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Specifications (63) 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 19-22 (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. 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 2 of 58 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : 17075-River Terrace- Lots 19-22 (Row Houses) ROOF Roofing-ashphalt shingles 3.5 psf Misc. 0.9 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 3.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf Floor Framing(T asses/Joists) 4.3 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 3 of 58 ROOF BELOW 19'-1" I� ' 3'-7Y2" 2'-3Y2" 9'-10" 3'-4" I I I e 5'-7Y4" 4-23%" 1-4Y7 '-114111—Q COMMON WALL {I 7-0 50 XOX EXTENT OF 1 EGRESS I I HR. WALL 3/01 _ ♦ I' It .1 TV NICHE FLOOR BELOW' I 1 N it SBLATE:FLOOR ... :..... AT +36" OVER LIN'H'EATEO i® I A.F.F. • SPACE......... ..... ° RA[SEO:':CEH]N6:':�:'::':::: :::'::': I ♦ - 'i:i: : ::+9'-381"'iABV: :i:'ia UPPER:':F:F:::::: ::: :::: : ::I 1 PER TRUSSiMANIWFr i i Master Bedrooh N i ° .- Im 1 ® .I 3:":._..'.- ,y #• 4212'r 9" .iu: ^J3Y;..c:�i:' ^3 ''iii:ii:::5':^."�.Y4�:.:. 'I I I 5 SH. _': r I = Linn � 0 Linen y N�\. \ {� i _ ... �° N 5' SHOWS" I '� N Z . 2 6 _o "^r • I BIFOLD c0iIll —' ' fli) N = 0 7 a�1 .- t rI ;----7,,-;_-i iN2x4 FLAT 1 Nh� �1• PLANT STUDS 24" m �� SHELF" 5. M. Bath 0 0 0 -_� e� LOCATE PLUMBING I ,, _ WOMB— ® ® — 1 ROUGH-IN ACCOUNTING m , FOR (2) LAYERS GWB O N , AT PARTY WALL RADON ll 0 DRYER o 2.e WALL RED • 11 M I W SYSTEM m • 0 1 ® I. �f LI •' I .WIF SEE SH T pgw I ., 1 WASHER U4 FOR STAIR EN TO T I DETAILS �" ' REQ© —3'-7 • Bath. 2-4 HCW r--� 24"TB 3`-.7Y2"... ....3._9- i, 'I �.xr {::::::..._.:. SATBC I N In "- LOW WALL .P 1ACCESS I S & P a al AT +4? W7 II ,--� WOOD CAP 3 6-0 BIFOLD f / 'r NI DB e 1 I XV N Tech Rm.= O 0 RAISED CEILING::::::':':'::: D1 I . i m 9 ADV:::UPPER:::Ffasi:;;:. Bedroom 2 KEY I 0 2-6 4 SH EGRESS Fi VP 1 - o i7-0 5-0 XOX N / N 1 I EXTENT OF 3'-3" j, 3'-10" 5-0" 1 5-0" 1 HR. WALL 7•-1" , 70•-0" ,2.-0" 3/01 * 79.-1" UNIT E-6(B) UPPER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 4 of 58 19'-1" 0 2'-6 2 '_1• .. 1 8" 174 r RF ABOVE 0 OO 1 Z � ak : 0 <42" GUARDRAIL Deck I. � 1 4'_5• t 4'-8Y2" { 6'-4" $ COMMON WALL o N FLOOR'ABOVE 20A 7n w 2-9I 5-0 SHA 1-0 6-10 F OVER D6 a SAFETT.YY GLAZING 6-0 •-10 SGD I L I, ®- AI A F 2x6 WALL W/R-21 BATT INSUL. a a rIN µ,U I FACTORY-BUILT e., I:F;p DIRECT-VENT GAS FIREPLACE { a I" 4 VENT UP THRU LOW ROOF 1Ank L.;1:11': a TILE HEARTH ROOF III h (OPTIONAL) m BELOW INSUL FLOOR JOISTS AND ROOF RAFTERS < N m AT F/P ENCLOSURE N m ® Living INSULATE FLOOR OVER \ 0 L oI� ' UNHEATED SPACES c� 1'-11"� 3'-10" 10Y2; 2'-6" 3'-8" 2'-8" 0 1 N I 1 . 1..% \ . a N II OI ,d I Jl1. N\ -\ DNIII NaI N .'I n _ 1 io �T o LOW WAL_ AT I ...,,-,s' %,, +42" A.F.F. SEE T '�N U4 FOR STAIR _....01!0, � r___ KI c en DETAILS I OW co N EllRADON I -- SYSTEM ON 2 I == 1.-6. DS I 4 z -- 1 -�. I —v�II Mil up, I 2' 8" 'u IUP M CONTINUE PARTY WALL♦ g,L..,,- GWB THROUGH FURRING \ • .—~`1 TYPICAL L) WALL _ BELOW I IT pil © I Din./Fam. j o N 1 r. I INSULATE FLOOR OVER O in 1' --� UNHEATED SPACES a -,��� FLOOR BELOW 1 •-••• �, o i o N--... iI --- 7-0 5-0 XOX .IN i ', : I ROOF Qj BELOW4111 •Iii. j I 3/D1 1 3' 3" j 2'-2" 10'-0" 2.-0"1 i• 19-1" } UNIT E-6(B) MIDDLE FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 5 of 58 19'-1" i f 15'-0" T-9y4"33/ m " I i 1� NV I y � � z DECK ABOVE 0 oF_ /j 0 20 _ 7 y �_� o D6 r__ COMMON WALL L., - 0 ?0 1 O W 10 ela • tI ) 4, WOOD TREAD, MAX. RISER 8" r (ADD OR REMOVE STEPS AS Mech. 3-o" REQUIRED PER SITE CONDITION) 19 R3 OC UP. I FIREPLA DIRECT VENT GAS = ii) I ABOVE WATER HEATER = I DOORS SHALL BE ,_—_—_—_--I-_— — SELF-CLOSING — `- y , 2D-MIN. RATED DIRECT VENT GAS r.�r ...T... .1 FURNACE FURN. �;9�..-.. ^.._.:.1 Tandem 2 Car — ' Garage < D i .. 1 a U OCCUPANCY 'i WALL FINISH: %" - GWB CEILING FINISH FURR DOWN %" TYPE 'X' GWB 4'-0" } "v FOR DUCT RUN FIRE-TAPE ALL I GWB WRAP BEAMS II-_rL INSULATE BELOW CEILING 10 I I I' UNDER STAIRS LEVEL INSULATE ® I I I AND LANDING FLOOR ABOVE. I I l 1 1 31-912" 4'-1" LJ INSULATE WALL o i PER DETAIL 4/D1 , RADON �1-1,-.,..-1 WHERE ADJACENT REDUCTION /° : TO HEATED SPACE—=I dlar- 1 SYSTEM ^ = a SEE U4 FOR STAIR 10 o+ DETAILS \ ® 1 3'-0" 9Y2 rig.- WOOD TREAD, MAX. RISER 8" \S / (ADD OR REMOVE STEPS AS NN REQUIRED PER SITE CONDITION) I 0 I UP o z v�i�z- 9) N� z<M o Ent ;...i.03.;...i.03.&_ eCfilU In N O "] 4-1 ."....".." _ inPorch 08-0 7-0 SOHOi ,_` 11 I- ,o 3•-7Y" 4 2,--7)" L3'-2" 'r- D5 AT 'IFLOOR ABOVE 7jSTEPS l ee pIQ" 7y2,, UP 7y2 i-0 � ;/ 4'-O- \J'-0; 11'-10" y 19.-1" Jr UNIT E-6(B) LOWER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 6 of 58 SIM. 4 4 S9.1 S9.1 r -c -c c e \ 4x12 HDR ` t9 UB4 L.,, HUC416 o`a UP TO HUC416 00 M.BED 2194201 VL FB L I _, -i+ ._r---- 4X10 HD- ' 10 HDR ,--.. I = Nl I DN TO oi UVANG x I li 1 1 u 1 11 u u-1.1--411-H; -1.4 I LOOlt GTS II 1 1 I ' co i i_ 20" OPEN WEB JOISTS ® 19.2" O.C. ce 6 _o r S9.0 TYP. DSC5 FLOOR GIRDER - DRAG TRUSS 18 59.00 II 2 I 47 mill 2x6 AT - I'I., IPI 16" O.C. a t, 4• 11i I III 10 !1 I' 1 "x20"LVL FB 11 lli J111 6 S9.3 i I 2 ' I I STAIR FRMG. I DN TO 11 I 2x6 LEDGER, LEDGER10 ii� (3)2x6 FB KITCHEN TYP. U.N.O. ` / • AT LANDING ,I r.,„I I- UP TO I�" , _ M. BATH �1/ c Iir 11 �l y r. 11IIISTXIR --, ,I 41! 1, , ,, iii RAISED FRMG./ I ` i L- PLATE / , --- �' I, ! 1 I II II i i 1 -- 1 1 a 1 UP TO o LANDING/POWDER S , iEXTENT OF BATH I I AT +1'-24'4 L�RAISED FLR. ABV. MIDDLE F F , ; • C 1 I , RAISED FLOOR I 'IN)(20"LVL FB (DOT FILL) s j 1 SEE BELOW GT ABOVE j: ! / I 0�: R y 2x10 LEDGER } 6x64, DN TO 6X6• =jf IHUR j I DINING UP TO TECH I T I `1' I HDR UB2 DN TO BED 2 UPPER FLOOR UNIT E-6(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 7 of 58 ii i , t 1 I C --- l L (2)2x10 FB TUBS I I _1 ;;."1--OVER-FRAMING PLAN i TO MATCH HT. ji OF RAISED FLR. RAISED FLOOR AT +143/4" i f ;T UPPER FLOOR WALLS 2x10 ®16" / O.C. TYP.J . e :> 1 2x6 LEDGER I ‘ ,=,ej 44.75" STEP UB6 , .... ' 1 I 8 HDR ; i S9.3 . 1 1 S RAISED UPPER FLOOR UNIT E-6(B) FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 8 of 58 18 A1 POST ABOVE S9.2 VIprPOST ABOVE 6x6 P.T. POST W/ lill ACES CAP, TYP. 1 PT 6xw o12 HJR r MB6 a� H ® BLNDLp STUDS AEOVE! PT x8 LEDGER U_� � —U -^I 2X TRUSSES~ 6z8•` � GT ; AT 24" O.C. % I 0 3) 4'x9) ' BIG BEAN FB o GT HU4IO N ABOVE a o ,I U •m ®Z K GT ABOVE D ! I •m NLa I a rn LOW R00F j ��� o LL. CC m `a`( !I TYP. J Z 3 ABOVE I 1 rn 0 1 I z -{"�n n m H a I'i HU4'0 I -IjI - 13Xz"(9Nz" BIG BEAM FB 1" l 4- 1 GI ABOVE r / I H2.5 TO BEAM MB4NliP 1 I _ 1 I ._. _ _ _, ,, x I-. _ , - 3 • •' LEDGER w I 6X6 POST GT ABOVE 15 m 13'41 K9)¢" RIGICLAM LVL -6 S9.3 0)c LANDING F.F. AT +7'-0' m In �;• 4x¢ POST FROM +7'-O' ABOVE LOWER F.F. x A1 A\I'I T0I+8'-1" ABV. L)W F F. I 2x6 AT 16" O.C. I X }-STIR l• \ I Fn G. M�' \1 13irK9)c RIGICLAM LVL -B I \\ STAIR :m I I FRAMING i: ' V ! 1 BUNDLED i \ •ml STUDS ABV. ; \ lJ 1 I !I I 6x6 \ ("l E,0 DN TO - --- • T. z X11 rIG B_AM •' ENTRY ' a l ml ml R 1 I rd co RAISED FLOOR 9 2 WI m� ml i DOT FILL EI m (SEE LEFT A m I , l f I gl �� I Al 1-- i NAlit I I I Gr ABOVE liUP MB3 c. gligir z"x10)" CASCADE 5.1. 