0 0.00 0.00 0.00 000 0.00 0.00 0.00 000 0,00 0"' 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 . 1.00-:""000 0.00 0.00 0.00 0.00 1.00 0.00 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 0.00 000 0.00 0.00 0.00 0.00 0.00 0 0o_00 100 000 000 000 000 000 100 000 o- -- 0 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0 0.0 `;0.0 1:00 000 000 000 000 000 100 000 o- -- 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 EV nd 8.32 EVEQ 4.79 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer "" denotes a TJSB 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 28 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 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+0.7pQe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. EQ. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL off C0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Uo., U,,,m OTM ROTM UM U„„„ US., HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Of) (Pit) (kilo-ft)(kip-ft) (kip) (kir)) (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\ y./47 1 1.3b 173.3 3.0 3.0 1.00 0.20 0.61 0.00 0.61 0.00 1.00 0.75 351 P4 P6 202 6.31 0.72 2.40 2.40 4.85 0.54 1.85 1.85 2.40 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- o o.00 o.00 o.00 o.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 , 0j 110) 4 4.3a 346.5 7.0 10.0 1.00 0.15 1.21 0.00 1.21 0.00 1.30 1.00 225 P6 P6 173 12.63 4.20 1.33 1.33 9.70 3.15 1.03 1.03 1.33 4 4.3b 5E-04 0.0 10.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 #####N.G. P6 173 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 13.0 13.0=Leff. 2.42 0.00 2.43 0.00 �'Vwind 2.42 LVED 2.43 Notes: denotes a wall under a discontinuity "" denotes a wall with force transfer '"" denotes a TJSB 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 29 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 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)D+0.7pOe 0.6D+W per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall LOL eff. C n w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Rorm UMi Ueun, DIM R0TM Une, U,,,,,, Ue,n„ (sqft) (ft) (ft) (cif) (kWP) (kip) (klP) (kip) p (Plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (klp-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 f to,rro G 1 1.2b 56.83 3.0 3.0 1.00 0.20 0.14 0.61 0.14 0.61 1.00 0.67 484 P2 P6 249 8.71 0.72 3.42 5.82 6.73 0.54 2.65 4.50 5.82 w►.yrLv633 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 346.5 3.5 8.0 1.00 0.20 0.86 0.00 0.84 0.00 1.00 0.78 399 P3 P6 246 9.78 2.24 2.66 2.66 7.76 1.68 2.15 2.15 2.66 ini'j- D - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 R10(451 At y1-Zp re 55 4 4.2b 3E-04 0.0 10.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00##i#f#N.G. P6 256 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 18.5 16.5=L eff. 1.72 2.42 1.67 2.43 EV,„nd 4.15 f,VEo 4.10 Notes: * denotes a wall under a discontinuity *" denotes a wall with force transfer *** denotes a TJSB 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 30 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E6(D) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic VI= 0.84 kips Design Wind F-BVI= 1.81 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.93 kips Sum Wind F-B V I= 5.96 kips Min.Lwall= 2.57 ft. . (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-08 HD Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLrf Ca wdl Vlevel Vabv. Vlevel Vabv. 2w/h v1 Type Type v1 OTM R0TM U,.i Us„m OTM Ram Unet Us= Us„m (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Plf) (Plf) (klO-ft)(kip-ft) (WO (kip) (Hp-ft)(0-ft) (WP) (WP) (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 (,rliuK 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 -6,84-- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 346.5 3.5 10.0 1.00 0.20 0.79 0.86 0.36 0.84 1.00 0.78 572 P2 P4 471 14.02 2.80 3.96 6.62 14.84 2.10 4.50 6.64 6.64 klitai 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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-K,0.12 1.78 '71.30 0.44 2775** ** 1028 22.20 1.20 15.75 19.70 18.50 0.90 13.20 16.29� 4 4.2b 116.4 2.0 10.0 1.00 0.15 0.26 0.00 :0.12 0.00 1.00 0.44 178** ** 132 1.43 1.20 0.17 0.17 2.38 0.90 1.11 1.11 .d CJ'101444 j J 797.2 19.0 19.0=Leff. 1.81 4.15 0.84 4.10 pp,, EV„;;,d 5.96 SVEQ 4.93 0let* 4Z�Z/ Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 31 of 58 ESR-2652 I Most Widely Accepted and Trusted TABLE 3-STRONG-WALL6SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIESt'''a Seismic(SDC C-E) .