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ECF,AV .� CT ENGINEERINGStructural Engineers olJ CT 1 1 /ry 016 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0818 (F) ,1` ` OF ;ARO ARO Ball(in`\G :'310 #16043 Structural Calculations River Terrace A,0-GF 410 Lots 1 —4 60 1d (Row Houses) IrECfiNA Tigard, OR �'/es r ;<cck/ 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 P h: 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 1-4)_Calculations.pdf Page 1 of 58 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace—Lots 1-4(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 1-4)_Calculations.pdf Page 2 of 58 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 16043-River Terrace-Lots 1-4(Row Houses) ROOF Roofing-ashphalt shingles 3.5 psf Misc. 0.9 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"oc. 3.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0 psf 3/4"plywood(O.S.B.) 2.7 psf Floor Framing(Trusses/Joists) 4.3 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 3 of 58 0 ROOF BELOW IIi I 3'-7i ,2'-3) 11'-2Y2 1'-11}'21 e 5'-7314" 4'-244 1'-4,Y2l I CL COMMON WALL ei EXTENT OF 1 7-0 5 0 XDX EGRESS ;.T HR. WALL 3/D1 I — '� TV NICHE FLOOR&iOW ' `"' AT+36" 1NSULAI'E,FLOOR:::: I } SPAR t1NHEAifD A.F.F. I :`. SPACE irJ , VAUf TECf CftL1NG PERrTRUSS ::: I MANUFACTURER M$ter Bedroom I -._ N I im I I Q 4129, 47 • .: u3.it3J4 3 5 5Y4 y RADON :.......%:.:.:-:-..:-....:-:-:.:':.:•:•:.:-:•1:.:-:...: . ,I REDUCTION '...-...•.::::::.•.:.:.:.:.:.::: .. 1.19 .: :::_........: .r::y.__ .:r.........:.' o -' L r 1 Inert o 'gh ♦ ♦ ., ri, `"' CI I 5 SHOWE' NV " 2-6 o w l \I BIFOLD , 0 a ♦- F ��11-�N :'� I 2x4 FLAT 24-TB m' HSI PLANT 5• STUDS w e 0 .1 _-� SHELF M. Bath �1 LOCATE PLUMBING Q i ;� i ROUGH-IN ACCOUNTING FOR (2) LAYERS GWB o %' o i ® ® I W • AT PARTY WALL RADON M CCiii 0 2,s wui REDUCTION b' 4 ' 4 SYSTEM % O'I .' .' e U4 FORESTAIR :: • WASHER j, A ', I .OPEN.TO DETAILS • ♦ .::•:BELOW 3'-7Y2. Bath "1 I „' Y2 2-4 HCW r--� 24-T6 7Y2 :::::::::::i4: • ,•I {� IAT➢C S &P I 1 .. P IACCESS I _. __ N 1.1 LOW WALL AT+42 Wf J_ N I� WOOD CAP .: 3 0 6-0 BIPASS 7 1 Mk :-:-:.:.:-:.:.::,r:417.-:-.-:.:-:...:.:•:•:.:1.5Yy. w '-5Y2 I TIP. nit h::Im. o RAISED G;.._ .. CER}N __ .:... D1 I 'o 1 io +9 33'i ® ABvTYP ::UPPE FF : Bedroom 2 D1 CV I 2-6 47. SH 1-9 2-6 4-6 1-9 ..,___%.1 4-6 F CSMT 4-6 F , _� w ♦ ♦ ____7..... � i i I EXTENT OF 1 HR. WALL I 3/D1 I I * 3'-3" ; 3'-10" 5'-0" 5'-0" I 1 7-1- , 10'-0" 2'-0"1 ♦ 19.-1" } UNIT E-6(A) UPPER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 4 of 58 ® 19'-1. • t 2'-6)/2 •_7^ 1 I 6` ;4 I U 0 ROOF.AEOVE 1 1 o F GUARDRAIL AT+42" 7 1 'In i ABV. DECK SURFACE Deck D5 z o 4'-5" 4'-8Y2 { 6'-4' $ q COMMON WALL I.,-1 FLOOR ABOVE 20A In w 22--9IL5-0 SHA I-0 6-10 F OVER D6 a SAFETY 0LAZING 6-0 .-10 SOD I L • —rTUr I m I (-" o K2x6 WALL W/R-21 BATT INSUL I v N • I rNI i FACTORY-BUILT I I: DIRECT-VENT GAS FIREPLACE 1liF 0 I . a VENT UP THRU LOW ROOF 4 , �,1:I TILE HEARTH .7 N ROOF t �(OP710NAL) a BELOW L.=. ' INSUL. FLOOR JOISTS AND ROOF RAFTERS I a N - rn --- AT F/P ENCLOSURE i x e ® Lmng INSULATE FLOOR OVER I. L RADII! n' UNHEATED SPACES I ''.6.- -,... I IiEUCTION c I. . i 1'-11" 3'-10" 10Y2 2'-6" i S &P t I 1 II v IT ,� ,NJtt <V oa x V ----Y 1 ®DN 1 co N n 1 W N y o p I z? 01 LOW WAL_ AT Ob I ' n in +42" A.F.F. dN ® I _ • '1 � m I-Di, 1 z 7 ' RADON 1 J a. REDUCTION SEE SH T. 7/ SYSTEM 45 I45 U4 FOR STAIR I / DETAILS—+Il-/ 1'-6" J' f o I I • i o ____v;3 ®N 1 2'-S k `^ •off UP I"> CONTINUE PARTY WALL- I 4,.t— GWB THROUGH FURRING I lirr"13 , TYPICALN I= I < C O D Din/Fam Pw.r. e INSULATE FLOOR OVER I 7.0 40 UNHEATED SPACES I .__.sm -FLOOR BELOW =.,...... __., 0 2- • 1-9 2-6 4-6 1-90 .N I 4-6 F CSNT 4-6 F \I _N I 0 I 0 I EXTET OF 1 HR.N WALL iI 3/01 I 3'-3. k 2'-2• g_p• 6•_p• ' iI 1._8, 10'-O• ,2.-0-1 19'-1" UNIT E-6(A) MIDDLE FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 5 of 58 0 19.-1- . 4' 1" 15'-0" 3'-$y4"33/4" 1 m i l� Ur • DECK ABOVE ,1 Z Y_—_—_—_—_ 20 G � 1 I I ?F D� �o y Porch o" I�Q COMMON WALL .?E'I i"a 4-0 3-6 F 0 ♦ ♦ ♦ ♦ .........�......... SAFETY GLAZING I ' ` 1W .1, WOOD TREAD. MAX. RISER B" Mech (ADD OR REMOVE STEPS AS m _4" I REQUIRED PER SITE CONDITION) I 0 I R3 OC UP. RREPLA. DIRECT VENT GAS 1 ABOVE WATER HEATER 11 1 1 DOORS SHALL BE N__—_—_—_— _1_ SELF-CLOSING I `- 1 * 20-MIN. RATED I DIRECT VENT GAS F :: j ^_ s FURNACE FURN. t'14/ _ 1 Tandem 2-Car RADON 1! _i Garage I REDUCTION ® -I > U OCCUPANCY , i + SYSTEM _..I WALL FINISH: 36" GWB CEILING FINISH 4'-1' 1 4'_0• FURR DOWN 41.1" TYPE X'GWB FOR DUCT RUN FIRE-TAPE ALL ' I GWB WRAP BEAMS INSULATE 1 -r BELOW CEILING to I 1i I UNDER STAIRS LEVEL. INSULATE ® I I I AND LANDING FLOOR ABOVE. i4'-1" 1 1 I 31I-9Y2 - I I I_J INSULATE WALL 1? o PER DETAIL 4/D1 . RADON -- -- WHERE ADJACENT "' .41131 REDUCTION TO HEATED SPACE—SII liar' SYSTEM SDE AH . , lo U4 FOR STAIR DETAILS ® 3-0" eY2 I — WOOD TREAD, MAX. RISER 8" "C: gEel (ADD OR REMOVE STEPS AS �_ REQUIRED PER SITE CONDITION) I - �♦ 4 r.4 H UP ?''a1 N N;�� Entry N n N N N b I2 119 -. qep 0 1 Iv® I 02 I N 1 D2 I D7 � 8-0 7-0 0 /_\ FLOOR ABOVE I L1' t o \. �i1--r I &Thai��ac1 6 i i 2-1g")2'-172" 1 1:2742/ �:P/' Stoop FLOOR ABOVE AT I STEPS 00 UP 1-iY 4'-3" '-8Y2 10'-0" 2'-0"1 19'-1" UNIT E-6(A) LOWER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.10.06_RiverTerrace(Lots 1-4)_Calculations.pdf Page 6 of 58 SIM. 4 4 S9.1 59.1 6X8 HDR E.-� UB4 N 0 o I 0 HUC416 HUC416 0 ® L)1%-x20-LV1 FBS 1 n n n n n 1 T" L of 4x10 HDRD LB.�4x10 HDR 1 ce �/' J'�' W.BED DN TO N _ 11 LIVING ;,g. AlL 1 i I I . I I I I LI Li Iii LI I FLO01L G 11 II I 1 1I I I 1 I r 20" OPEN WEB JOISTS IQ 19.2"0.C. lilk o�m I TYP. In Y DSC5 I I FLOOR GIRDER_DRAG TRUSS 18 59.0 I , '� . - 1r „1i 2x6 AT 1 111_ . 16"O.C. R11.11 Iii 111 10 - : 1)'x20'LVL FB . S9.3 =I1 �� STAIR FRMG. I DN TO EI (2) 2X10 u KITCHEN 2x6 LEDGER, LEDGER i�'+l (3)2x6 FB 11 TYP. U.N.O. ` I rm,�: AT LANDING 1 IPS' I , ouP TD b 'II %% `I� �!�! ( Q I M.-BATH I1 -I r-,--i-i--=- i II " RAISED FIM'' 1 11 UP TOS 1 11111 • PLATE / 1 `--- BATH iii*Emi I 1� _N ABV. MIDDLE F.F. `,.;..,,, o LANDING POWDER L ' EXTENT OF I AT+1.-23/4" I: • iI L4 RAISED FLR. RAISED FLOOR il: k20"LVL F8 i (DOT FILL) . -« 1 SEE LEFT 11 GT ABOVE j @% 11 t)i1 T(� r r / PNDR p" / 11 /:::::•:•:::::::•:(011 '/ 2x10 x6 LEDGER _I_ I DN TO 6X6 _ r.:`--. 1 /////.: -,..-��.N DINING _ UP TO TECH I ,y, 0 UB2 HD- UP TO BED 2 UPPER FLOOR UNIT E-6(A) FRAMING PLAN 1/4'=1'-0" ENGLISH REVIVAL 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 7 of 58 % I L-_ I n r '--1 I (2)2x10 FR B5 I I ea 1 C;12.i OVER-FRAMING MATCH HT. f I OF RAISED FLR. I RAISED FLOOR AT +1444" ;UPPER FLOOR WALLS I J 2x10®16"� D.C. TYP. Gl..:1::...h.. 1 S9.3 i I i t 2x6 LEDGER I14.75" STEP I Q HDR ® i l 7 S9.3 RAISED UPPER FLOOR UNIT E-6(A) FRAMING PLAN 1/4"=1.-0" POWDER ROOM AND STAIR LANDING 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 8 of 58 18 •• POST ABOVE SB. I. POST ABOVE 6x6 P.T. POST V VIC W/ACE6 CAP _ MB6 "OST WCAir I a • ?EV P 3 gra Er lwo B ND p STUDS 6 ''m A:O : I 2x6 LEI ER a® 7d 4 _u 2X TRUSSES] '6x81 H1' .I. �dQC„l , f'•,. AT 24" O.C.1 / I I/ HU14 BIG BEAM FB N GT ABOVE w o _ m ., GT ABOVE m I %�01 Ig- c, '� LOW ROOF I, %• ,'( 11 I• yI 4 0 T1P. 3 ABOVE---�e- %'\ij ;rn = o Z- A .o I TW. k ' I H31¢", BIG BEAM FB T % -71-v'GT :• aghG ,1 i 1� TO BEAM M:4 w I _...�_ I' . x : .I ..- 1b O II I LEDGER I w 6x. PO.T T ABO AM II m 1 m S 1v."914" RIGICLAM'LVL M 6i _ Q" I • LANDING F.F. AT+7"-0" _ SII 46c' PO` FROM +7'-I ABOVE LOWER F.F. 2 m Y II TP 8'- ABV. LOW F F. I 2x6 AT 16" O.C. " XST•R �,:, FR G. ! 