1'�' co 1%- 9)f" H 10 RIGI I LAM .9 RIGI LVL -B,, L FB N Li HU O 0 1.81 9 L HUCO 1.81/9 �: BUNDLED STUD I ij N FOR HEADER ABOVE 111 o® K .x: IR L__ __ MIDDLE FLOOR UNIT E-6(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.05.11_RiverTerrace(Lots 19-22)_Calculations.pdf Page 9 of 58 ► % (2)2x10 FB 1 I► TOP 0+10'-1X" IlhhLk Ger=L± UNDER (2) 2X10 EDGE OF TJI n n I PONY WALL SUBFLOORI TO RAISED BENEATH J'1 S FRAMING PLAN I 1.<G. II TOP OF JSTS 4" �1�L<G.1 1t @+10'-1Y4 _ ____.J MIDDLE FLOOR WALLS I► ABV. LOW F . I 2,10 114.75" 1 R 1r 1C_ STEP 3 PLATE +8'-1" , __� y / — S9.3 I► i 2x10 LEDGER 1 HOLDOWN STRAP II TOP 0 +10'-94" j FROM ABOVE-- --- - =I- I9 ( I 1 2 I PLATE +8'-1" 39.3 1 [~ UNIT E-6(B) RAISED MIDDLE FLOOR FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 17075_2017.05.11_River Terrace(Lots 19-22)_Caiculations.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 Li. i >< e eS[ls&skstoi DUClME1iBtERCA 1.t13276t EC6Mu #ipte impe ca n " ' ,r :: " ;ENE2CALCINC.1983-2193;$u _f.'3$31,�/oc6138.31.- Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Wood Beam Design;: UB1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 745 BEAM Size: 2-2x6,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.750 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=8.330 ft Design Summary Max fb/Fb Ratio = 0.635: 1 • Iiii=1111111 fb:Actual: 700.00 psi at 1.750 ft in Span#1 Fb:Allowable: 1,102.10 psi Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.47 0.54 0.36 Live Load Defl Ratio 1290 >360 Total Defl Ratio 852 >180 Wood Beam Design : UB2 Calculations per 2005 NOS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary 0,°0°060 L(b°8°,) Max fb/Fb Ratio = 0.347: 1 fb:Actual: 352.07 psi at 3.250 ft in Span#1 Fb:Allowable: 1,013.55 psi .. . sz,.,r,,,, ,..:= $„ ., Load Comb: +D+L+H Max fv/FvRatio= 0.179: 1 A A fv:Actual: 26.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.042 in Downward Total 0.064 in Left Support 0.21 0.26 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.26 0.16 Live Load Defl Ratio 1840 >360 Total Defl Ratio 1220 >180 Wood Beam Design UB3 ., Calculations per 2005 NDS,IBC 2006,CBC 2007 ,ASCE 7-05 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary D:,:844T. • 6 Max fb/Fb Raba = 0.082: 1 , fb:Actual: 95.90 psi at 1.500 ft in Span#1 F Fb:Allowable: 1,169.51 psis " Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.070: 1 _. A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 ft,4x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152 >360 Total Defl Ratio 13898 >180 17075_2017.05.11_River Terrace(Lots 19-22)_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 2013,6:39PM > a ,f i �� '� a E�f �t:7,641c� 11327 s . 3....7� `� ,,,., .,,.;moo„ 4' -'� ` ,�, tZ' . ,s ..; gii**10, �,.,,' .u... `+ 4 Lic.#:KW-06002997 Licensee:c.t.engineering,, Wood Bea i ;iv -UB4 Calcis s niisiMittdi006,CB 2007,',ASCE 7-05 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.0 ft Design Summary Max fb/Fb Ratio = 0.934; 1 D(0.0720)S(0.10) fb:Actual: 786.29 psi at 7.500 ft in Span#1 Fb:Allowable: 841.45 psi ,,, Load Comb: +D+S+H • A Max fv/FvRatio= 0.313: 1 15.0 ft, 4X12 fv:Actual: 43.25 psi at 0.000 ft in Span#1 Fv:Allowable: 138.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L LI W E H Downward L+Lr+S 0.212 in Downward Total 0.365 in Left Support 0.54 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.54 0.75 Live Load Defl Ratio 848 >360 Total Defl Ratio 493>180 (NAAeSiign calccrl 51 i3S�iBG 2�6 'C BG 20079 E?-1� ; BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary 13(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 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 3.50 ft,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 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 Dell Ratio 8902 >180 *" � ea13 o \ Nation 005'W;144:4-1006, B 007 A'+SCE 05 F 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=6.50 ft Unit Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary 6180°- M Max fb/Fb Ratio = 0.199. 1 fb:Actual: 202.13 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fv/FvRatio= 0.163: 1 A A fv:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.20 0.39 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.39 0,08 Live Load Defl Ratio 7849>360 Total Defl Ratio 5486 >180 17075_2017.05.11_River Terrace(Lots 19-22)_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 MU1t1p ' #1r1 1E n____ re_t11! e-11ENERCA 1113276v 1Ec6 � ENERC �=2O1 Buad&1Z B 31 ilei4138. Lic.#:KW-06002997 Licensee:'c.t.engineering Description : Main Floor Beams Wood Beam Design': MB1 , Calculations per 2005 NDS,IBC 2006,CBC 2011 ASCE y; BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=20.0 ft Design Summary D(0.30)L(0.80) Max fb/Fb Ratio = 0.555: 1 fb:Actual: 565.04 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.455: 1 A A fv:Actual: 68.28 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.016 in Left Support 0.45 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 1.20 Live Load Defl Ratio 3041 >360 Total Defl Ratio 2212 >180 Wood Beam Design : MB2 Calculations per 2005 NOS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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 ,„- Max fb/Fb Ratio = 0.913: 1 816°01( )L 6°. 4 j v fb:Actual: 848.86 psi at 1.400 ft in Span#1 • I,,,_ Fb:Allowable: 929.74 psi Load Comb: +D+L+H •; .,_:1, Max fv/FvRatio= 0.803: 1 LV, fv:Actual: 120.38 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 It 2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.037 in Downward Total 0.050 in Left Support 0.71 1.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 1.22 Live Load Defl Ratio 1638 >360 Total Defl Ratio 1189 >180 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 13 of 58 t CT ENGINEERING u'i$g "ao2ckerson St. INC. Seattle,WA Project: RIVER TERRACE Date: `98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 MB3 G, 0 Woe. , o yri ' 1- 606,..+ 2_) C 4 o t 2 Spsv) 4- 4.1 tot ZspS t � z s t-rt PSS' "G„,7 pc7 /117:- )1(47634)1v.,' S733. I 's v)4/0‘z.e 17075 2017.05.11 River Terrace(Lots 19-22) 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 � Use€5ksk�xDOCumE11BtERCA 1t1 3276v 1.EC6 Multiple Simple Be�m E ��ALtci� 82O13BdMf73s31vere.138:31 Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design : MB4 Calculations per 2005 NOS,IBC 2006,CSC 2007,ASCE 7-05 BEAM Size: 5.25x11.875,Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-PrIl 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary 1(1 Max fb/Fb Ratio = 0.605 1 00.S.10D(0.150 L(0.40) fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 Fb:Allowable: 2,866.74 psi Load Comb: +D+L+H ... Max fv/FvRatio= 0.455: 1 A A fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D 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 Wood Beam Design: MB6 Calculations per 2005 NDS.IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Pr!! 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 n, 6x12 Fv:Allowable: 136.