` Wind(8DC A-B);' Nominal " r rift at Hol"0wn Drift at Hold-down Model No Width Height Allowable-:.. Allowable: Upiitt::4 t Allowable Uplift at hn). pt) shear(lb.) shear pnj S e bis shear(lbe)f hl-'i Shear ) SWSB 12x7 12 78 ! 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 I 5600 0.30 13495 6160 0.33 14845 s'I SWSB 24x7 24 78 ' 10300 0.29 20800 10400 0.30 21000 SWSB 12x7:5 12::.- 8515 2520 032 ;' 9920 •,' 2770 '0:35 10906 .,..-1 :o SWSB 18k7.5 18.:;• 85,5. ', ,5380 .: 034 14215 ' 5910 0:3i- '15616 a , _ m:.• SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 a••• SWSB 18x8 18 93.25 5150 0.37 14840 5665 0.40 16325 SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWSB 12x9. :. 12.-; 105.25 1580 043,,: 9570 :;1780 0,48 10780 ': SWSB 18x9.' 18,:',:: 105.26 3810 0.43,-! ` 13770 . 4180 051 '15105 SWSB 24x9..' 24';.": 1054.5- '78.10 0 44 21280 8590 .'....0.47;::,., . •23406 is., SWSB 12x7 12 78 1 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 .;:j; SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 SWSB12x75 12 'i 855;:' 1200 - 031 9450 "--1320 .038_ •,.:10390 ,";: c- SWSBI8x75;.. .18, 855;; '2!325 033 , .:? 13870 • t 2865 040: '-15245 6-1 SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 c. SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 :ice-; };;i SWSB 24x8 24 93.25 ! 4435 0.37 21415 4880 0.42 23560 i:: SWSB 12x9 12 : 105.25 790043 9570 :;890 048'x. .:10780 ;'..°-. SWSB 113).q..,y,t 18 105 25> 1905 043 - 13770 ;:2090 051 -' ,;;15105 •. SWS824x9 24 :L 105125: ', 3905 042 21280 4295 047;; ..23405 For Si:1 Inch=25.4 mm,1 lb.=4.45 N,1 pft=14.6 Wm. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 2Hold-down uplift at allowable shear is based on a moment arm of 8.688 inches,14.563 Inches and 19.313 inches for 12-inch,18-Inch and 24-Inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-Inch panels 93.25 inches or less In height,respectively.In-piane'shear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No increase for duration of load Is allowed. aPanels may be trimmed to a minimum height of 7431 Inches.For panels trimmed to a height less than 78 inches,use allowable shear values shown for 78 inches height.To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,Interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 32 of 58- 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA Project: pate:. 98109 (206)283-4512 FAX: Client: Page Number: (206)285-0618 -(P F%s _-04.11 , --_-_-_-4-0` \ .5.: ,I IA P 1S ___ ________ 2.__ _ _ ____4 ,„,V . . 1 ' I i i i ( . I 1 r . , . , i .- p I-- - 'I 1 P 1if -16 ! -.` -1J .Lt,,,,,rk � , 1 , .�, 4 71,1 ) ?'., ce __ . . i i . t .J (z5tis) • , 40 ::s (4.„)( 76T) 4- Z( 1,4)( 40 ) 4-(2, N-Y6 )gt)v e\.__V' ) -7,,d, pC 9iToB5f- F3e6 i b-' -13 - (4-1--,Y7 9-.0,) -.__ 2669-0c--- L. ►SG i+4J' 1LII M ti„ v . 1e� : 6\ x t5 -P 4,)(4) /*.ti - 1-0-9-1-151 _- 2,(39-41 lb' s - 2t37- — &csv 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 33 of 58 Structural Engineers B E2 ' ROOF BELOW 15'- COMMON WALL 1� EXTENT OF 9-8. 10}2 _5- 8'zt 1-HR EXT. 4'-10" , WALL PER ' DETAIL 3/D 6-0 5 0 SL -. _� COMMON WALL ��— -EGBESOY� -� WALL L m I � j Bedroom 2 " a I e a a`S m 0 FIREPLACE VENT •/ I 2.-1)14" /2 1'-83/ x ri i 4 I ,N II I , m C 24•TB i t 2irk 2-0BIFOLD Lar 11 `o= 5 ' I ATTIC 4 r__II _o I ` ICE SHOWER II, 11--* 'd Iv M. Bat 11--r - j 30 to _ '-4 HCW I = w LOW WALL 4-10y 3-6 4 u 42.A.F.Fti . m IN SEE SHT. 1P C US FOR I O STAIR ♦ I 49 DETAILS RADON REDUCTION SYSTEM, I ink 11�, H :C. CIF Master Bedroom e I RAISED CEILING j • 0+9 3 " AEV UPPER:FF 10 I ..... ... EXTENT OF 5-0 4-'6 SL - e e 1-HR EXT. EGRES WALL PER DETAIL 3/D1 I I I I I I I I I yyj t 4'-1r t 4'-9. 11_g•I B-8. 11-�•• 2-5• j UNIT K-6(D) UPPER FLOOR PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 34 of 58 COMMON WALL 020 { r k607 ABbV p5 FL COMMON WALL o GUARDRAIL AT+42" o _ ABV. DECK S1RFACE o L t { 4-3' 43 5 3" U 11 { 1 Deck j y W I j '' FLOOR!ABOVE j °' I 1-61.1-5-• SN 6-0 6-10 SGD F I mum I Living SAFETY CV I I I TILE HEARTH (OP TIONAL)— O FACTORY-BUILT I DIRECT VENT GAS j FIREPLACE-�^ m II INSULATE FLOOR OVER D — I UNHEATED SPACE N 1.I I iI-01 3.-6' ' I -/-CI ®N II a o I LOW WALL• 42" A.F.F. i-- " I i Dining ", " •• COIE LOW WALL .� I m COMMONNTNUWALL 36"ABV. GWB THRU NOSING------ FURRING TYP. v ^ War 2'-6RADON n SEE SH T. MITIGATION I UB FOR STAIR 79.11VENT STACK r"r DETAILS ` I � �• L I OPEN RAIL 0/PONY WALL: 1 UI'O TOP OF WALL +22"ABV. LANDING TOP OF RAIL +42" ABV. LANDING I I " I 'a I _ I Q° © © �© I 01 I do I vim-k 2•-6' 3_1v. INSULATE FLOOR�, OVER I I " UNHEATED SPACE FLOOR BELOW DW X11 QM0 D7 I a . 