1$14"9$"RIGICLAM LVL : I �`x / 9TA !w Lc I FRA/G IV ;I ' A I' BUNDLED V\ !m m ST / UDS ABV. i x I rn '1 6z6 !M , ONTO T "- x1 �/• ' 'DR ENTRY . ' -• ... ! ! ! Q!oa m 1 Ii 1 I RAISED FLOOR =I m ""! ! 'd (DOT FILL) N m ""I ""1 ml SEE LEFT . -*.1 ;! ki laHDR �,� II I GT ABOVE 1M: I"0R._ ^3i"x1014" •'I #.L. H:- Alt 1 "xI ! HUCQ •IGI•LAM LVL 1.81/9 HUCQ 1.81/9 BUNDLED STUD FOR HEADER ABOVE MIDDLE FLOOR UNIT E-6(A) FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 9 of 58 I ti (2)2x10 FB i TOP ®+10'-1Y" )1111, (3) 2x +X" PLWD. UNDER (2) 2X10 EDGE OF TJI n n PONY WALL TO RAISED SUBFLOOR 14.75" FRAMING PLAN BENEATH I - . TEP TOP OF JCI I) 200 EDGE OF TJI 0 1E" 3C I MID O FLOOR WALLS SUBFLOOR � I I BENEATH . � " I%V PLATE +8'-1" i'.s--S' " l �' 2x10 LEDGER HOEDOWN STRAP / TOP e+10'-1Y4 FROM ABOVE H 0 I PLATE +8'-1" /12 59.3 RAISED MIDDLE FLOOR UNIT E-6(A) FRAMING PLAN 1/4'=1'-0' POWDER ROOM AND STAIR LANDING • 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 10 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 2013,6:39PM ;: _ G�� V,;,-i� ��` _-: - � dad i Y i k� t galet Lic.#: KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Beam Design UB1 7g71,i !yi TWOF ns a NDS,1BG 30116 CBC'2DOO7 'SCE i85 BEAM Size: 2-2x6,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.750 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=8.330 ft Desiqn Summary �Po„ 1.33 ) 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 1111 1111 Max fv/FvRatio= 0.452: 1 A A N:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3.50x,2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.47 0.54 0.36 Live Load Defl Ratio 1290 >360 Total Defl Ratio 852>180 i p, Beam Des +i: UB2 catcuiat►nttis 3+ mom*cBC 201 ' ASCE -fly •N5.10' 3 ;: :' - ,\,.,. ,..:.... ,�`, ..., �,�� .,. ,,. lis t, ...�•.., .,. BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary r o o �b051 Max fb/Fb Ratio = 0.347; P 1 Fb Afb: llowable: 1,013.55 psi siat 3.250 ft in Span#1 U ` x' Q � 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 Dell Ratio 1840 >360 Total Defl Ratio 1220>180 am De 1f UB3 z; . .,. � ...-' ..` CalcunS NDS IBC 1t0If6 c 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-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=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary off,:..,.%)1.148 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 ��. ,•.rt .., , 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 3.01t.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 1-4)_Calculations.pdf Page 11 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 2013,5 39P 6 ate, 1.n„ '-/*'''' !'; '''''''''b!''''''('' ''';'' v ,, ,. '''''''''7;4'j''''''' , 5��%__., �a '1 _i ,, .per 8 < B Lic.#: KW-06002997 Licensee:c.t.engineering -eam# sign 1)B4 may/ �S NIS„ +200 CBC �ASCE?-05'. 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-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=0.0180, S=0.0250 k/ft,Trib=4.0 ft Design Summary Max fb/Fb Ratio = 0.934; 1 D(0.0720 Slo 101 fb:Actual: 786.29 psi at 7.500 ft in Span#1 Fb:Allowable: 841.45 psi Load Comb: +D+S+H i.... • A A Max fv/FvRatio= 0.313: 1 fv:Actual: 43.25 psi at 0.000 ft in Span#1 15.001, 4x12 Fv:Allowable: 138.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) ..P. L Lr S W EH 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 Dell Ratio 848>360 Total Defl Ratio 493>180 C 43$07 DeSIIfgn U65 ' ':-'1,*:� . . . >. „, , ...,r, ,,..its per .IBS CBC 20D7; E 7-f15 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary D 0.09750 L 0260 Max fb/Fb Ratio = 0.165; 1 fb:Actual: 153.55 psi at 1.750 ft in Span#1 Fb:Allowable: 931.44 psi Load Comb: +D+L+H 0 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 3.55 It.2-5,10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.17 0.46 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.46 Live Load Defl Ratio 12241 >360 Total Defl Ratio 8902 >180 Wood Beam'1,11. ih U66 / . i 107 C` lFdial " \...,. k... N. _ .', „ Per '1,'':::, 8CQ,a, 7; -05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 loft,Trib=6.50 ft Unif Load: D=0.0180, S=0.0250 loft,Trib=2.0 ft Design Summary = ,�;.:;:?.,l"_ Max fb/Fb Ratio = 0.199. 1 =_ fb:Actual: 202.13 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H 0 0 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 3.018 2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 .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 1-4)_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 .1, a lljp ,//%E -.....44.4e,9,45,17,. Ts„`' :., ✓iJ r",/. ,. . EN 9&3-2013,'1 .,?„ . 1 er 613 31 Lic.#:KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams Odd Be iiign MBI alcufiafa>u; �`° ..x.°.. 'IBC 20l ' ,�,, '' /r// %. _.� . , ,.. �,, . ;° s �..<.+,ASCE 145„' 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=20.0 ft Design Summary D 0.30 L 0.80 Max fb/Fb Ratio = 0.555; 1 xlmn - fb:Actual: 565.04 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H fb 0 Max fv/FvRatio= 0.455: 1 A A fv:Actual: 68.28 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 n,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.016 in Left Support 0.45 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 1.20 Live Load Defl Ratio 3041 >360 Total Defl Ratio 2212 >180 VG earn Deal' MB2 4 C. .. a - ; z x Calculations per 20009 S,IBC 2006 CBC 2007,'ACE 7-45 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 adM u Max fb/Fb Ratio = 0.913: 1 E8..6', L`t6°. 11 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 ft, 2-2X10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.037 in Downward Total 0.050 in Left Support 0.71 1.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 1.22 Live Load Defl Ratio 1638 >360 Total Defl Ratio 1189>180 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 13 of 58 InIckersono2 St. CT ENGINEERING I N C. Seattle,WA RIVER TERRACEDate: 98109 Project: (206)285-4512 FAX: Client: Page Number: (206)285-0618 MB3 0,qrol mve . , lit1 s 6 04..+ Z) C 4 o t 2 S>osp) 4- 4 (tot zstSrwJ+ (40 c l s tt rt P5�' .2 c.,,7ot-br • 16043 2016.10.06_River Terrace(Lots 1-4) Calculations.pdf Page 14 of 58 Structural Engineers CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 e 'i'4,,,, ,,,` y / Lic.#: KW-06002997 Licensee:c.t.engineering o Q . fri.'-'''&1 6 esigl 14 MB4 /." ,,! r ,. . per400,5 NwIB .2006,C",..�. a a ,ASCE 7-0 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 Unit Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Point D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.605; 1 D 0.150 L 0.40 fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 �� iiimmommor Fb:Allowable: 2,866.74 psi Load Comb: +D+L+H .. Max fv/FvRatio= 0.455: 1 fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477>360 Total Defl Ratio 347>180 ., B s i Il 'M "' B6 ,,i ,, \, ' , tir s1ktitabuns per`s- wk IBC 2006 B 2 ; CE7 5' BEAM Size: 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Pill 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.50 ft Design Summary Max fb/Fb Ratio = 0.990' 1 D(0.06750 L(0.180) fb:Actual: 689.04 psi at 7.500 ft in Span#1 Fb:Allowable: 695.89 psi Load Comb: +D+L+H • .,,_ .. �.........._. • Max fv/FvRatio= 0.283: 1 A A fv:Actual: 38.45 psi at 0.000 ft in Span#1 15.0 ft, 6x12 Fv:Allowable: 136.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.227 in Downward Total 0.313 in Left Support 0.51 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 1.35 Live Load Defl Ratio 791 >360 Total Defl Ratio 575 >180 16043_2016.10.06_RiverTerrace(Lots 1-4)_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 `MuI - 9 iY . , _,:��, i;Z,,�a - ,.., .E = I. -`t� �' .