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.227 in Downward Total 0.313 in Left Support 0.51 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 1.35 Live Load Defl Ratio 791 >360 Total Defl Ratio 575 >180 17075_2017.05.11_River Terrace(Lots 19-22)_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 Muitip a tm to Benin! 11CC,INsrers{k83-2tt t3.8uCUMa1t3 1t1327 J 11 es: A _ ,[NC,1i-24'[34 Ss .S/�. 4� Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design MB7 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 745 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-PrIl 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=-0.0150, L=-0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.213; 1 of9i o1Bg8 %0 O) 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 ft, 2-2x10 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.000 in Downward Total 0.000 in Left Support -0.06 -0.17 Upward L+Lr+S -0.058 in Upward Total -0.079 in Right Support -0.06 -0.17 Live Load Defl Ratio 2606 >360 Total Defl Ratio 1895 >180 Wood Beam Design,: MB9 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.010 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0.413. 1 0 0.0.70,.0.20 ____ fb:Actual: 1,511.55 psi at 1.018 ft in Span#1 Fb:Allowable: 3,663.90 psi t Load Comb: +D+W+H :,• • 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 ft, 3.5x9.5 Load Comb: +D+W+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.021 in Downward Total 0.120 in Left Support 0.28 0.65 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.65 1.17 1.19 Live Load Defl Ratio 3743 >360 Total Defl Ratio 650 >180 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 16 of 58 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E6(B) Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR 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.usgs.covklesignmaps/us/application.php http://earthquake.usqs.qov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMs= Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SMS= Fv*Si SMi= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SDS=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 00= 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 S20= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv.'Lateral Force - Table 12.6-1 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 17 of 58 SHEET TITLE: 17075-River Terrace(Lots 19-22)-Unit E6(B) CT PROJECT#: Sos= 0.70 h„ = 25.92(ft) SD,= 0.44 X = 0.75ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) Si= 0.41 k = 1`'ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=Sot/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD1*TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 St)/(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) Cy., = DIAPHR. Story Elevation Height AREA DL w; w; *h;k w, *hxk DESIGN SUM LEVEL Height (ft) hr (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 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 18 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 19-22)-Unit E6(B) N-S E-W F-B S-S IBC ASCE Ridge Elevation(ft)= 44.00 r 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. --- --- Building Width= 19.0 40.0 ft. Basic Wind Speed 3 sec.cyst= 95 95mph Figure 1609 Figure 6-1 Exposure= B B Roof Type= Gable Gable PS30A= 16.1 : 16.1;psf Figure 6-2 Ps3o B= 11.0 11.0 psf Figure 6-2 Ps3o c= 12.9 : 12.9;psf Figure 6-2 Ps3o D= 8.9 8.9'psf Figure 6-2 N= 1.00` 1.00 Figure 6-2 Ke= 1.00 1.00 Section 6.5.7 windward/lee= 1.00 . 0.61 (Exposed to wind load on front,back and one side-apply max of leeward or windward forces) N*lc,*Iw*windward/lee : 1.00 0.61 ps=N*Kzt*I*fk3o= (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 and C average= 14.5 8.8 psf PSB 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-VV) 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 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 19 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 19-22)-Unit E6(B) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.00 0.00 0.00 0.00 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.41 5.79 2.87 6.92 1 2nd(main) 8.92 8.92 8.92 0.001 0.00 0.00 0.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(S-S)= 9.93 kips kips kips kips DESIGN WIND-Min/Part 2/Part 1 ASD Wind(F-B) Wind(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 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 20 of 58 Design Maps Summary Report SIMDesign Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III I l ' � , `a avverton �€§ , may^-. via e " - v - ; 3 �w `- }� --'''','•'- .» is 3 i � rl. 'G 4:1 �' fief€ �. • �P�a Li $ T tin �y € u ,,,mem K I 45i �a + l PQM USGS-Provided Output Ss = 0.972 g SM5 = 1.080 g Soy = 0.720 g Si = 0.423 g SMl = 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 deterministicground motions in the direction of maximum horizontal response, lease return to theapplication and P P PP select the"2009 NEHRP" building code reference document. NICER Response Spectre i DesignResponse Spectrum shy 1,10 td, fa 072 a8a 0.c4 t3.t7 0,00 Rot 0 G611. #.Y 0.4A 0.92 0, 0,24 c. z r.10 0.11 0, 0,2° 240 002 0.02 0.20 1.0 1.2* laid L00 1Ott 1000. 0.20 0.40 0,00 D. 1.001. 0 i. b 1.00 •1. Period T(pec) Period.T(sac) 20 2.20 Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 21 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... UMS Design Maps Detailed Report 2015 International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)111 Ss = 0.972 g From Figure 1613.3.1(2)121 S, = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs Nor N,h s, A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength S. < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 17075_2017.05.11_River Terrace(Lots 19-22)_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 Fe Site Class Mapped Spectral Response Acceleration at Short Period Ss <_ 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss ? 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.972 g, F, = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F„ Site Class Mapped Spectral Response Acceleration at 1-s Period Sl <_ 0.10 S, = 0.20 S1 = 0.30 S1 = 0.40 S, 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and Si = 0.423 g, F„= 1.577 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 23 of 58 Equation (16-37): SMS = Ss = 1.111 x 0.972 = 1.080 g Equation (16-38): SMl = FvS1 = 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): Sol = % SMl = 2/3 x 0.667 = 0.445 g 17075_2017.05.11_River Terrace(Lots 19-22)_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 SOS I or II III IV Sps < 0.167g A A A 0.167g <_ SDs < 0.33g B B C 0.33g <_ Sos < 0.50g C C D 0.50g5Sos 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 SD1 I or II III IV SDI < 0.067g A A A 0.067g <_ SE, < 0.133g B B C 0.133g 5 SDI < 0.20g C C D 0.20g <_ Si, D D D For Risk Category = I and SDI = 0.445 g,Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613 p3p1(2).pdf 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 25 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 19-22)-Unit E6(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.36 kips Design Wind F-B V i= 3.38 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.36 kips Sum Wind F-B V i= 3.38 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p== 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL e@. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RoTM Unec OTM ROTM Line U.., 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 139.6 6.8 6.8 1.00 0.10 0.68 0.00 0.47 0.00 1.00 1.00 70 P6TN P6TN 101 3.80 2.05 0.29 0.29 5.45 1.52 0.65 0.65 0.66 A A.3b 206.9 10.0 10.0 1.00 0.10'' 1.01 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 101 5.62 4.50 0.12 0.12 8.07 3.33 0.51 0.51 0.51 - 0 0.0 4 0.0 -1.00 0.00 0.00 0.00 0.00 0.00 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.3a0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 " 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C _C.3a 97.35 `, 7.8 7.8 1.00: 0.15 0.47 0.00 0.33 0.00 1.00 1.00 43 P6TN P6TN 61 2.65 4.05 -0.20 -0.20 3.80 3.00 0.11 0.11 0.11 C C.3b 102.6 8.2 0.0 1.00 0.00 0.50 0.00 0.35 0.00 1.00 1.00 43 P6TN P6TN 61 2.79 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.63 C C.3c 146.6 11.7 - 11.7 1.00 0.00 0.71 0.00 0.50 0.00 1.00 1.00 43 P6TN P6TN 61 3.98 0.00 0.36 0.36 5.72 0.00 0.52 0.52 0.52 693 44.3 44.3 =L eff. 3.38 0.00 2.36 0.00 EVx+na 3.38 EVEQ 2.36 Notes: * denotes a wall under a discontinuity *0 denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 26 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 19-22)-Unit E6(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-B V i= 2.41 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.98 kips Sum Wind F-B V i= 5.79 kips Min.Lwall= 2.57 ft. per S D P WS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM Unci Us�m OTM RoTM Unet Usum Usam HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 0 6.8 6.8 1.00 0.10 0.00 0.68 0.00 0.47 1.00 1.00 70 P6TN P6TN 101 4.27 2.05 0.37 0.65 6.13 1.52 0.76 1.40 1.40 A A.2b 0 10.0 ''10.0 1.00 0.10 0.00 1.01 0.00 0.70 1.00 1.00 70 P6TN P6TN 101 6.33 4.50 0.20 0.32 9.08 3.33 0.62 1.12 1.12 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 346.5 5,0 6.0 ' 1.00 0.15 1.21 0.00 0.81 0.00 1.00 1.00 162 P6 P6 241 7.30 2.03 1.22 1.22 10.85 1.50 2.16 2.16 2.16 B B.2b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.2a 92.53 9.0 9.0 1.00 0.15 0.32 0,47 0.22 0.33 1.00 1.00 61 P6TN P6TN 89 4.93 5.47 -0.06 -0.26 7.17 4.05 0.37 0.49 0.49 C C.2b 115.7 11.3 11.3 1.00 0.15 0.40 0.50 0.27 0.35 1.00 1.00 55 P6TN P6TN 80 5.57 8.54 -0.28 0.09 8.13 6.33 0.17 0.70 0.70 C C.2c 138 f 13.4 13.4 1.00 0.15 0.48 0.71 0.32 0.50 1.00 1.00 61 P6TN P6TN 89 7.39 12.15 -0.37 -0.01 10.75 9.00 0.14 0.66 0.66 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- - 0 0.0 0.01.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 ` 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '-0.0 r 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Vvdna 5.79 EVE0 3.98 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 27 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 19-22)-Unit E6(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.81 kips Design Wind F-B V i= 2.63 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 Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wind Max. Grid ID T.A. Lwall LDL ea. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usu,,, OTM RoTM Unet Usu,„ Ue„m HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.la 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.65 0.00 0.00 0.00 1.40 1.40 A A.11) 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.1 a 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 Bib 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 2.06 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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,1b` 48.8 5.0 5.0 1.00 0.16 0.18 0.41 0.06 0.62 1.00 1.00 135 P6TN P6TN 117 6.09 1.80 0.99 0.99 5.27 1.33 0.91 0.91 0.99 C C.1c' 187.9 19.3 19.3 1.00 0.15 0.69 1,57 0.22 0.82 1.00 1.00 54 P6TN P6TN 117 9.37 25.01 -0.84 -0.85 20.29 18.53 0.10 0.75 0.75 - - 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 i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 "0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00'' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0' 0.0 `- 0.0 1.00 0,001' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '-`0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 a 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 _r 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Vw„nd 8.32 ,s2,VE0 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 28 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 19-22)-Unit E6(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2A3 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 V1= 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 LOQ,,, Ca w dl V level V abv. V level V abv. 2w/h v i Type Type v r OTM RoTM U, U,m OTM Rola, U„e, Us„m 1-sum 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) 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 2.401 v/v67 44 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 J 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00n / 1'� 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 f7 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 Vwind 2.42 EVE0 2.43 Notes: denotes a wall under a discontinuity '" denotes a wall with force transfer • "'" denotes a TJSB 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 29 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 19-22)-Unit E6(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.67 kips Design Wind F-B V 1= 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 SDPW S-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 LDLeff. CU w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Rong U,K1 Us„m OTM RO7k1 Una, U,„,,, Usum (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (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 4 n 1 1.2b 56.83 3.0 3.0 1.00 0.20 0.14 0.61 0.14 0.61 1.00 0.67 484 P2 P6 249 8.71 0.72 3.42 5.82 6.73 0.54 2.65 4.50 5.82 y41. rt., te, 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 ,f-ttt 5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 232.8 7.0 10.0 1.00 0.15 0.58 1.21 0.56 1.21 1.30 1.00 330 P4 P6 256 20.77 4.20 2.62 3.95 16.13 3.15 2.05 3.08 3.95 14-ip-U 5 1I pyfe,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„f„,, 4.15 'VE0 4.10 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 30 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 19-22)-Unit E6(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.84 kips Design Wind F-B V I= 1.81 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.93 kips Sum Wind F-B V i= 5.96 kips Min.Lwall= 2.57 ft. • (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-08 HD Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1,30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOL off, C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RQT6f U,,,f U,m OTM RQTrf U,e U,um U,,,m (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 217.8 11.5 5.8 1.00 0.20 0.49 1.50 0.23 1.49 1.00 1.00 194 P6 P6 173 20.08 5.28 1.37 7.19 17.91 3.97 1.29 5.79 7.19 0.1910141 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 