1-2 2-6 EXTENT OF • 5-0 4i6 SL �. 1-HR EXT. WALL PER DETAIL 3/01 I I 12 SIM. I j, 4'-10' 1'-10'r 2'-2' I 11-6•, 9-6" (-0- II 15-4' UNIT K—6(D) MIDDLE FLOOR PLAN 1/4"=1'-O" FRENCH REVIVAL 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 35 of 58 E2 15'--4" T { 11-103" 2•!"3'-2y• DECK ABOVE } Et COMMON WALL 1 tly o•P 0 COMMON WALL-1 U Porch { y .w ® 4-0 3-6 F-11" I -5 _ 'n w I SAFETY GLAZING j WOOD TREAD, MAXI s 3 LI , RISER B" (ADD 0 t REMOVE STEPS A 0 REQUIRED PE n I SITE CONDITION 3- %5 - m 1 e 0 C. DIRECT VENT GAS '® WATER HEATER AND FURNACE DOORS SHALL BE SELF-CLOSING 6) 20-MIN. RATED ' Tandem 2-Car 7- o I �� Garage n 1/ U OCCUPANCY I.. I WALL FINISH: 36' +--))4 GWB CEILING FINISH /4�0 UrL FURN. 43" TYPE"X' GWB UL f' !INS FIRE-TAPE ALL GWB WRAP BEAMS I- m BELOW CEILING 7 LEVEL INSULATE n I.'.'.'..: R3 OCCUP. IT I FLOOR ABOVE. _ c �1 6" " FURR DOWN - 3--6" - " FOR DUCT RUN -le INSULATE WALL ~ PER DETAIL 4/D1 -- p - TOEHEATED A PEACE Cr 1 ,, RADON REDUCTION �5� SYSTEM SEE SHT. • 141 WOOD TREAD, MAX. U8 FOR STAIR / STEPSRISER AS•REQUIRE EMOVE D+�EILSO 0 I PER SITE CONDITION, I N UP i6 ` MAX 1 TREAD) t DS O h A e `Lilo III ee . 0 1. 8-0 7-0 SOHO ", I FLparrErDVE"- — lift,I j N IROOF ABOVE j 14 5'-3Y2- } 4-82 10 2-1"k 2-5" T 1 1 Porch 9-6_ � �5-10" Jr UNIT K-6(D) LOWER FLOOR PLAN 1/4•=1'-O" FRENCH REVIVAL 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 36 of 58 --% -c N--n p 6xB HDR N < N 0 0 14 49 I HUC416 59.0 HU(j416 (2113i x20a LVL FB �J f7 r1 n n I x10 11) 4x11 /' 711-0--''‘•o II 1Nn UP TO BED 21,m I UB•IDN TO �` I 11 I�J ILA,NG Ig*., SJ I 1_ 1wJ I Ii U11�L U W , U U U�I-- U i UI 1I a FLOOR G.T. :II 6 TYP. 59.0 11 i I D3 TYP. I ' Ilj 20" OPEN 11EB JOISTS ®19.2" O.C. j 1 I II . ill() FLOOR GIRDER (3} 6 IIre==�11HIT420 I(j <iii,I I i .1 Iq TYP. l I L 1 it. 59.0 1111: I _ 1 I II I I i ♦ UP TO I I I €1 iii TYP. ® kk°111 I if 1 f-Ff BATH 1 I € 11 i 1 r S TAIf� 1 1 1 ` -=� .. I---1 , F AMING 1. _ I E I I"Ir---- \I ' 1, 4: I'( p1 l E � � � �. Ij I m� 1 DN TGO \ qa I I� DINING � I 1 . xII I .L I^ i "�-UP 10i I i i 4I I M. BATH it•1 / 1T1 13'4 x20" I1-411__/ L-_ /__� LVL FB 777777 ! I H I • °i I I I; o 11 jI d0 11 II iii I;I. .I IUP TO i I ,i DN TO I, L` J�`: M. BED11 KITCHEN a HDR (2)131"x20" LVL FB UPPER FLOOR UNIT K-6(D) FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 37 of 58 a'4 18 POST ABOVE mu59. POST ABOVE :n: emr ,,,-- '1. iiir 6x6 P.T. POST ® I WI ACE6 CAP 4 Nc g BEARING I a STUDS ABV. 2.: . LE Ar. � -T I' eii..,mm HDR 6" '.R _,Ii •ii I I I o I I9 lo o IYP. ® N I e TTP. I I r rr I 12 x, I I GT ABOVE - ® M:5 ° , �' GT ABOVE © 31i x10)¢ CA-.CAD= S.L HD' • - ©_I TYR TYP. 0 I i il� I1 1X-x914- / , 'GIDLAM LM/.I I SH W/,5.1) , I / :I 1 / I \ / I I 1 1 I \ I 1 / I I , I I MB4 `, 'I © - - °>10 CAS ADE S. j•r' ' 1 I I I ABOVI ® I //STAIR 11 "I ` I/FRAMING\ L4 - I ,V HU4101 I' ]r 3o ,„„D .TO I t "E TRY I 1 1 ,., I © � ,r '�'•-x - ASC DE '..L. 0• ',_j�y4: O J I1`/"14_ CONT. TO POST AT BUNDLED STUDS 1rx9.r RIGIDLAM LA- . ' ADJACENT UNIT FOR HDR ABV. :`:i 8 HDR J ® I' --- -- I 4x4 W/AN TRUSSES AT 24. O.C. PORCH ROOF SYMMETRICAL ABOUT THIS LINE MAIN FLOOR UNIT K-6(D) FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 38 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 20113.6:36PM wil , ,' , . 4 MO' t7sets E- muitapie.. pliine'Doom' ;I%. .:•, ,,�<', ,,; ! . //Et+tERcALC Ih1G 1 ,, .,"(3 :6,431331,Uer.6.i3.8.31..; Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Wood Beam Bisign*'UB 1 1' Ca onsr 2O0 NDS,IBC 2606,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: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 kfft,Trib=3.0 ft Design Summary Max fb/Fb Ratio = 0.327. 1 ..���`�"�� fb:Actual: 321.48 psi at 4.250 ft in Span#1 Fb:Allowable: 982.51 psi Load Comb: +D+L+H •a Max fv/FvRatio= 0.154: 1 A A A fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.50 ft,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.035 in Downward Total 0.052 in Left Support 0.42 0.51 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.42 0.51 0.32 Live Load Defl Ratio 2943>360 Total Defl Ratio 1952 >180 16043_2016.10.06_River Terrace(Lots 5-9)_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 �P�� 1113 DEC 2013 6.33PM i " 7; e 1 P 1t 3z7 .E3t Lic.