�, ,. .. 9.$:41 'Lic.#:KW-06002997 Licensee:c.t.engineering Woo4 ev i r ij tTl MB7Olit p ‘ : ,11, 3 11K c ci p0005 't'',jf,172 2006,CB +'ASCE 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-Pill 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 Desiqn Summary Max fb/Fb Ratio = 0.213. 1 044(91$1$ I%0 0) fb:Actual: 201.88 psi at 6.250 ft in Span#1 Fb:Allowable: 946.00 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.064: 1 A A fv:Actual: 10.96 psi at 11.750 ft in Span#1 12.50 It 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 . B iii Desigln ii,71b9 ., \ ' / � �5F§SyNDS eB BC 2007 rE TOS 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-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.010 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 �y D 0..750 L 0.20 Max fb/Fb Ratio = 0.413; 1 10111111111101111111111111111111111111111111111M211 fb:Actual: 1,511.55 psi at 1.018 ft in Span#1 :: muniwoorailimminor Fb:Allowable: 3,663.90 psi Load Comb: +D+W+H • • ,w Max fv/FvRatio= 0.603: 1 A A fv:Actual: 298.89 psi at 0.000 ft in Span#1 Fv:Allowable: 496.00 psi 6.50 It 3.5x9.5 Load Comb: +D+W+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.021 in Downward Total 0.120 in Left Support 0.28 0.65 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.65 1.17 1.19 Live Load Deft Ratio 3743 >360 Total Defl Ratio 650>180 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 16 of 58 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E6(A) Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usgs.qov/designmaps/us/application.php http://earthquake.usqs.qov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMS=Fa*Ss Skis= 1.08 EQ 16-37 EQ 11.4-1 SM,=Fv*S1 SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SDi=2/3*SM1 SDS= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor 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 1-4)_Calculations.pdf Page 17 of 58 SHEET TITLE: CT PROJECT#: Unit E6(A) Sips= 0.70 h„ = 25.92(ft) So,= 0.44 x= 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) Si= 0.41 k= 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SOS/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=So,/(T*(R/IE)) (for T<Ti.) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(S01*TO/(1-2*(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) Ow = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof - 25.92' 25.92 693 0.030' 20.79 538.8 0.49 2.36 2.36 3rd(uppr) 8.08 17.83' 17.83 693 0.030' 20.79 370.8 0.34 1.62 3.98 2nd(main) 8.92 8.92 8.92 693 0.030 20.79 185.4 0.17 0.81 4.79 1st(base) 8.92 0.00 SUM= 62.4 1094.9 1.00 4.79 E=V= 6.70 E/1.4= 4.79 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 18 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: Unit E6(A) N-S E-W F-B S-S IBC ASCE Ridge Elevation(ft)= 44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. -- Building Width= 19.0 40,0:ft. Basic Wind Speed 3so,caer= 95 95 mph Figure 1609 Figure 6-1 Exposure= B B Roof Type= Gable Gable P53O A= 16.1 16.1;psf Figure 6-2 Ps3oB=` 11.0 11.0 psf Figure 6-2 Ps3o c= 12.9 12,9 psf Figure 6-2 Ps3o o= 8.9 8,9';psf Figure 6-2 X= 1,00 1.00` Figure 6-2 Kn= 1.00 1,00; Section 6,5,7 windward/lee= 1.00 0.61:(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) X*Kr*Iw*windward/lee : 1.00 0.61 Ps=X*Kzt*I*Pe3o= (Eq.6-1) PsA= 16.10 9.82 psf (Eq.6-1) Pse = 11.00 6.71 psf (Eq.6-1) Psc= 12.90 7.87 psf (Eq.6-1) Ps o= 8.90 5.43 psf (Eq.6-1) Ps A end c average= 14.5 8.8 psf Pse and D average= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2*2a= 7 28 MAIN WIND-METHOD 1 PER ASCE Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.00? 1 00 1.00 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-W) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 AF= 626.2 AF= 1318 6.3 8.0 V(n-s)= 8.32 V(e-w)= 9.93 kips kips kips kips 16043_2016.10.06 River Terrace(Lots 1-4)_Calculations.pdf Page 19 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: Unit E6(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0,000.00 0.00' 0.00 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 0.00' 0.00 0.00 0.00 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00' 0.00 0.00' 0.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(SS)= 9.93 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08 17.83 17.83 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.92 8.92 8.92 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.92 0.00 0.00 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 9.93 kips kips 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 20 of 58 Design Maps Summary Report IIUMS 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 . ..• x ` a j wi r :, Zit I I q* aw�A � F rty, j ''''4,:4---''''' E g Y? _ \ l ��• �- r„8�ta��)F11N�O•-:--t7-7v.11--:',,--4/10,,,,-A.-----':Iii„.-.1-,-- :iriye.,41„A.,q4;s7,4--3 .--;V?,i.,-'‘.;'.!,'.,T,;,-,4'".l'f, �� f a r a ' ''' ® i. `�K n City : -1,: < \ s w ill l', e -'A 4gy1 g pw tgA � v s ate' .:-.•c*.",,- — Li r a .' - .l Uri r... ��,^�....": W,,w a, .a-..�amu„ ., tS USGS-Provided Output S. = 0.972 g S.,S = 1.080 g S,5 = 0.720 g Si = 0.423 g S.,1 = 0.667 g SDI = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MER Response Spectrum Design Response Spectrum 0,st ttn . f 041) c.ss 4 3? 0,S6 042 itc 13 41 040 f tl 4t 0.32 ,33< e24 0.22 elg €f.1t cog 000 _ c„ 0.00 C. 0.4 kat# r.S l 1. 1.201.40 1. 2 i 2-41* 0,0* 9. f1 0.dt► 0. b. 1. i, 1 # 1,40 l..0* 3 P.r d.T{ } f++r lid.T(mit) 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 nota substitute for technical subject matter knowledge. 16043_2016.10.06_RiverTevrace(Lots 1-4)_Calculations.pdf Page 21 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... MUMS 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)`1' Ss = 0.972 g From Figure 1613.3.1(2)X21 S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs Nor N,, s. A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength s„ < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 1Ib/ft2 = 0.0479 kN/m2 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 22 of 58 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss 5 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 S, <_ 0.10 S, = 0.20 S, = 0.30 S1 = 0.40 S1 > 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and Si = 0.423 g, F„= 1.577 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 23 of 58 Equation (16-37): SMS = Ss = 1.111 x 0.972 = 1.080 g Equation (16-38): SMl = 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): SDI = % SMS = % x 0.667 = 0.445 g 16043_2016.10.06_River Terrace(Lots 1-4)_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 SEG I or II III IV 505 < 0.167g A A A 0.167g S. Sos < 0.33g B B C 0.33g <_ Sos< 0.50g C C D 0.50g _< SDS D D D For Risk Category=I and Sos= 0.720 g,Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sp, I or II III IV Sp, < 0.067g A A A 0.067g <_ So, < 0.133g B B C 0.133g <_ So, < 0.20g C C D 0.20g <_ SDI D D D For Risk Category=I and So, = 0.445 g,Seismic Design Category = D Note: When Si is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(2).pdf 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 25 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.36 kips Design Wind F-B V i= 3.38 kips Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.36 kips Sum Wind Fa 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 Loan, C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM tine U,,,m OTM RoTM Unet U,m U,,,,, HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 139.6 6.8 6.8 1.00 0.10 0.68 0.00 0.47 0.00 1.00 1.00 70 P6TN P6TN 101 3.80 2.05 0.29 0.29 5.45 1.52 0.65 0.65 0.65 A A.3b 206.9 10.0 10.0 1.00 0.10; 1.01 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 0.61 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 13.3a 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B,3b 0 0.0 0,0 1.00 0.00= 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.3a 97.35 7.8 7.8 1,00 0.15' 0.47 0.00 0.33 0.00 1.00 1.00 43 P6TN P6TN 61 2.65 4.05 -0.20 -0.20 3.80 3.00 0.11 0.11 0.11 C C.30 102.6 8.2 0.0 1.00 0,00,', 0.50 0.00 0.35 0.00 1.00 1.00 43 P6TN P6TN 61 2.79 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.63 C C3 146.6 11.7 11.7 1.00 0,00' 0.71 0.00 0.50 0.00 1.00 1.00 43 P6TN P6TN 61 3.98 0.00 0.36 0.36 5.72 0.00 0.52 0.52 0.52 693 44.3 44.3 =L eff. 3.38 0.00 2.36 0.00 EVxrnd 3.38 EVE? 