414414144 44 N.G. P6 173 0.00 0.00 0.00 5.82 0.00 0.00 0.00 4.50 .4184- 0 184''0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 bilk24/'I 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 116.4 2.0 10.0 1.00 0.15 0.26 1.79 0.12 1.78 ''1.30 0.44 2775** 1028 22.20 1.20 15.75 19.70 18.50 0.90 13.20 16.29 4 4.2b 116.4 2.0 10.0 1.00 0.15 0.26 0.00 .:0.12 0.00 1.00 0.44 178"" ** 132 1.43 1.20 0.17 0.17 2.38 0.90 1.11 1.11** "t+w1?S4 J 797.2 19.0 19.0=L eft. 1.81 4.15 0.64 4.10 EV„d„d 5.96 EVEQ 4.93 1A4!0,312). Notes: * denotes a wall under a discontinuity *" denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 19-22)_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'ASSEMBLIES''z3 Seismic(SDC C-E) Wind(SDC A B) Hold-down Holddown Nominal Drift at Drift at Height Allowable- Uplift at Allowable Uplift at_ Model No. n) (in)'. Shear(ills) Shear(in). Sheaw(tbls) Shear(lbs) Shear(In) stilear�(lbs) SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 5600 0.30 13495 6160 0.33 14845 SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 SWSB 12x7.5. 12 8515 2520 0.32 9920 2770 0,35 10906 F,' ; SWSB18x7.5 18 85,5 ,5380 0,34 • '14215 6910 0.37' '15615 a 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 ' 105.25 1580 > •0.43 • 9570 • .1780 • OAS 10780 ' SWSB 18x9 ' 18' 105.25' 3810 :0.43 ` 13770 4180 0.51 „ 15105 SWSB24x9 . '24 10525, '78.10 0,42 21280 . 8590 047 ; 23405 j.:;, ; 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 . '< -4 SWSBS18x7.5 18 : ' 85.5 '; 2625 , ,.0.33. 138701 '2885- : 040-;: '15245 .. it;-, SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 `ESWSB 18x8 18 9325 2450 0.36 14120 2695 0.43 15530 ',,''4 SWSB 24x8 24 9325 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 12 '• 105.25'< 790 • ".•0 43, 9570- 890 0 48 10780 - SWSB 18x9:. i 18 105.25', 1905 0.43" 13770. ' 2090 0.51 , 15105' • SWS8:24x9 24 .105.25'`: 3905 ,0.42 21280' 4295 0.-I-7, 23405' For SI:1 inch=25.4 mm,1 lb.=4.45 N,1 pif=14.6 N/m. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 2Hold-down uplift at allowable shear is based on a moment arm of 8.688 Inches,14,563 Inches and 19.313 Inches for 12-inch,18-Inch and 24-Inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-Inch panels 93.25 Inches or less in height,respectively.In-plane shear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load Is allowed. 'Panels may be trimmed to a minimum height of 741,Inches.For panels trimmed to a height less than 78 inches,use allowable shear values shown for 78 inches height.To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,Interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 32 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 IV Ms r► ,/ 4c 1 ( L" pts - °i1 "A' - -ZAP / ( _- )-_- E-_ . I \\i I . I __ i i I 4 —4 I 1F--- ....._.— i . ' i 3 1_ ;1 i ( A ) iW (-,47 ( 5.t-its ._ 0 :s (ek)( 6) • - 2z ),%)( 4,D*-4 +--(ix-N,Y4,77--) jqf(-) ?\__T-- iib p\''F- 9P1)0 ?‘)F- ) -1 -.1-b -- 81y,,, ____ 2,6, 0F__ ,,,/,..41)..,._ ,,„G M,N, Gil f (.0,,,,t1--- TSP 1,/,N, v . , • ,),(6,,,, . 6' x 15/ -9 *2 ( (3-,) q-C 15, = 3.01- W SIR - 1 t z — `3 o ,/ 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 33 of 58 Structural Engineers ROOF BELOW 0 { 15'-4" rr 1•-8" 9'-8" 10)" 2'-5" 8Y2L 4'-10' i 4 ` o EGRESS J '\ ' _...--- T•••••••••ji 6-0 5-0 SL '•• t 1011 1 1 , Bedroom 2 y a P*..:** rn t m In 0 FIREPLACE VENT -c 2'-1Y4" 8-+3'2 1-83/ -r . . + 1 5 SH. za" _ 2-0 fill L i �m 11:.tl , i u�i BIFOLD ~o L. z3 '1, in 1 Ln CCE IT. l / ® .n d3 0 Q p� l 6 MAII ( = A 1 n 0 SHOWER 3 tW/ / n - I M Bat�i3—` II 24•r6 -a HCW� _ .. `LOW WALL 4'-10Y4"^FSEESHT 3'-6Y4 e 42" A.F.F. i ^ \-v7Ta . I I L//M-d\I\p1 US FOR m TPG ® 'n ® STAIR ' � ' DETAILS L6 WALL... ..........�.. —I RADON:.REbuCTION:SYSTEM .i" I :: • :8::4 ... 3'-5 2 I t'-1 I N ' I mY I _ ri Ivtaster:Beetrooii ::::::::: :.RAISEDCE414NG:::::::::::::: ASV UPPER FE::::::::: ::::::d 7-0 5-0 XOX �� 0 EGRES 4-11 } 4-9" i 1 -8", 1-7♦ 2'-5" } UNIT K-6(B) UPPER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 34 of 58 15'-4" 1 11'-103/4" 4Y" 3'_1" 1 rn'2 f 201 ♦ ROOF ABOVE ' — ms, I GUARDRAIL AT +42 o f v I ABV. DECK SURFACE 1 o G 1 g1'_7" 4'_3" q'_3" 5,-3" 1 g o W t , Deck lo z 1 f CC 0 T N �' FLOOD ABOVE, II I .s,'Et n W i-6�5-)SN 1-6-S D SF� '�w a V 6-0)6-10 SGD SAF RY GILA�'IVG I a ♦ ♦ t Aihn Living m I 111 1 Ir 0 j TILE HEARTH (OPTIONAL) �O FACTORY-BUILT DIRECT VENT GAS /... 3 FIREPLACE I 00 INSULATE FLOOR OVER UNHEATED SPACE I I t N I N N I -0. 3.-6" ` -�C ®N f II I ,.._. 1 o LOW WALL m I 42" A.F.F. 7 N j 1 Dining - ♦- 1 LOW WALL ) �p COMMONEWALL 36-ABV. -^.--- Oct GWB THRU NOSING 0 ..p1 FURRING TYP. < '♦ I 2'-8"A, '.." SEE SH T. 1 MITIGATIONU8 FOR STAIR VENT STACK , 1 DETAILS • I • ^ I OPEN RAIL 0/ PONY WALL: I N U" TOP OF WALL +22" A-F.F. TOP OF RAIL +36" A.F.F. I -n j4° © © e1 I do ITN-1 2'-6 I 3'-1)/2" 3.-11)' . 1 of 1 1 W 0 � I I I DW I I( li 1 I I I , Eik, r.......1_,4 4 , = 1-26 1 1-♦ 7-0 51 I 0 XOX � I j 4'-10" j. 4-10''i._.i,1' 10-1,2'-2" 1 11'-8" e 9'-8" / * 4'-0" r # 15'-4 D7 UNIT K—6(B) MIDDLE FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 35 of 58 15'-4" 11'-10%4" 3'-534" r DECK ABOVE r 6 -�� o R COMMON WALL o _ - o 9•-11" 5-5 '. of o oN t < in E5 W i a WOOD TREAD, MAX. s✓T RISER 8" (ADD OR REMOVE STEPS AS `Oi REQUIRED PER / SITE CONDITION)7- 3•-0" w D1 D DIRECT VENT GAS e WATER HEATER AND FURNACE DOORS SHALL BE ; SELF-CLOSING 20-MIN. RATED I I Garage " W)U OCCUPANCY o L%Ih' I I e ��1- T O�MRL. FURN. • I-.INSU6 I CV n 1 i R3 OCCU_P. o I FURR DOWN'jr- QC-li I " o FOR DUCT RUN-'1'-6" -7 _ -r n 3'-6" n Ir INSULATE WALL -- PER DETAIL 4/D1 WHERE ADJACENT TO HEATED SPACE .r..., RADON REDUCTION SYSTEM-I- ••••• SH T. " WOOD TREAD, MAX. U8 FOR STAIR 3 DETAILS RISER 8" (REMOVE 11"1'-0'i e STEPS AS REQUIRED • PER SITE CONDITION, �� U 16 ,I , MAX 1 TREAD) t DS Q-t 0 Il os11 o 1K I 8-0 7-0 SOHD n 5'-1Y2" k 4•-10y2 4."2'-6} j 2' 2•-5" :r c •° 1 0 IOs in k� ,`Porch �, , L -L IJ ROOF ABOVE 1 6"-O* 4-4" k UNIT K-6(B) LOWER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 36 of 58 Z - N---1 0 4x12 HDR ... c N e o 14 m S9.0 HUC416 HU4416 31" (2)1x"0" LVL FB I I 0 4x10� p-id,R x10 Osi I IV 1 xm VI11 ru_ .=.J I J I J J I N I,,",I I I .. I I1 I IULIU t H i s--FLOOR GT 6 TYP. S9.0 I � i20" OPEN `vEB JOISTS ® 19.2" O.C. I 1 I 3 FLOOR GT 3 I !II j HIT420 6 "1 TYP. S9 0 It l _ I 11 1 1 111 I 1 k-- I 1 (1111 1pTAI9 _4 F17AMING I �L= t---1 L 1111 1 I I II I : I I_ ` S �; I1 r 1 I S' . � 11 I _I Ii 1 _ x I I \/ N '/ 1 I 134"x20., it �__ __� LVL FB II 1 •i I I i0o I ;d0 I ' II iI t i(( 1I I 1E • 0 y i ._t HUH (2)13'4'x20" LVL FB UPPER FLOOR UNIT K-6(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 37 of 58 A iB POST ABOVE • S9.2 POST ABOVE 6x6 P.T. POST W/ PT 4x12 HDR .Wz--ACE6 POST CAP N TIP. 4x8 FB MB6 Q BEARING a STUDS ABV. 2x8 PT LEDGER L.. ‘r".7, I I I 0 I 0 en 6 TYP -ci , S9.2 o I I I cc 12 I S9.0 GT ABOVE-4 MB5 0 3)cx10)4' CASCAO' S.L HOP u I I 6 TYP. S9.2 I fh I I 1 i,th 1 I IIICIDL MA 13(x9�LN1 P I Ft,USH W/JSM I / II 1 / 1 \ I11 11 / / I I I ply I SII °1 B4 I 1 I , I 3.71-4 x10)4 CAS-ADE S.L. R f / \ I PDSTI / I 1 ABOVE I ill If /STAIR\1 ti l 1 i'li/FRAMING'‘ L. Ii II/ HU410\111 aI i mIU BM'B 1A 2.... 