#:KW-06002997 9 t3.LiceBtaild#S X8831'`."engine r :- Licensee:c.t.engineering Description : Main Floor Beams WoodBeam Desig MB1 4 . ; Ca kia t s t 05NDSjB C 2006, BC 2007,ASCE 7-D5. BEAM Size: 2-2x8,Sawn, Fully Unbraced ,, Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Wood Grade: Fb-Tension 1,000.0 psi Fc-PrII 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Design Summary D 0.1950 L 0.520 Max fb/Fb Ratio = 0.368. 1 "_'�: fb:Actual: 367.28 psi at 1.500 ft in Span#1 •Fb:Allowable: 999.05 psi Load Comb: +D+L+H IIIII IIP Max fv/FvRatio= 0.683: 1 A A fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.0 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 Bea D . � t'#'1I eS1±�it� M62 .�... ..,.�.. ..�.... _,.�.. .,. �. .. _,. <. v Calculations per 2005 NDS,IBC 2006,CBC 2007,,ASCE 7-05 BEAM Size 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 9.a0 4 Point D=0.120, L=0.320 k @ 4.50 ft Design Summary Max fb/Fb Ratio = 0.498. 1 D(0 I)150 L(0.040) 40 fb:Actual: 985.10 psi at 4.500 ft in Span#1 Fb:Allowable: 1,977.35 psi Load Comb: +D+L+H Max fv/FvRatio= 0.164: 1 A A fv:Actual: 50.69 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.0 ft, 1.75x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr 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 16043_2016.10.06_River Terrace(Lots 5-9)_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 t .� ���S� Ie � � AC • me a® o r 111337- � , Lic.#:KW-06002997 Licensee:c.t.engineering Wood�eam Design; M, B4 --10/- $ 15 C��2006 c� 2007l �����/fir / .. ' " " ci' . I lC4ian �` d 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 2400 psi Fc-PrIl 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.965 1 D 0.180 L 0.480 FbAllowable: 2 362.27 psi si Load Comb: +D+L+H at 5.750 ft in Span#1 �� r �w.„__ : • 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 Wo±t $eam Design MB5 Ca*ulabo is-Per 2005 DS,IBC 2006,CBC 2007,;lASCE 705 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point: D=0.420, L=0.510, S=0.320 k @ 10.250 ft Design Summary _ ,o, , Max fb/Fb Ratio = 0.746. 1D 0 120 L 0 320 fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 y-.- � Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H 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 Sw 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 Woo Bei Desigll�y MB6 y.. Cal�atlans ,�tiOS I+) s�2U06,, 8C 2at17,�#SGE T-t15 BEAM Size: 6x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.943• 1 D 0.0750 L 020 fb:Actual: 738.92 psi at 5.750 ft in Span#1 ' _, Fb:Allowable: 783.50 psi - 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 S w E H Downward L+Lr+S 0.119 in Downward Total 0.164 in Left Support 0.43 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.43 1.15 Live Load Defl Ratio 1158>360 Total Defl Ratio 842 >180 16043_2016.10.06_River Terrace(Lots 5-9)_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. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo.Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude=45.43 N Longitude= -122.77 W http://earthquake.uses.qov/designmaps/us/application.ohp http://earths uake.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 Slits=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SMi=FvSi SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3`SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SDt=2/3*SM1 SD1= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = 0 „ Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= 0 Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 : N/A Table 12.2-1 11.(E&W) Wed 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 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 42 of 58 SHEET TITLE: CT PROJECT#: Unit K6(D) SDs= 0.70 h„ = 25.92(ft) SDI= 0.44 X = 0.75':ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.41 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=SDI/( (R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(T2*(R/IE)) (forT>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 Si)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C** = 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 .;•;0.0301 17.94 464.9 0.49 2.03 2.03 3rd(uppr) 8.08 178317.83 598 0.030' 17.94 319.9 0.34 1.40 3.43 2nd(main) 8.92 8.92 8.92 598 0.030; 17.94 160.0 0.17 0.70 4.13 1st(base) ' 8.92 0.00 SUM= 53.8 944.8 1.00 4.13 E=V= 5.78 E/1.4= 4.13 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 43 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: 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= 1.19.0 40,0;ft. Basic Wind Speed 3 sec"Den= 110 110 