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 1-4)_Calculations.pdf Page 26 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-B V I= 2.41 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.98 kips Sum Wind F-B V i= 6.79 kips Min,Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM Ram UnetU,um OTM RoTM Unet Usum Ue „ HD (sgft) (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' 0 6.8 6.8 1.00 0.10' 0.00 0.68 0.00 0.47 1.00 1.00 70 P6TN P6TN 101 4.27 2.05 0.37 0.65 6.13 1.52 0.76 1,40 1.40 A A.2b 0 10.0 10,0 1.00 0.10' 0.00 1,01 0,00 0.70 1.00 1,00 70 P6TN P6TN 101 6.33 4.50 0.20 0.32 9,08 3.33 0.62 1.12 1.12 - 0 r 0.0 0.0 1,00 0.00' 0.00 0.00 0,00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0,00 0.00 0,00 0.00 0.00 0.00 B B.2a' 346,5 5.0 6,0 1.00 0.15' 1,21 0,00 0.81 0,00 1,00 1.00 162 P6 P6 241 7.30 2.03 1,22 1.22 10.85 1.50 216 2.16 2.16 B 13.2b' 0 0.0 0.0 1.04 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0 0,0 0.0 1,00 0,00', 0.00 0.00 0.00 0.00 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.2a' 92.53 9.0 9.0 1.00 0.15' 0.32 0.47 0.22 0.33 1.00 1,00 61 P6TN P6TN 89 4.93 5.47 -0.06 -0.26 7.17 4.05 0.37 0.49 0.49 C C.2b 115,7 11.3 11.3 1.00 015 0.40 0.50 0.27 0.35 1,00 1,00 55 P6TN P6TN 80 5.57 8.54 -0.28 0.09 813 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 T3912.15 -0.37 -0.01 10.75 9.00 0.14 0.66 0.66 - - 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 00 0,0 1.00 0.00: 0.00 0.00 0.00 0.00 1,00 0,00 0- - 0 0.00 0.00 0,00 0.00 0.00 0,00 0,00 0.00 0.00 0 0,0 0,0 1.00 0.00 0.00 400 0.00 0.00 1,00 0.00 0-- -- 0 0.00 0.00 0,00 0,00 400 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0A0 0 0,0 0,0 1.00 0.00 0.00 400 400 0.00 1.00 400 0-- - 0 0.00 400 400 0.00 400 400 400 0.00 0.00 0 0.0 0,0 1,00 0,00 0.00 400 400 0.00 1.00 400 0- --- 0 0.00 0.00 400 0.00 400 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 400' 0.00 0.00 400 400 1,00 0.00 0--- -- 0 0.00 0.00 400 400 0.00 400 0.00 400 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 0.00 400 400 0.00 400 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 400 0.00 0.00 0.00 1,00 400 0-- -- 0 400 0.00 0.00 0.00 400 400 0.00 0.00 0.00 0 0.0 0,0 1,00 0.00 400 0.00 0.00 0.00 1.00 400 0-- -- 0 0.00 400 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 O.0 0,0 1.00 400 400 0.00 0.00 400 1,00 0.00 0-- -- 0 400 0.00 0.00 0.00 400 400 0.00 0.00 0.00 0 0.0 0.0 1.00 0 00 0.00 0.00 0.00 400 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 400 0.00 0.00 0 0,0 0.0 1,00 0.00 400 400 400 0.00 1,00 0,00 0- -- 0 400 0.00 400 0.00 0.00 0.00 400 400 0.00 0 r' 0.0 0.0 1.00 0.00' 0.00 0.00 400 400 1.00 0.00 0- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0 , 0.0 0.0 1.00 0.00' 400 0.00 400 0.00 1.00 400 0-- --- 0 400 0.00 0.00 0.00 0.00 0.00 400 400 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 400 0.00 0.00 1.00 0.00 0-- -- 0 400 0.00 0.00 0.00 0.00 0.00 0.00 400 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 400 1.00 0.00 0-- -- 0 0.00 0.00 0.00 400 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0,00 1.00 0,00 0-- - 0 400 0.00 0.00 0.00 0,00 400 400 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 400 400 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1,00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 692.7 55.4 55.4 =Leff. 2.41 3.38 1,62 2.36 1.00 EVvund 5.79 EVE0 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 1-4)_Calculations.pdf Page 27 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V 1= 0.81 kips Design Wind F-B V i= 2.53 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.79 kips Sum Wind F-B V i= 8.32 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LEL off. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Uaum U, ,, HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.la` 0 0.0 0.0 1.001 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.65 0.00 0.00 0.00 1.40 1.40 A A.lb 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.la 144.4 5,0 5.0 1.00 0.00 0.53 0.50 0.17 0.34 1.00 1.00 101 P6TN P6 206 4.56 0.00 1.05 2.27 9.26 0.00 2.14 4.29 4.29 B B.1b 202,1 7.0 7.0 1.00' 0.00', 0.74 0.70 0.24 0.47 1.00 1.00 101 P6TN P6 206 6.38 0.00 1.01 1.01 12.96 0.00 2.05 2.05 2.05 0 0,0 0.0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.1a 109,8 11.3 11.3 1.00 0.15 0.40 0.92 0.13 0.55 1.00 1.00 60 P6TN P6TN 117 6.08 8.54 -0.23 -0.50 11.86 6.33 0.52 1.01 1.01 C C.lb 48.8 5.0 5.0 1.00 0.16' 0.18 0.41 0.06 0.62 1.00 1.00 135 P6TN P6TN 117 6.09 1.80 0.99 0.99 5.27 1.33 0.91 0.91 0.99 C C.1 c.' 187.9 19.3 19.3 1.00 0.15 0.69 1.57 0.22 0.82 1.00 1.00 54 P6TN P6TN 117 9.37 25.01 -0.84 -0.85 20.29 18.53 0.10 0.75 0.75 - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 °' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00-'- 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 68.3 68.3 =L eff. 2.53 5.79 0.81 3.98 EVxfnd 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 1-4)_Calculations.pdf Page 28 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.43 kips Design Wind F-B V i= 2.42 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.43 kips Sum Wind F-B V I= 2.42 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL.ff C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v 1 OTM Roan Um, Usum OTM Rom, U,,,, U,,,m Us,,,,, HD (sgft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) elk OD 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'\ v40,7% 1 1.3b 173.3 3.0 3.0 1.00 0.20 0.61 0.00 0.61 0.00 1.00 0.75 351 P4 P6 202 6.31 0.72 2.40 2.40 4.85 0.54 1.85 1.85 2.40 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00y _ry Si(/ 00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 wire?) 4 4.3a 346.5 7.0 10.0 1.00 0.15 1.21 0.00 1.21 0.00 1.30 1.00 225 P6 P6 173 12.63 4.20 1.33 1.33 9.70 3.15 1.03 1.03 1.33 4 4.3b 5E-04 0.0 10.