1I I. jIIIxM 1 1 i r a I j I I:: I x1I,." C SCAlE S. H R w _ ' .11, GGT'XB BUNDLED STUDS -TAW-RIGIDLAM Ll FOR HDR ABV. N PORCH ROOF 0 F-<1? I SYMMETRICAL ABOUT THIS LINE 4x4 W/AC�1 a -CONT. TO POST AT CV ADJACENT UNIT r3 4x6 HU'I ) L J MAIN FLOOR UNIT K-6(B) FRAMING PLAN 1/4"=1•-0" AMERICAN MODERN 17075_2017.05.11_River Terrace(Lots 19-22)_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 Panted:19 DEC 2013,5 38P fine funs 0 le�ean 9 ., 1 e s 8e «.. .o•.s 1tEftE1201t 911327 ev .EC4.0 �.. i ._ ca '' �r...._ '. _.�, �,� _.. � . ....�ENERCALC IND,19832013= 1 &13831,Ver6I3 , 1p,' Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Wood Seam Design : UB-1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 4x12,Sawn, Fully Unpraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-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 c ooao Vt3VAT Max fb/Fb Ratio = 0.327: 1 fb:Actual: 321.48 psi at 4.250 ft in Span#1 m. :• • -' Fb:Allowable: 982.51 psi Load Comb: +D+L+H 41 Max fv/FvRatio= 0.154: 1 A fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.50 ft,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.035 in Downward Total 0.052 in Left Support 0.42 0.51 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.42 0.51 0.32 Live Load Defl Ratio 2943 >360 Total Defl Ratio 1952 >180 I7075_2017.05.11_River Terrace(Lots 19-22)_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 0618LL88 FtR Printed:19 DEC 202013,3,,6:39PM - iA M g 8. 1113 v €os MtHtiple simple Beam ,,,,, ,. ENERcacc,li,ic�6e3-zai3,s, s ts.8.31,vers:i3.s.31 Lic.#:KW-06002997 Licensee:c..engineering Description : Main Floor Beams Wood Beam Design : MB1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Wood Grade: Fb-Tension 1,000.0 psi Fc-Prll 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Design Summary D(0.1950 L(0.520) Max fb/Fb Ratio = 0.368: 1 fb:Actual: 367.28 psi at 1.500 ft in Span#1 Fb:Allowable: 999.05 psi i Load Comb: +D+L+H Max fv/FvRatio= 0.683: 1 A A fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S ._‘Al E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.78 Live Load Defl Ratio 4679 >360 Total Defl Ratio 3403 >180 Wood Beam Design : MB2 Calculations per 2005 NDS,IBC 2006,CBC 2007,;ASCE 7-05 BEAM Size: 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 9.a0 4 Point: D=0.120, L=0.320 k @ 4.50 ft Design Summary Max fb/Fb Ratio = 0.498: 1 D(0.0150 L(0.040) fb:Actual: 985.10 psi at 4.500 ft in Span#1 Fb:Allowable: 1,977.35 psi ,,. , Q 5 -... ..c,' ,. 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 n, 1.75x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S IN E H Downward L+Lr+S 0.141 in Downward Total 0.194 in Left Support 0.16 0.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 1.55 Live Load Defl Ratio 851 >360 Total Defl Ratio 619 >180 17075_2017.05.11_River Terrace(Lots 19-22)_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 Pented,19 DEC 2013,6 392M �, ,%' ' / .., .��::.. , ..��. . Fre=ezusersukstoneA 1tErfEJ2 11-1327&1 3EC6M11tI% S nple Beam � 'F �EzcnLD.tic,198s-zA93s"3. 1a.Verss3 .31 Lic.#:KW-06002997 Licensee c.t.engineering Wood Beam Design :" MB4 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Prll 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.965: 1 D(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 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 I-1 Downward L+Lr+S 0.350 in Downward Total 0.481 in Left Support 1.04 2.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.04 2.76 Live Load Defl Ratio 394 >360 Total Defl Ratio 286 >180 Wood Beam design MB5 . Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point: D=0.420, L=0.510, S=0.320 k @ 10.250 ft Design Summary as 4,11t..,o.v., - 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 • , - z , ti 0\ Load Comb: +D+L+H = • Max fv/FvRatio= 0.533: 1 fv:Actual: 141.21 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 11.50 ft, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E Li Downward L+Lr+S 0.287 in Downward Total 0.402 in Left Support 1.11 2.35 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.11 2.35 0.32 Live Load Defl Ratio 480 >360 Total Defl Ratio 343 >180 Wood Beam Design': MB6 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary D(0.0750)L(0.20) Max fb/Fb Ratio = 0.943: 1 fb:Actual: 738.92 psi at 5.750 ft in Span#1 :. . ='_ Fb:Allowable: 783.50 psi ; : te Load Comb: +D+L+H . Max fv/FvRatio= 0.351 : 1 A A fv:Actual: 50.60 psi at 0.000 ft in Span#1 11.50 ft, 4x12 Fv:Allowable: 144.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) P L Lr S W E ii Downward L+Lr+S 0.119 in Downward Total 0.164 in Left Support 0.43 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.43 1.15 Live Load Defl Ratio 1158 >360 Total Defl Ratio 842 >180 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 41 of 58 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K6(B) Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usqs.qov/desiqnmaps/us/application.php http://earthquake.usgs.gov/hazards/ I 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMS=Fa"Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SMS= Fv"Si Sim= 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 SD1= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor D. 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W)Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv.Lateral Force - Table 12.6-1 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 42 of 58 SHEET TITLE: 17075-River Terrace(Lots 19-22)-Unit K6(B) CT PROJECT#: SDs= 0.70 h„ = 25.92(ft) SDS= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.41 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD,*TO/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 Sl)/(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 8.92 8.92 598 0.030 17.94 160.0 0.17 0.70 4.13 1st(base) 8.92 0.00 SUM= 53.8 944.8 1.00 4.13 E=V= 5.78 E/1.4= 4.13 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 43 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: 17075-River Terrace(Lots 19-22)-Unit K6(B) F-B S-S ASCE IBC Ridge Elevation(ft)=I' _44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. -- --- Building Wdth= 19.0 40.0 ft. Basic Wnd Speed 3See.Gu.= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable PS3o A= L 24.1 ',24.1 psf Figure 28.6-1 Psno B= 3.9 3.9 psf Figure 28.6-1 Ps3ac= 17.4 17.4 psf Figure 28.6-1 PS30 D= 4.0 4.0 psf Figure 28.6-1 T= 1.00 1.00 Figure 28.6-1 Kr= 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) "Kr*Iw*windward/lee : 1.00 0.00 Ps=A*Kzt*I"Rs,= (Eq.28.6-1) Pea= 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 D= 4.00 0.00 psf (Eq.28.6-1) PSAand caverage= 20.8 0.0 psf PS a and D average= 4.0 0.0 psf a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 7 28 MAIN WIND•ASCE CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1 00 1.00 1100 1.00 10 psf min. 16 psi min. DIAPHR. Story Elevation Height AA As AD AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 44.00 18.1 0 217 0 126.6 0 217 0 506.3 Roof -- 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 6.7 0.0 3.01 6.73 6.73 6.73 0.00 0.00 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 2.6 0.0 3.49 2.58 2.58 9.31 0.00 0.00 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 2.7 0.0 3.66 2.71 2.71 12.02 0.00 0.00 0.00 0.00 1st(base) 8.92 0.00 AF= 751.3 AF= 1582 12.0 0.0 V(F-B)= 12.02 V(S-S)= 0.00 kips kips kips kips 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 44 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: 17075-River Terrace(Lots 19-22)-Unit K6(B) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.00 0.00 0.00 0.00 6.73 6.73 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.58 9.31 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00 0.00 2.71 12.02 0.00 0.00 1st(base) 8.92 0.00 V(F-B). 