mph Fig. 26.5-IA thru C Figure 1609A-C Exposure= a B= Roof Type= Gable Gable: Ps3oA= 241 24.1;psf Figure 28.6-1 Pan s= 3,9 13.9 psf Figure 28.6-1 Ps3o c= + 17.4 17.4psf Figure 28.6-1 Psao o= 4.0 --.4.0,psf Figure 28.6-1 X="- 1.00 1,00` Figure 28.6-1 Kn= 1 00 1.00 Section 26.8 windward/lee= `i1.00 0,00'(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) A*Kn a Iw a windward/lee: 1.00 0.00 Ps=A*Kztel*Roo= (Eq.28.6-1) PsA= 24.10 0.00 psf (Eq.28.6-1) ps s= 3.90 0.00 psf (Eq.28.6-1) Psc= 17.40 0.00 psf (Eq.28.6-1) Ps o= 4.00 0.00 psf (Eq.28.6-1) PsAend caverage= 20.8 0.0 psf PS 9 end average= 4.0 0.0 psf a= 3 3 Figure 28.6-1 2a= 6 6 width-2e2a= 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) 1.010 1.00 1,00 1,00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA As Ac AD AA As Ac AD wind wind WIND SUM LEVEL Height WIND SUM g (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 44.00 18.1 0 217 0 126.6 0 217 0 506.3 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 6.7 0.0 3.01 6.73 6.73 6.73 0.00 0.00 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 2.6 0.0 3.49 2.58 2.58 9.31 0.00 0.00 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 2.7 0.0 3.66 2.71 2.71 12.02 0.00 0.00 0.00 0.00 1st(base) 8.92 0.00 AF='751.3 Ar= 1582 12.0 0.0 V(F-B)= 12.02 V(S-S). 0.00 kips kips kips kips 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 44 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: 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) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.00 0.00 0,00 0.00 6.73 6.73 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00' 0.00 ! 0.00' 0.00 2.58 9.31 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.001 0.00 0,001 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)= 12.02 V(SS)= 0.00 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) VI V(S-S) Roof 8.08333 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 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 45 of 58 Design Maps Summary Report IEMS Design Maps Summary Report User-Specified Input Building Code Reference DocumentInternational 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 rp t I 4- a 3 $ els jt c y 1 1%, . T Latin USGS-Provided Output 55 = 0.972 g SMS = 1.080 g SDS = 0.720 g S� = 0.4238 SKI = 0.667 g Sol = 0.445g 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. M i it Response Spectrum Design Response Spectrum 0,00 0,72 0,00 0.Ci 0,210.00 a #s# s 0,40 0,12 #.ai 0 24 0,02 0. i13 01 u.e ar fl.i 0. 0..4004* O.li #. 1. i, i. 1402000 0 #. #. t+. 1.€ Y. 1. i, _00 Period.I{ T{ 2.00 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 far technical subject-matter knowledge. 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 46 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... ELSGS Design Maps Detailed Report International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)El' Ss = 0.972 g From Figure 1613.3.1(2)(2' S, = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs or Nw 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 su < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 1Ib/ft2 = 0.0479 kN/m2 16043_2016.10.06_River Terrace(Lots 5-9)_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 Fa Site Class Mapped Spectral Response Acceleration at Short Period Ss < 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class= D and Ss = 0.972 g,F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period Sl _< 0.10 S, = 0.20 S1 = 0.30 S1 = 0.40 Sl >_ 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 I6043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 48 of 58 Equation (16-37): SMS = FaS5 = 1.111 x 0.972 = 1.080 g Equation (16-38): SMI = FvSI = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % SMS = % x 1.080 = 0.720 g Equation (16-40): SDI = % SMI = % x 0.667 = 0.445 g 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 49 of 58 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF SOS I or II III IV Sos < 0.167g A A A 0.167g _< Sin < 0.33g B B C 0.33g <_ S0 < 0.50g C C D 0.50g <_ SOS D D D For Risk Category= I and Sos = 0.720 g,Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sol I or II III IV Spl < 0.067g A A A 0.067g 5 S. < 0.133g B B C 0.133g 5 Sol < 0.20g C C D 0.20g <_ Sol D D D For Risk Category= I and So, = 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 approach-es 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 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 50 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 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= 3.6 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 Logy en. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM Row Unet Ueum OTM ROTM Unet Usum Ueum 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 1.000.15. 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.3e 108 10.8 10.8 1.00= 0.15' 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 0 0.0 0.0- 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 131.2 10.8 10.8 1.00 0.15 0.89 0.00 0.45 0.00 1.00 1.00 41 P6TN P6TN 82 3.57 7.80 -0.42 -0.42 7.08 5.78 0.13 0.13 0.13 B B.31, 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 V wtnd 4.04 E VEQ 2.03 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer "' denotes a TJSB 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 51 of 58 1 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 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= 3,6 SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.43 kips Sum Wind F-B V I= 5.59 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL off. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Ueun OTM RoTM Unet Usum U:um HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 108 10.8 10,8 1.00 0.16 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.20 155.8 15.5 15.5-.;1,00 0.15 0.37 0.91 0.34 0.46 1.00 1.00 51 P6TN P6TN 83 7.16 16.22 -0.61 -1.09 11.57 12.01 -0.03 -0.02 -0.02 - - 0 '6.0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 0 0.0 0,0 1.00 0.15' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -0.42 0.00 0.00 0.00 0.13 0.13 B B.2b' 0 0.0 0.0• 1.00 ` 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 -0.63 0.00 0.00 0.00 -0.03 -0.03 B 8,2c'- 305.1 25.0 ' 25.0 1.00 0.15 0.73 2.02 0.66 1.02 1.00 1.00 67 P6TN P6TN 110 15.05 42.19 -1.12 -1.12 24.71 31.25 -0.27 -0.27 -0.27 0 ,.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 i 0,0 0,0 1,00 0,00' 0,00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ,0,0 0,0 1,00 0,001 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 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ,0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 :0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.09 0.00 0.00 - - 0 0 0 0.0 nn- 0,00: 0,00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 .0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 . 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 . 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 . 1.00 0.00 0.00 0.00 0.00 0.00 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 EVwnd 5.58 EVEQ 3.43 Notes: denotes a wall under a discontinuity ",, denotes a wall with force transfer '"' denotes a TJSB 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 52 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 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-BVI= 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 LDL off C0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Uaum OTM ROTM Line U0 U.„,„ HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.1a ,97,99 =;� 9,8 9,8` "1,00 0,15, 0.22 0.49 0.10 0.30 1.00 1.00 41 P6TN P6TN 73 3.60 6.42 -0.31 -1.07 6.45 4.75 0.19 0.41 0.41 A A.1ty 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 211,1 210 21,0 1.00 0,15s 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 60 "1,00 "0,00' 0.00 0.00 0.00 0.00 1.00 1.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ;" 0.0 0.0 '"1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0- 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B,ta' 142,4 11.7 117 1.00 : 0.15 0.33 0.97 0.14 0.59 1.00 1.00 63 P6TN P6TN 111 6.59 9.19 -0.24 -0.66 11.69 6.81 0.44 0.57 0.57 B B.117 137.3. 11.3 11.3 "'1.00 0,15' 0.31 0.94 0.14 0.57 1.00 1.00 63 P6TN 06TN 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 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 0. 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 04 04 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ).0. 