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 #####N.G. P6 173 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 13.0 13.0=L eff. 2.42 0.00 2.43 0.00 EVW,,,, 2.42 EVFo 2.43 Notes: denotes a wall under a discontinuity " denotes a wall with force transfer • •- denotes a TJSB 1 6 043_2 01 6.1 0.06_River Terrace(Lots 1-4)_Calculations.pdf Page 29 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E6(A) 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+0.7 p Qe 0.6D+W per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wali ID T.A. Lwall LD1,n. C w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Rom, U,xi U,,,m OTM ROM U,„, Usum (soft) (ft) (ft) (kif) (kiP) (kiP) (kip) (kip) (PIf) (Pif) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 56.83 3.0 3.0 1.00 0.20 0.14 0.61 0.14 0.61 1.00 0.67 484 P2 P6 249 8.71 0.72 3.42 5.82 6.73 0.54 2.65 4.50 5.82 riki,me G 1 1.2b 56.833.0 3.0 1.00 0.20 0.14 0.61 0.14 0.61 1.00 0.67 484 P2 P6 249 8.71 0.72 3.42 5.82 6.73 0.54 2.65 4.50 5.82 WL6T-fi`(0(33 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 2.66 144 4/(4+25 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.58 121 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 Riga(A 5 I yNyr.,to 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#####N.G. P6 256 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 16.5 16.5=L eff. 1.72 2.42 1.67 2.43 EV=,,d 4.15 VEa 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 1-4)_Calcuiations.pdf Page 30 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V 1= 0.84 kips Design Wind F-B V i= 1.81 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.93 kips Sum Wind F-B V I= 5.96 kips Min.Lwall= 2.57 ft. . (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 HD Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LoL,H, C0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rorki U,,,, U.., OTM Rom! Un U,,,,,, U, , (sqft) (ft) (ft) (kif) (14) (kip) (kip) (kip) /, (Plf) (PIO) (klP-ft)(ki0-ft) (kip) (kip) (kip-ft)(klp-ft) (kiP) (kip) (kip) 1 1.2a 217.8 11.5 5.8 1.00 0.20 0.49 1.50 0.23 1.49 1.00 1.00 194 P6 P6 173 20.08 5.28 1.37 7.19 17.91 3.97 1.29 5.79 7.19 (erVitoGK 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 -6102-- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 beraq 0 0.0 0.0 1.00 0.00 0.00 9.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 116.4 2.0 10.0 1.00 0.15 0.26 1.79-<,0.12 1.78 v1.30 0.44 2775** *` 1028 22.20 1.20 15.75 19.70 18.50 0.90 13.20 16.29"'� 4 4.2b 118.4 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'*J 'LM4 4..) 797.2 19.0 19.0=L eff. 1.81 4.15 0.84 4.10 pp,, EV„d„d 5.96 I'VEo 4.93 1 w1 0170, / Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.10.06_River Terrace(Lots 1-4) Calculations.pdf Page 31 of 58 ESR-2652 I Most Widely Accepted and Trusted TABLE 3-STRONG-WALL®SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES1'2'3 Selemic(SDC..0-B). Wind((MC A-B)' Nominal Drift at Hold-down Drift at: Hold=down Height„ Allowable Uplift at Allowable . Upliftat W1131,11,4°. Width Aibwabie, ABoyrpble, (in) (ln) Shegr:(ibe) Shear(tn)' hey;48) Shear(iba).. : Shear(lo) Shear SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 ! 5600 0.30 13495 6160 0.33 14845 SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 SWSB 12x7:5 12, 85:5 ` .2520 `- '0,32 ' 9920. "2770 035 . :10906 , I'. SWSB.18x7,5 18 -- 85.5. . ,5380 `. '034 -' •14215 .5 5910 .9.37'.!' '15815 o SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 I ;:o'•'= SWSB 18x8 18 93.25 5150 0.37 14840 5665 0,40 16326 SWSB 24x8 24 93.26 8870 0.37 21415 9760 0.42 23560 SWSB:12x9 '12 ;• : 10525:' 1580, 043 '; ' 9670. ,1780 048' ;10780 SWSB laicsi 18j'' 105 25', 3010 ,0.4s,-, 13770; ''4180 0.51'.1,, .;15105; SWSB 24x9 24 ` 10525, '7810 ;` `0 42 21280 8590 0.47--•- 23405 SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 SWSB:12x7.5. 12. " 85.5': _1200 0 31 9450, "1320 ;:0.38....:-._` 10390 9 SWSB18x75 .'..`..:113' 85,5.: 2625 ;.033 , 13870'' ::2885 040 15245 .. tm:,_ SWSB 12x8 12 93.25 1100 0.35 94.45 1210 0.42 10390 -ra. :.r:. , SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 i. ;-1,:d SWSB 24x8 24 9325 ' 4435 0.37 21415 4880 0.42 23560 I SWSB 12x9 ;! 12 105.25; �790 043, ., '8570: ;•:890 •-,.;, 0 48 10780 SWSB 18x0 18 105.25=' .-1905 043 13770• x',2090 051 1 15105 SWSB:24x9 g,...''..• 10525',': 3906 042 _ , 21280'. '4295 047- 1 23405 : For SI:1 inch=25.4 mm,1 lb.=4.45 N,1 plf=14.6 Nim. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 'Hold-down uplift at allowable shear is based on a moment arm of 8.688 Inches,14.563 inches and 19.313 Inches for 12-Inch,18-Inch and 24-Inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-Inch panels 93.25 inches or less In height,respectively.In-plane'shear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance,No Increase for duration of load Is allowed. 'Panels may be trimmed to a minimum height of 74',4 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 1-4)_Calculations.pdf Page 32 of 58 180 Nickerson St. CT ENGINEERING suite 302 I N C. Seattle,WA 98109 Project: Date:- (206)285-4512 PAX: Client: Page Number: (20G)285-0618 P i% (` 1 I \066f) .5.: IA pc- 1 . ___ ____ zs_ _ _ _..__:,{". . H • ) I ( iLi_- -I- / 1 l ,- 1) IF--IT in_ „6,_.„.. ii, 1 ......._____ 1 1 _ _., , . ir 1 ( it.._ z „ __.) 4 Ilit ii, 1, (,.-44(2 - S) (4-)( 3 ) le ),12)( *-4 -(z k,Y ) , iib F.- g D 9°)F- , P9'' - - (413Y-1-9-4 -- 266 O F-- til, 6- MSN, GO( cv) - Mv . frrG145 6'x t 5' --P-=. (4z)(1.-c) /4-7-i - -(-0-1--i --- 2(33 ti15' seR t Z — 'csv -b . 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 33 of 58 Structural Engineers e 20D D6 ROOF BELOW 0 15'-4• I COMMON WALL 1' 83g EXTENT 1,-:" , 10,2• • 5• 621 EXTENT OF { 1-HR EXT. 1114;74'-10" 4'-10" t DATA. PER T 1I ,� �� COMMON WALL DETAIL 3/07 6-0 ago SL _ ,,,, _9' ,I �gE� 1 ■F ,,� WALL BELOW-- _ - I 1 1 Bedroom 2 " . I I a 1 D4 a at j i n I m o 0 i Ico FIREPLACE VENT �L'`1 I 2'-14'-1Y4 1 8'-4Y2'' 1'-83' t V I i1 �♦ • 111 ' _I—:—.. IX' i m M 24 ,H th= T�icy 9IFo3D II j j �o r 2x j o� 7 CE 14CCE I 1 In� -I:® I .�11 1 io 1 1 i n 01 , 4 � . o `- lay I-- SHOWER It W 1 L8,52 �` M. Bat �r t0M ,,30 19 •-4 H r' LOW WALL 4'-10J " 3'-6 4 t• 42" A.F.F. m Q " SEE SHT.I !/ \1 ® US FOR 1 m I UM-•AU'P I -� DETAILS 7TAIR 1--� D7 I RADON CQU.CRON SYSTEM . 8 43 8 3' SJ2i 1 A MI VAULTED CEILING I y ICPY 1 ::PER tRIJSS. :1 a I ..MANUFACTURER + Master:•Bedroorn:. :: ' I 1 1 1 ce . I EXTENT OF 1-9 2-6'4-6 1-9 ® I 1-HR EXT. 4-6 F CST 4-6 F WALL. PER I DETAIL 3/D1 I I I I I I I I Is 4-11" } 4-9" , I 1,1-6"� 9-8" *1-74 2-5 } UNIT K-6(A) UPPER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 34 of 58 15'-4" CL COMMON WALL-f ' i 11'-10%" 4 4 -1" RUoT ASM 20 +i— qCOMMON WALL GUARDRAIL AT+42" O' a I ABV. DECK SIjRFACE I -1 0 1'-7" 4'-3" 4'-3 5' 3" t 1 Deck t t la c I jNa. FLOOR ABOVE1 I I a I 1-6{5-)SH 6-0 6-10 500 I I YC-IY — - ~-SAFETY GLAZING 0 I Living m V" I U I 1 II Ir 01 TILE HEARTH I I (OPTIONAL)---_. O I FACTORY-BUILT I DIRECT VENT GAS FIREPLACE-------.." I m I D - I INSULATE FLOOR OVER UNHEATED SPACE -I—{ In I I I I I I-01 • S-6" -i-C °N I Ia I O LOW WALL I 42" A.F.F. " I Dining ". - �- o LOW WALL •71 CON a' I COMMONWALL _n 36"ABV. -�• �U GWB THRU NOSING��Ir�N I FURRING TYP. v '� 2'-8" RADON -. SEE SHT. t MITIGATION U8 FOR STAIR VENT STACK ~ I DETAILS � , � o I I -"••- I OPEN RAIL 0/PONY WALL: I U ® TOP OF WALL +22" ABV. LANDING TOP OF RAIL +42"ABV. LANDING 1 I o -pee ve ev �It o I IQ 0 El I> m ; 11 UQ 0 z-6y2 13-iy2 3-11Y II I I . /INSULATEE FLOOR OVER II -' I ' UNHEATED SPACE I . FLOOR BELOW r--- I DW I , II ` Ing _1 I'_.....• =_l�N� ... 1-2 2-6 F�I 1-HR HR EEENT T. a 4-0 F 2 2-6CSL704-0 F m WALL PER DETAIL 3/D1 I I I 4'-10" } 4'-10" '-10"}2'-2" 11-8 9-6" 4. 4-0" 1 1 15'-4" 1 UNIT K-6(A) MIDDLE FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 35 of 58 0 { ,,��15-4- { I 11'-1�- 23 -3'-2)4 }} R f Q COMMON WALL DECK ABOVE r' i f I igl, I----I--' o I o F 18 z Porch I a COMMON WALL ® I, i 9'-t 1" I-5 I in 4-0 3-6 F I In a SAFETY GLAZING I I WOOD TREAD,c3il , 1 X rt , Is o o DIRECT VENT GAS I ® WATER HEATER AND FURNACE DOORS SHALL BE I SELF-CLOSING GII 20-MIN. RATED ' Tandem 2-Car - — ` I �� 'I Garage e U OCCUPANCY WALL FINISH: 46" es—I" GWB CEILING FINISH -O umFURN.U 46" TYPE X GWB I-INSUI FIRE-TAPE ALLa GWB WRAP BEAMS ?