0.00 V(S-S)= 0.00 V(F-B)= 12.02 V(S-S)= 0.00 kips kips kips kips DESIGN WIND-Min/Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 6.73 4.04 4.04 0.00 0.00 0.00 3rd(uppr) 8.91667 8.91667 8.91667 2.58 1.55 5.59 0.00 0.00 0.00 2nd(main) 8.91667 0 0 2.71 1.63 7.21 0.00 0.00 0.00 1st(base) 0 0 V(F-B)= 7.21 V(S-S)= 0.00 kips kips 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 45 of 58 Design Maps Summary Report II Design Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III _ i B averton A „4.-:/.1.',.,/,.s°71.,%z*/;:i-,',,V;.. '.4?...°7°,4°Y.,. .... 4: ,.....‘.„-,-. -,4 . '1-`--";-:"--,,, ,,,,-Ati.,,,,-;!---:, ,..,-, , .-. .,,f :, 2i, I,. te . 6 faa � 0-lltl@ 14": rt nzc� M' tera -�,, r ,„ gy p -' �%' aae , .n e x � zr r, .' LakeOs 0 R T ,. -F,,,,,, - .. ; King City D ham fi 4 latish "; { ,? -, „,„-.2- O15 6t Alla pQ�est' USGS-Provided Output SS = 0.972 g SMS = 1.080 g SDS = 0.720 g Sl = 0.423 g SMi = 0.667 g SD, = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEIIRP”building code reference document. MCE Response Spectrum Design Response Spectrum 0,92 1.10 **0. .3 0.72 4#.S O.c4 4€,X7 0. li € O 0,42 to 055 ,; 41 0.40 0,44 {3. d.11 024,.. 0.22 0.ib 0.11 .02 0.00 0.20 0.4 4-So 0.04 i.00 1.20 1.43 1.5o 1.00 100 (t.°0.00 0,20 0.40 0.60 0.20 10,0 1.24 1.40 1.c0 140 2.0 Period.T(sec) P4tra0d.T(vitt) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 46 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... EMS Design Maps Detailed Report 2015 International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)11' Ss = 0.972 g From Figure 1613.3.1(2)(2' S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs Nor No s. A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength s, < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 17075_2017.05.11_River Terrace(Lots 19-22)_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 >- 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 S1 = 0.20 Si = 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 Si For Site Class = D and S, = 0.423 g, F„= 1.577 I7075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 48 of 58 Equation (16-37): SMS = F$s = 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): SDS = % SMl = % x 0.667 = 0.445 g 17075_2017.05.11_River Terrace(Lots 19-22)_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 Sus I or Ii III IV Sos < 0.167g A A A 0.167g <_ Sos < 0.33g B B C 0.33g <_ Sos < 0.50g C C D 0.50g <_ Sos D D D For Risk Category = I and Sos= 0.720 g,Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sol I or II III IV Sol < 0.067g A A A 0.067g <_ Sol < 0.133g B B C 0.133g <_ S01 < 0.20g C C D 0.20g <_ Soi D D D For Risk Category= I and Sol = 0.445 g,Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 50 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 19-22)-Unit K6(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 kips Design Wind F-B V i= 4.04 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.03 kips Sum Wind F-B V i= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wind Max. Grid ID T.A. Lwall LDL eff C0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM Uoet Usom OTM RoTM Una( Ueom Ue„m HO (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 108 10.8 10.8 1.00 0.15, 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 A A.3b 82.92 8.3 8.3 1.00 0.15 0.56 0.00 0.28 0.00 1.00 1.00 34 P6TN P6TN 68 2.25 4.59 -0.31 -0.31 4.48 3.40 0.14 0.14 0.14 A A.3c 108 10.8 10.8 1,00 0.15'' 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -' 0 0.0" 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 B B.3a 131.2 10.8 10.8 1.00 0.15' 0.89 0.00 0.45 0.00 1.00 1.00 41 P6TN P6TN 82 3.57 7.80 -0.42 -0.42 7.08 5.78 0.13 0.13 0.13 B B,3b 167.8 13.8 ' 13.8 1.00 0:15 1.13 0.00 0.57 0.00 1.00 1.00 41 P6TN P6TN 82 4.56 12.76 -0.63 -0.63 9.06 9.45 -0.03 -0.03 -0.03 B B.3c 0 0.0 0.0 1,00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 598 54.3 54.3 =L eff. 4.04 0.00 2.03 0.00 EVwfnd 4.04 EVEQ 2.03 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer • *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 51 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 19-22)-Unit K6(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.40 kips Design Wind F-B V i= 1.65 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.43 kips Sum Wind F-B V i= 5.69 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. Wnd Wind Wind Wnd Max. Grid ID T.A. Lwall LQLef1 C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM U„et OTM ROTM Unet HO (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 i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - ` 0 :"' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0< 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 r_ 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 V„;,,d 5.58 Y,VEQ 3.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 52 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 19-22)-Unit K6(B) 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 LOLen C0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM Unet Usum OTM RoTM Unet HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.1a 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.1c 211.1 21.0 21 0 1.00 0.15 0.48 1.06 0.21 0.66 1.00 1.00 41 P6TN P6TN 74 7.77 29.77 -1.08 -2.17 13.89 22.05 -0.40 -0.43 -0.43 - 0 6.0 6.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 1.