1.00 " 0.00; 0.00 0.00 0.00 0.00 too 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 04 0,0 t00 0,00 0.00 0.00 0.00 0,00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a 0,0" 0,0 1,00 "°"0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ''" 0,0 0,0" 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 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" - 04 1,00 " 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 - 0 ";0,0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 710.8 69.7 69.7=Leff. 1.63 4.30 0.70 2.63 EV nd 5.92 EVEQ 3.33 Notes: denotes a wall under a discontinuity " denotes a wall with force transfer "' denotes a TJSB 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 53 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K6(D) Diaph.Level: Roof Panel Height= 8 ft Seismic V 1= 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. per SDPWS-08 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. EQ. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL&, C0 w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM ROTM Unlit U,,,,,, OTM Rorr,, U„ot U„m U,Om HD (sgft) (ft) (ft) (kif) (kip) (kiP) (kiP) (kiP) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (klp-ft)(kip-ft) (klp) (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-- 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 P40 0.00 0.00 0.00 0.00 0.00 1.90 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 10.83 2.56 2.48 2.48 0.00 0.00 -0.00 -0.00 0.00 /�L�iTzF _ 0 0.00 0.00 0.00 0.00 0.00 0 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-- .00 0.00 0.00 0.00 M- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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-- -- 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 Wt y.7-il'e, 693 8.0 8.0=L eff. 0.00 0.00 2.08 0.00 I'.V,,i,w 0.00 EVEQ 2.08 Notes: denotes a wall under a discontinuity denotes a wall with force transfer ""' denotes a TJSB 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 54 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 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+0.7pQe 0.6D+W per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall LOL,a_ C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROT,,, U,., U,,,, OTM ROT,,, U,,,, U,,,,,, U,,,,, (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (piO (pit) (kip-ft)(kip-ft) (kip) (kip) (klp-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 348.5 4.0 8.0 1.00 0.20 0.00 0.00 0.86 1.04 1.30 0.89 695 P2 - 0 22.24 2.56 5.90 8.38 0.00 1.92 -0.58 -1.15 8.38 G/Wort 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)44.'7) .. 693 8.0 8.0=L eff. 0.00 0.00 1.72 2.08 7:,V,,b 0.00 LVED 3.80 Notes: * denotes a wail under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB • • 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 55 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit 1(6(D) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.86 kips Design Wind F-B V 1 a 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. perSDPWS-08 (0.6-0.14Sds)D+0.7 p Qe O.6D+W Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall La,e. C0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Ron, U,,, U,,, OTM Ron,, U,,,, U,,,,, U,,,,,, (sqft) (ft) (ft) (kif) (kip) (kiP) (kip) (kip) p (Of) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 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 t iOQ9' 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 Kg-00 I4 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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"--- 4 4.2b 6E-12 0.0 11.3 1.00 0.15 0.00 0.00 0.00 1,.90 1.30 0.00 "" "" 0 22.24 0.00-33.35-24.97 0.00 0.00 0.00 -1.15"""" !)VI4 0�1 693 21.5 21.5=L eff. 0.00 0.00 0.86 3.80 EV „e 0.00 �'VE0 4.66 51.0 131.2X$ Notes: * denotes a wall under a discontinuity 1,d 0 .e denotes a wall with force transfer """ denotes a SIMPSON SHEARWALL C,.........---- ' 16043_2016.10.06_River Terrace(Lots 5-9)_Caiculations.pdf Page 56 of 58 ESR-2652 I Most Widely Accepted and Trusted TABLE 3-STRONG WALL°SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES1 3 Salon*(SDC Oa) . . . Wind(SDC A-B•' Nominal Drift at HD.d°w" ` Drift at Hold-down- Height Allowable::. Up11R at Albwable Upll t at_: Modal No :, Width Allowable Alloyvle; Allowable (Mr Oar' Sheq�(lbs): Shear(In) Allowable (ba) Shear(!ba)' Shaer(Inl' Shear(lbs) : SWSB 12x7 12 78 I 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 5600 0.30 13495 6160 0.33 14845 `I SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 SWSB 12x7:5 L 12:::. 85.5 .2520 032 " 9920 2770 035,.. •10905 SWSB 18X7 18. 85,5. 5380 034 14215 1 5910 0 37 ,, ''15815 ' s i • SWSB 12x8 12 93.25 2310 0.35 9915 ' 2540 0.39 10905 .,',.2,.... SWSB 18x8 18 93.25 5150 0.37 14840 5665 0.40 16325 SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWSB 12x9', 12'. 10525 1580. 043 '' ' 9570 :.,1780-..,,-..