`�" t::..:::. BELOW CEILING i R3 OCCUP. n LEVEL. INSULATE L,. o I FLOOR ABOVE. � Medi:_ I o l,' 6 "' FURR DOWN 3'-6 - ' FOR DUCT RUN -40 1••• INSULATE ALL PER DETAIL+4/01 CENT /1:k _- p ) OWHEHEATED RE ASPACE 'a . .__, RADON I REDUCTION SYSTEM SEE SHT. U8 FOR STAIR / DETAILS 11" WOOD TREAD, MAX.n U`in RISER B" (REMOVE m , D5 STEPS AS REQUIRED ' • 'c, PEER 511E CONDITION, MAX I TREAD) " t 4.'0.• • I rye-: 3I 0n 1I _ Immm ®�-®o soHo 0 -/a' - T., �i WI IL____ s M83iO - rr�� I ^,4 0 II II Stoop I LL JJ 1 I I I } 15-4" UNIT K-6(A) LOWER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.10.06_RiverTerrace(Lots 1-4)_Calculations.pdf Page 36 of 58 $� : 6x8 HDR N 7.- cr N K H .. 0 14 T m 59.0 HUC416 HUC416 2 134"x2D"LVL FB 1 - I P TOx BED 2t�m IDN TO '^� I I I LI NG I N I r.1 U I u u� 1 FLOOR G.T. 11 6 TYP 1 59.0 I I '® TYP. I20"OPEN tVEB JOISTS ®19.2" O.C. L I1 I II I ---- FLOOR GIRDER a I Ir -�I: HIT420 I I TYR 6 II I' 1 11 I 59.0 I�II I i—� UP TO 11 I I TYP. Ilii I I ; f� BATH 1 TAIf� I111-j= 1' I�- 1 L A 4%AMING _ _ I IV lI 1'1;1 1 I1; I —11 col I 1 II DN10 � 1 111 I DINING I 1 I % II I 11 ,—• `�� I 1 I I I tel,--uP 10 .I I 1 4 M. BATH `� .11 / 1I 13'4"x20" 11 I 1 4-- /_-1! LVL FB 7((111 I II III I I I I 11 ! cqo 11 Ido I II l I1 j UP T6 I 1 DN TO I M. BED' I KITCHEN � J (2)131"x20" LVL FB UNIT K-6(A) RPAMINGOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 37 of 58 • POST ABOVE 4j7 POST ABOVE �� n n r1 n lI n n n aME 6x6 P.T. POST Q I W/ACED CAP w a 1� x p E,1_ . p BEARING a ae STUDS ABV. ® a ' 2-: 1 P.-. LEAGER T • m_ 1L ',mwm..� HUI( I� ,IDR 'n 1 I I I I o 1 430TYP. CO o I e I � TYP. N I c'- I I I ,2 59.0 rn I GT ABOVE © VI B5 ---rJ—I -11---- 3)3 x10)4. CAtCAD .L HDP ,€'.1 I WI I TYP. a --I 1 j I �I rYP. j J j 1� I I ,� _J.I Ij 1r x914' i.. 1 HILIDLAM DU I I1•kusH wmt) , j 1 , I 1 1 I 1 ' 1 i " I 1 1 / 1I j I MB4 Li ;1 , I © x10 CAS7ADE S.L. HDR i 11 PST . i AB� 1 STAIR 1 I I �FFRAMING\ mm II, HU4101I'I w I l r."e. : 1. I ¢ ill BM : co j n c�� 114"D To I }4 L m I " ETR I jI I - ' i H0. G HU• 0 3,4"x104$LH7" C4SCAJE 11 11 1�. IFF'"" . 2' 374"x 974'BIG BEAM FB '®GT ABV. - GT ABV. BUNDLED STUDS 1rx914"PogDLAM LVL / FOR HDR ABV. MAIN FLOOR UNIT K-6(A) FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 38 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 2013,6:38PM Qm ,.,• for. ass. .. ...: .. .: ... i_. .. 1i 7y. _.,. Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams VIr-67 e�Design ;U6-1 - c culatlo* Qu NDS,ilk"x a ; 7, 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-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=3.0 ft Design Summary r.0 �in�ri.ueara�� 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 •< :.. .: Max fv/FvRatio= 0.154: 1 A A fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.5018,4x12 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 1-4)_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 Pnnted:19 DEC 2013,6:39PM Lic.#: KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams W� a / tgn MB1 \ .; Calcu 4 \ 2006 NDS.IBC 2006,CBC 200TGEMS BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Wood Grade: Fb-Tension 1,000.0 psi Fc-Prll 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Desiqn Summary D 0.1950 L 0.520 :MIIIMMINE11•11 : 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 0 0 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 3.01L 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 WooftBeam tib , MB2 aktailaUons per 20051i1DS C 2066•t6 2007}AE"7-05: BEAM Size: 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 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 a= 1112,13/ Max fb/Fb Ratio = 0.498. 1 D 0.b150 L 0.040 fb:Actual: 985.10 psi at 4.500 ft in Span#1i� __ Fb:Allowable: 1,977.35 psi � z 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 ft1.75x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) E2 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 1-4)_Calculations.pdf Page 40 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer. Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 2013,6:39PM ia Lic.#: KW-06002997 Licensee:c.t.engineering t • e W SIM64, . .,4N.K .. , ., ..•..,. , �� ; ger 2 .�,..._ 41 6,Ci9 X007,A$0 7:.174 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-PHI 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.965; 1 D 0.180 L 0.480 fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H 0 ..; . , mss,,,, � •• 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 1, ,;'1,14§i,'5 DS,lBc* C8C 00Z-4O t-0 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-Pit 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point: D=0.420, L=0.510, S=0.320 k @ 10.250 ft Design Summary Max fb/Fb Ratio = 0.746. 1 D(0.120)L(0.320) fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi . Load Comb: +D+L+H •�..r.H �.... . Max fv/FvRatio= 0.533: 1 A A fv:Actual: 141.21 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 0.287 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 tt 'MB6 c\ b' 20t16,GBG 4L : 4, latf�rtg it f I�,,,';- . 2007,ASCE 7-05 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. 1D 0.0750 L 0.20 fb:Actual: 738.92 psi at 5.750 ft in Span#1 Fb:Allowable: 783.50 psi Load Comb: +D+L+H i. • 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 1-4)_Calculations.pdf Page 41 of 58 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K6(A) Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude=45.43 N Longitude= -122.77 W http://earthquake.usqs.qov/desianmaps/us/application.php http://earthquake.usqs.qov/hazards/ 6. Site Coefficient(short period) F.= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMS=Fa*Ss Skis= 1.08 EQ 16-37 EQ 11.4-1 SM1=Fv*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 Sol= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor Co= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor 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_RiverTerrace(Lots 1-4)_Calculations.pdf Page 42 of 58 SHEET TITLE: CT PROJECT#: Unit K6(A) Sos= 0.70 h„ = 25.92(ft) SD,= 0.44 X = 0.75ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) Si= 0.41 k= 1 ASCE 7-10(Section 12.8.3) Ti_= 6'ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=SD,/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD,*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(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,, = DIAPHR. Story Elevation Height AREA DL w; w; *h,k w, *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof - 25.92' 25.92 598 0.030' 17.94 464.9 0.49 2.03 2.03 3rd(uppr) 8.08 17.83' 17.83 598 0.030' 17.94 319.9 0.34 1.40 3.43 2nd(main)' 8.92 8.921 8.92 598 0.030' 17.94 160.0 0.17 0.70 4.13 lst(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 1-4)_Calculations.pdf Page 43 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K6(A) F-B S-S ASCE IBC Ridge Elevation(ft)= 44.00 40.00ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. -- Building Width= 19,0 40,0 ft. Basic Wind Speed 38.cow= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable PS30A= 24.1 24.1',psf Figure 28.6-1 Ps3oe= ':3.9 3.9.psf Figure 28.6-1 Ps3oc= 17.4 17.4,psf Figure 28.6-1 P530 D= 4.0 4.0'.psf Figure 28.6-1 = 1.00 1.00' Figure 28.6-1 KB,= 1,00 1.00' Section 26.8 windward/lee= 1.00 0.00'(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) "KB,*lw*windward/lee: 1.00 0.00 ps=A*Kzt*I*R3o= (Eq.28.6-1) PsA= 24.10 0.00 psf (Eq.28.6-1) Pse= 3.90 0.00 psf (Eq.28.6-1) Psc= 17.40 0.00 psf (Eq.28.6-1) ps n= 4.00 0.00 psf (Eq.28.6-1) PsA.ndcavenge' 20.8 0.0 psf Pssand o4.0 0.0 psf a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 7 28 MAIN WIND-ASCE CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00 1.00; 1.00 10 psf min. 16 psi min. DIAPHR. Story Elevation Height AA As Ac AD AA Aa Ac AB wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 44.00 18.1 0 217 0 126.6 0 217 0 506.3 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 6.7 0.0 3.01 6.73 6.73 6.73 0.00 0.00 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 2.6 0.0 3.49 2.58 2.58 9.31 0.00 0.00 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 2.7 0.0 3.66 2.71 2.71 12.02 0.00 0.00 0.00 0.00 1st(base) 8.92 0.00 AF= 751.3 AF= 1582 12.0 0.0 V(F-B)= 12.02 V(S-S).. 