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -` 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B,1a 142.4 11.7 11.7 1,00 0.15 0.33 0,97 0.14 0.59 1.00 1.00 63 P6TN P6TN 111 6.59 9.19 -0.24 -0.66 11.69 6.81 0.44 0.57 0.57 B B,1b` 137.3 11.3 11.3 1.00 0,15 0.31 0,94 0.14 0.57 1.00 1.00 63 P6TN P6TN 111 6.36 8.54 -0.21 -0.21 11.27 6.33 0.47 0.47 0.47 B B.1cJ 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 'i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00_, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 " 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 =L eff. 1.63 4.30 0.70 2.63 �V� d 5.92 EVEQ 3.33 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations,pdf Page 53 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 19-22)-Unit K6(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.08 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.08 kips Sum Wind F-B V i= 0.00 kips • Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDP W S-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. Wail ID T.A. Lwall LOL,j„ C o w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM U,gt Us,,,,, OTM RoT,n U„e, Us„m U:o,r, HD (soft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.3b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 1.04 0.00 1.30 1.00 338 P4 --- 0 10.83 2.56 2.48 2.48 0.00 1.92 -0.58 -0.58 2.48 J';'t 6l7-er�a 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 1.04 0.00 1.30 1.00 338 P4 -- 0 10.83 2.56 2.48 2.48 0.00 1.92 -0.58 -0.58 2.48 Al Yr4t 693 8.0 8.0=L eff. 0.00 0.00 2.08 0.00 V„,i„d 0.00 EV50 2.08 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 54 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 19-22)-Unit K6(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.72 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 SDPW S-08 Table 4.3.4 Sum Seismic V i= 3.80 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall Loi.err C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rorn1 U,., U„„„ OTM ROTr;\ U,.1 U:„m Us„, (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (p11) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D.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 GyuhTt 2- o 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 L)4.2 7? 693 8.0 8.0=L eff. 0.00 0.00 1.72 2.08 SV„d 0.00 EVE° 3.80 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer ** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 55 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 19-22)-Unit K6(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.86 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.66 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. (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 LDL Of. Co w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Raw U„„ U, , OTM Rona Ute, Us,,,,, U, , (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) 0 (plf) (plf) (kip-ft)(kip-ft) (kip) (klp) (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 l-(-tJ(11- 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 fr C)fq' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 5.5 5.5 1.00 0.15 0.00 0.00 0.00 0.00 1.00 1.00 0--- 0 0.00 1.81 -0.38 -0.38 0.00 1.36 -0.28 -0.28 -0.28 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 346.5 4.0 11.3 1.00 0.15 0.00 0.00 0.43 0.00 1.00 0.89 157** '* 0 5.03 2.72 0.69 0.69 0.00 2.04 -0.61 -0.61**** ‘,1144,106,14 4 4.2b 6E-12 0.0 11.3 1.00 0.15 0.00 0.00 0.00 1..90 1.30 0.00#####** ** 0 22.24 0.00-33.35 -24.97 0.00 0.00 0.00 -1.15**** 693 21.5 21.5=Leff. 0.00 0.00 0.86 3.80 {� Vw+na 0.00 EV50 4.66 Sw5V t2x'S Notes: * denotes a wall under a discontinuity 00ff nerri4-70ct... ** denotes a wall with force transfer *** denotes a SIMPSON SHEARWALL 1 7075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 56 of 58 ESR-2652 I Most Widely Accepted and Trusted TABLE 3-STRONG-WALL®SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES1'2.3 . Seismic(SDC C-E) Wind(SDC A-B) ' Hold-down Hold-down Nominal Drat at Drift at Height Allowable- Uplift at AllowableUplift at ble . . MedeLNo. °) (fn)' Shear(ibs) hearable .(in) hlaaw(bble) Shear Ps) shear Allowg(hi)', Shea(bs) 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 1 12 . 85.5 2520 • 0,32 9920 2770 0,35 10905 1: SWS6.18x7.5 ,18 85,5 5380`; 0,34 . 14215 . 5910 037 15615 , r SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 a' o SWSB 18x8 18 9325 5150 0.37 14840 5665 0,40 16325 SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWSB 12x9 12, 10525 1580 0:43 • 9570 1780 0,48 10780 SWSB 18x9 18; 105.25'' 3810 • .0.43 13770 4180 0.51 - 15105 SWSB 24x9 _ '24 105.25 7810: . 0,42 21280 . 8590 0A7 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 SWSBr12x7.512 85.5 1. 1200 0.31 9450 '=1320 0.38' "".10390 , .o SW,SB,18x7.5 18 : .' 85.5 26251: 0:33 13870'=- .2885 . s: 0.40-r.', 15245 " a , SWSB 12x8 12 9325 1100 0.35 9445 1210 0.42 10390 • ' SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 i i:" SWSB 24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 SINSB12x9 > 12' 105.25 790 0;43„ - 9570 S -890 0.48 10780 c. SWSB 18x9 ;; 18 105.25t' 1905 0:43 . 13770'.' "2090 .;: '0,51 = .., 15105' • SWSB.24x0 24 105.25. 3905 0.42 21280 4295 047= 23405 '. For SI:1 Inch=25.4 mm,1 lb.=4.45 N,1 plf=14.6 N/rn. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 2Hold-down uplift at allowable shear is based on a moment arm of 8.688 Inches,14.563 Inches and 19.313 Inches for 12-inch,18-Inch and 24-Inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-Inch panels 93.25 Inches or less in height,respectively.In-plane shear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load is allowed. 'Panels may be trimmed to a minimum height of 74'14 inches.For panels trimmed to a height less than 78 inches,use allowable shear values shown for 78 inches height.To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,Interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 17075_2017.05.11_River Terrace(Lots 19-22)_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 _ 1C__LP ---rT')6 .— ---74—114?-1:la g.j . 1 .),,____ i 4 in 1 IT------ _____, . i` 1 1 li A_ ( 4-s) CekJ( 6) +_ 2,C ����)C i- � 4.0,)( k )q () ?\--7-- 157,6 pF--- 2, p 1 -' --- 6.4ty,,, __._ 266. O F-- bw s, . i/1/ 6- MIN, WI( W i TYR a,N, D1 IPV6&- . 4\ X t5f -9-- *)( LC) 1*-) - ri--a 0-t 15) °(39-4- 115' Sd? 2tZ = 'csv i�-a, 17075_2017.05.11_River Terrace(Lots 19-22)_Calculations.pdf Page 58 of 58 Structural Engineers J6 MAIN I-25-16 riRoseburg 2:28pm Vim, :y Forest Products Con-pato 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 v 2 0 00 10 6 0 ® 14 3 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#(242plf) 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.'# 46% 12.5' Adjacent 2 D+L Shear 579.# 1220.# 47% 12.5' Adjacent 2 D+L Cant.Shear,Lt 317.# 1220.# 25% 1.99' Total Load D+L End Reaction 418.# 1151.# 36% 26.75' Odd Spans D+L Int.Reaction 1030.# 1775.# 58% 12.5' Adjacent 2 D+L TL Deflection 0.2140" 0.7016" L/786 20.22' Odd Spans D+L LL Deflection 0.1661" 0.3508" L/999+ 20.22' Odd Spans L TL Defl.,Lt. 0.0489" 2L/980 0' Odd Spans D+L LL Defl.,Lt. -0.0334" 2L/999+ 0' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% Left cantilever allowable shear is for joist only SIMPSON. All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "`Passing is defined aswhen the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 J7 MAIN 1-25-16 Roseburg 2:26pm ;41•flnrst Proclau�ts C.umlrarr' I 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 11 00 1460 ° 2560 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DEL Plate(625psi) 3.500" 1.750" 312# -15# 2 11' 0.000" Wall DEL Plate(625psi) 3.500" 3.500" 1103# -- 3 25' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 257#(192p1f) 55#(42p1f) 2 849#(637p1f) 255#(191p1f) 3 327#(245plf) 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 t ademarks of their respec ive owne s KAMI L H E N DERSON ♦,.�.,,,� EWP MANAGER S'w...+g-T�e Copyright(C)2075 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS ""Passing is defined as when the member,Floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663