- 048" ;:10780 ;: SWSB 18x9 ;' "Ai'1. .105.25 3810 043 7! :13770 '.:4180 8.81:: `15105 SWSB 24x9 '- 24 10525. ,.i,818:.... 042 21280 8590 :.-:8.47::' -23405 u SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 SWSB 12x7 5 .-12..-;.., 85,5; ` 1200 0 31 9450 1320 038- 10390 o SWSB 18x7 5. 18 85.5,;,..... . ....:26.1*; ...0.33 , 13870 2885 040.`: 15245 m-i SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 4;oU: g '' SWSB 18x8 18 93.25 9 2450 0.36 14120 2695 0.43 15530 ;-0 SWSB 24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 j 12 10525 790 .043 9570 890 -,',.,,,,,,:....;11.45'-,,..:'..;-. .10780 - SW3B 18.0!p,.;.;...,,..'.:181:......: '..',.100,25.- 1905 :.. 043 13770 ./2090 .:0.51.'4;:l ,?:15105 SWSB 24x9 24 105.25 3906 0 42 .,!;:::;t.'. 12:66'-.-:,:.::•:, ;`4295 0 47;:;i 23405 For SI:1 Inch=25.4 mm,1 lb.=4.45 N,1 elf=14.6 Wm. Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 2Hold-down uplift at allowable shear Is based on a moment arm of 8.688 Inches,14.583 Inches and 19.313 Inches for 12-inch,18-Inch and 24-Inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-Inch panels 93.25 inches or less In height,respectively.In-plane'shear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load is allowed. 3Panels may be trimmed to a minimum height of 7431 Inches.For panels trimmed to a height lass than 78 inches,use allowable shear values shown for 78 inches height To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 57 of 58 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: Date:• (206)285-4512 FAX: Client: Page Number: (206)285-0618 __ ____________LAp(_.._ _____+, ,A, . 7______ IT . jic I _164 D-----1-5----7 - if ._ .1 _ . Y 1 -I__---_-:_.i 1i 1 II- ir 7 1- ' '' -- . ...!. MI mg (.. \ \"- PO (•'4k (2 ) (-4-) ) • . 4- 1( )912) 4/3#14 -)--(Z)(Ue-, 40/-16-'2) ---------7-4-67517"---- Lb pCF- 9iDo 95F- f3.e( )b,-, ---1.3 -- AY-2-9-0() --- 6,69-1 Of---- i,SG M►N, d�'t W? - T�'P U, V, v . ... 4\6\ l5f P'_ L2t-zi)(4) j. --i-i3)- 4-0t)5 .-- 2,(3 - lb' 54' (5.7--• = csv I b� O --- ✓ 16043_2016.10.06_River Terrace(Lots 5-9)_Calculations.pdf Page 58 of 58 Structural Engineers J6 MAIN 1-25-16 ti Roseburg 2:28pm A Forest Products Company 1 of 1 CS Beam 2015.7.0.1 kmBeamEngine 4.13.10.1 Materials Database 1543 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 0' 0.00" 0 100 Live Point(PLF) Top 0' 0.00" 50 34 Roof / 200 1060 1430 0 0 13 / / 2690 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 2' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 678# -- 2 12' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 1030# -- 3 26' 9.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Roof Dead 1 369#(277p1f) 82#(62p1f) 309#(232p1f) 2 832#(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.W 44% 20.22' Odd Spans D+L Negative Moment 1302.'# 2820.'# 46% 12.5' Adjacent 2 D+L Shear 579.# 1220.# 47% 12.5' Adjacent 2 D+L Cant.Shear,Lt 317.# 1220.# 25% 1.99' Total Load D+L End Reaction 418.# 1151.# 36% 26.75' Odd Spans D+L Int.Reaction 1030.# 1775.# 58% 12.5' Adjacent 2 D+L TL Deflection 0.2140" 0.7016" L/786 20.22' Odd Spans D+L LL Deflection 0.1661" 0.3508" L/999+ 20.22' Odd Spans L 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 at thee respectiae owners KAMI L HENDERSON EWP MANAGER StrongTfe 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 far 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 c!RoseburgJ7> 1-25-16 2:26pm A Forest Products Company 1 of 1 CS Beam 2015.7.0.1 kmBeamEngine 4.13.10.1 Materials Database 1543 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 p15111111111111111111211111111011SW 72Leillr-re*01104111111111111ESMESIMINEEIMISSILV rt ir 11 0 0 14 6 0 9 0 2560 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 312# -15# 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1103# — 3 25' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 257#(192p1f) 55#(42p1f) 2 849#(637p1f) 255#(191p1f) 3 327#(245p1f) 91#(68p1f) Design spans 10' 9.375" 14' 3.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1254.'# 2820.'# 44% 19.57' Even Spans D+L Negative Moment 1441.'# 2820.'# 51% 11' Total Load D+L Shear 596.# 1220.# 48% 11' Total Load D+L End Reaction 418.# 1151.# 36% 25.5' Even Spans D+L Int.Reaction 1103.# 1775.# 62% 11' Total Load D+L TL Deflection 0.2167" 0.7141" L/790 18.85' Even Spans D+L LL Deflection 0.1753" 0.3570" L/977 18.85' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON Strong-Tie Copyright(C)zots SimpsonEWP MANAGER by Strong-Te 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