0.00 kips kips kips kips 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 44 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K6(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.000.00 0.00` 0.00 6.73 6.73 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00' 0.00 0.00 0.00 2.58 9.31 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00' 0.00 0:00 0.00 2.71 12.02 0.00 0.00 1st(base) 8.92 0.00 V(F-B)= 0.00 V(SS)= 0.00 V(F-B). 12.02 V(S-S)= 0.00 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 6.73 4.04 4.04 0.00 0.00 0.00 3rd(uppr) 8.91667 8.91667 8.91667 2.58 1.55 5.59 0.00 0.00 0.00 2nd(main) 8.91667 0 0 2.71 1.63 7.21 0.00 0.00 0.00 1st(base) 0 0 V(F-B)= 7.21 V(S-S)= 0.00 kips kips 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 45 of 58 mary Report Design Maps Sum tisGs 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" i Category I/II/IIIRisk Catego onz fetioulii:NiAtikivi,i054L-'.- t « iPtkitlISORDSAARtti 371_� - ¢obF'' rma� � y, te'i / a #�-*P7- a` a Ai � MERIC/� Ai r i t s I. 3 a lln t MIllitrr USGS-Provided Output SS = 0.972 g SMS = 1.080 g SDS = 0.720 g S: = 0.4238 S„: = 0.667g S°, = 0.445g For information on how the SS and Si values above have been calculated from probabilistic(risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. ResponseSpectrum Design Response Spectrum 0,12 1.19 off°`' 020 0- Q 014 9.ta' 0,32 9> 0,34 022 0.i6 0.11 0.06 a. 0.#9 a60 0. * 1. 1-;2° 1.4k tum i 9 0006,009, o.t9 9 0 1.ir9 i.2 3 ,it@ 1. iAesl 1.T 1i P*dod r 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_2016.10.06_River Terrace(Lots 1 4)_Calculations.pdf Page 46 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... MUMS 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)r" Ss = 0.972 g From Figure 1613.3.1(2)(23 S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs N or Nd, s A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w _> 40%, and • Undrained shear strength s, < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/m2 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 47 of 58 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss a 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 S.= 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period S, <_ 0.10 S1 = 0.20 S1 = 0.30 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 S, For Site Class = D and S, = 0.423 g, F„= 1.577 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 48 of 58 Equation (16-37): SMS = Ss = 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): Sos = % SMs = % x 1.080 = 0.720 g Equation (16-40): S01 = % SMl = % X 0.667 = 0.445 g 16043_2016.10.06_River Terrace(Lots 1-4)_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 S. I or iI III IV Sos < 0.167g A A A 0.167g <_ S. < 0.33g B B C 0.33g <_ SDS < 0.50g C C D 0.50g <_ SDS D D D For Risk Category= I and SUS= 0.720 g,Seismic Design Category= D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDI I or II III IV SDI < 0.067g A A A 0.067g 5 S,1 < 0.133g B B C 0.133g <_ S. < 0.20g C C D 0.20g5Sp1 D D D For Risk Category= I and S. = 0.445 g,Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 50 of 58 SHEET TITLE: LATERAL.F-B(front to back) CT PROJECT#: Unit K6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 kips Design Wind Fa V i= 4.04 kips Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.03 kips Sum Wind F-B V i= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM Unet Ueum OTM Ram Unet Uaum Ueum HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 108 ! 10.8 10.8 1.00 0.15' 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 A A.3b 82.92 8.3 8.3 1.00 0.15 0.56 0.00 0.28 0.00 1.00 1.00 34 P6TN P6TN 68 2.25 4.59 -0.31 -0.31 4.48 3.40 0.14 0.14 0.14 A A.3c' 108 10.8 10.8 1.00 0.15 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 0 0.0 A.0 100. 0.04 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 13,313 167.8 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 8.3c' 0 00 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 EVH;nd 4.04 EVE0 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 1-4)_Calculations.pdf Page 51 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.40 kips Design Wind F-B V I= 1.55 kips Max.aspect= 3.5 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 Loi en. C o w dl V level V abv. V level V abv. 2wM v i Type Type v OTM RorM Unet OTM Row U,iei U.,,,,, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 108 10.8 10.8 1,00' 0,15' 0.26 0.63 0.23 0.32 1.00 1.00 51 P6TN P6TN 83 4.96 7.80 -0.28 -0.76 8.02 5.78 0.22 0.23 0.23 A A.2b 80.4 8,0 8.0 1,00' 0,15' 0.19 0.47 0.17 0.24 1.00 1.00 51 P6TN P6TN 83 3.69 4.32 -0.09 -0.39 5.97 3.20 0.38 0.52 0.52 A A.2c 155.8 15.5 15.5 1.00' 0,15' 0.37 0.91 0.34 0.46 1.00 1.00 51 P6TN P6TN 83 7.16 16.22 -0.61 -1.09 11.57 12.01 -0.03 -0.02 -0.02 0 6.0 6.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 1.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1 00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 0 0.0 0.0 1.00' 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 -0.42 0.00 0.00 0.00 0.13 0.13 B B.2b 0 0.0 0.0 1.00' 0.15' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 -0.63 0.00 0.00 0.00 -0.03 -0.03 B B.2c 305.1 25.0 25.0 1.00' 0.15 0.73 2.02 0.66 1.02 1.00 1.00 67 P6TN P6TN 110 15.05 42.19 -1.12 -1.12 24.71 31.25 -0.27 -0.27 -0.27 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.001 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 649.3 65.3 65.3 =L eff. 1.55 4.03 1.40 2.03 1.00 EV„;,., 5.58 EVE0 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 1-4)_Caiculations.pdf Page 52 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.70 kips Design Wind F-B V i= 1.63 kips Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.13 kips Sum Wind F-B V i= 7.21 kips Min,Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall Logy ery, C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM poet Usum OTM RD-DA Dom Usum 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 Ala 97.99 9.8 9,8 1.00 0,15' 0.22 0.49 0.10 0.30 1.00 1.00 41 P6TN P6TN 73 3,60 6.42 -0.31 -1.07 6.45 4.75 0.19 0.41 0.41 A A 1b' 0 0.0 0.0 1.00 0.15' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -0.39 0.00 0.00 0.00 0.52 0.52 A A.1 c' 211.1 21.0 21.0 1.00 0.15 0.48 1.06 0.21 0.66 1.00 1.00 41 P6TN P6TN 74 7.77 29.77 -1.08 -2.17 13.89 22.05 -0.40 -0.43 -0.43 - - 0 6.0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0,00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1 a' 142.4 11.7 11.7 1.00 0.15' 0.33 0.97 0.14 0.59 1.00 1.00 63 P6TN P6TN 111 6.59 9.19 -0.24 -0.66 11.69 6.81 0.44 0.57 0.57 B B.113' 137.3 11.3 11.3 1.00 0.15 0.31 0.94 0.14 0,57 1.00 1.00 63 P6TN P6TN 111 6.36 8.54 -0.21 -0.21 11.27 6.33 0.47 0.47 0.47 B Bic'_ 122 10.0 10.0 1.00 0.00 0.28 0.83 0.12 0.51 1.00 1.00 63 P6TN P6TN 111 5.65 0.00 0.61 -0.51 10.02 0.00 1.07 0.80 0.80 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00- 0,00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 : 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 710.8 69.7 69.7 =Leff. 1.63 4.30 0.70 2.63 EV�;„a 5.92 EVEo 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 1-4) Calculations.pdf Page 53 of 58 SHEET TITLE: LATERAL S-S(side to side) • CT PROJECT#: Unit K6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.08 kips Design Wind F-B V i= 0.00 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V 1= 2.08 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LPL elf C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM U st U,,,, OTM ROTM Umt U:,,,,, Ueee, HD (soft) (ft) (ft) (kif) (kiP) (kiP) (kip) (kip) (Plf) (plf) (kip-ft)(kip-ft) (kip) (kl4) (klp-ft)(kip-ft) (kip) (kip) (kip) 1 1.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.3b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 1.04 0.00 1.30 1.00 338 P4 -- 0 10.83 2.56 2.48 2.48 0.00 1.92 -0.58 -0.58 2A8 AIWA- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 1.04 0.00 1.30 1.00 338 P4 -- 0 10.83 2.56 2.48 2.48 0.00 1.92 -0.58 -0.58 2.48 $.1 y�'i¢''a 693 8.0 8.0=L eff. 0.00 0.00 2.08 0.00 EV.,d 0.00 EVE0 2.08 Notes: denotes a wall under a discontinuity '• denotes a wall with force transfer e" denotes a TJSB 16043_2016.10.06_River Terrace(Lots 1-4)_Calcuiations.pdf Page 54 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V I= 1.72 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 SOPWS-08 Table 4.3.4 Sum Seismic V I= 3.80 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+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 Loi. C a w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Ron, Un„ U,,,,,, OTM ROTM U,=, Usum U„„„ (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (off) (klp-ft)(kip-ft) (kip) (kip) (kip-ft)(klp-ft) (kip) (kip) (kip) 1 1.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.2b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 0.86 1.04 1.30 0.89 695 P2 - 0 22.24 2.56 5.90 8.38 0.00 1.92 -0.58 -1.15 8.38 GYt4Ti Z 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 0.86 1.04 1.30 0.89 695 P2 -- 0 22.24 2.56 5.90 8.38 0.00 1.92 -0.58 -1.15 8.38 C)44-1,71 Zi 693 8.0 8.0=L eff. 0.00 0.00 1.72 2.08 F.Vyb 0.00 EVE0 3.80 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.10.06_River Terrace(Lots 1-4)_Caiculations.pdf Page 55 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V I= 0.86 kips Design Wind F-B V 1= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.66 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 HD Table4.3.3.5 Wind Wind E.Q. E.Q. p- 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LPL off. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Ron, U,, U,m OTM Rorx9 U,,,, U,,,,, U,..,,, (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(klp-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-(100 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 WW f. 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 -028 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 --- f, 0Sd/J 4 4.2b 6E-12 0.0 11.3 1.00 0.15 0.00 0.00 0.00 1..90 1.30 0.00##M# "#"" " 0 22.24 0.00-33.35-24.97 0.00 0.00 0.00 -1.15'""" 693 21.5 21.5=L eff. 0.00 0.00 0.86 3.80 w t 2 X 43 `V„ins 0.00 E V Ea 4.66 Notes: denotes a wall under a discontinuity Odd Pa PetM-7ri, ** denotes a wall with force transfer "* denotes a SIMPSON SHEARWALL 4=•••• •••••••••••=•••.- 16043_2016.10.06_River Terrace(Lots 1-4)_Caiculations.pdf Page 56 of 58 ESR-2652 I Most Widely Accepted and Trusted • •• TABLE 3-STRONG-WALL6SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL'ASSEMBLlES1•2'3 Seismic(SDC C•R) Wind(8DC A-B H0Id down Hold-down Nominal prift at Drift at• Height., AIIoWabie Uplift at Allowable Uplift at MOda1N0 Width Allowable Ail blik 0F) (an) Shegr.pbs),_ Shear(fn) : Alit/viable(Ibli Shear(La): : Shear : hear(Ibis)Sheat(lbs) • ; ; •- Shear(Ibs) SWSB 12x7 12 78 ! 2730 0.29 9806 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 1247.5' 12..;.: 86:5 2520.; 0,32 '` •9920. 2770. :0.35 -10905 '''.11:: SW8B.18%7 5 • 18.': 85,5 5380 0'34 •14215 . 5910 0 37 '• ` ,15815'•..' • m>• SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 o`.`- SWSB 18x8 18 93.25 5150 0.37 14840 5665 0.40 16325 SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWSB:12x9. 12 i:.; 10525.', 1580`: 0:43 9570':' 1780 048 ` 10780 SWSB:18x918',: 52 105';' 3810 ::0.43 ,-:-,...,1.3770..; '4180 051. , 15.105 SWSB 24x9 .1'`. 24 10525= 7810; '0.42 , ". 21280 j :,8590 0.47. 23405 ;y SWSB 12x7 12 78 ° 1300 027 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 SWSB 12%7 5. 12 85.5':' 1200 0.31 9450 "1320 0 38 .10396:: .tSWSB 18x75 18 85.5 _, 2625` 0:33 ' 13870 .- 2885 040 15245 °- 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 0 SWSB 24x8 24 93.25 ? 4435 0.37 21415 4880 0.42 23560 SWSB12x9 12 105.25.-' 790'` :0:439570 ':: ;:890 048 10780 SWSB18x9; 18 1:;166.25-' 1905 .6.43 13770 20901 •: : 15105 SWSB.209 24 ',`,196:25-::: 3906. 0.42 ', 21280 4295 0 47 23405 For SI:1 Inch=25.4 mm,1 lb.=4.45 N,1 Of=14.6 N/m. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 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. 3Paneis may be trimmed to a minimum height of 74Y Inches.For panels trimmed to a height less than 78 inches,use allowable shear values shown for 78 inches height.To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,Interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 16043_2016.10.06_River Terrace(Lots 1-4)_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 -VP F-173,s -- r_►g .r, --- - ---4?-(- - ----.k, . 1 f . 11, ____„- ).1 , • 1 , .._._..._...____ _�_._.�___.... --7 IinH_ 1 . ...a. 1 ,_ "I-" ix r LV IA) .... *(Z$ritS) • f- 2.( )Y2)( 41)7114 4`—(Z,)(kY4t1?tt-) )6. Q ick, pF--- . g 9-PDD ib.'' - -- 4 - - • 2669-0 L . 1/// 6 PUN' del( w),orn___ e) . irra$ . 4\ x l51 --p-- *)(.2‘) 14-.)-- - ti-(4-0-1-15 -z--- 2(39-41L 115' 54 2t5 z = t9)Q" o - ✓ --- 16043_2016.10.06_River Terrace(Lots 1-4)_Calculations.pdf Page 58 of 58 Structural Engineers . . NIJ6 MAIN 1-25-16 Roseburg 2:28pm 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 / 2 0 0 10 6 0 14 3 0 O 0 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.'# 44% 20.22' Odd Spans D+L Negative Moment 1302.'# 2820.W 46% 12.5' Adjacent 2 D+L Shear 579.# 1220.# 47% 12.5' Adjacent 2 D+L Cant.Shear,Lt 317.# 1220.# 25% 1.99' Total Load D+L End Reaction 418.# 1151.# 36% 26.75' Odd Spans D+L Int.Reaction 1030.# 1775.# 58% 12.5' Adjacent 2 D+L TL Deflection 0.2140" 0.7016" L/786 20.22' Odd Spans D+L LL Deflection 0.1661" 0.3508" L/999+ 20.22' Odd Spans L TL Defl.,Lt. 0.0489" 2L/980 0' Odd Spans D+L LL Defl.,Lt. -0.0334" 2L/999+ 0' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow,--115% Roof=125% Wind=160% Left cantilever allowable shear is for joist only SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGERPACIFIC 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 manufacturers specifications. 503-858-9663 J7 MAIN 1-25-16 N Roseburg 2:26pm Forest Products Company 1 of 1 CS Beam 2015.7.0.1 1mtBeamEngine 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 ..F' :1 . q';' T.- -+� 1 ro -Barg;,a a.. s° ,ei: / 11 00 1460 9 m (211 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#(42plf) 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 fe Copyright(C)tots EWP MANAGER Strong' by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,Floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 503-858-9663