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Specifications (66) 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 23-28 (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_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 2 of 58 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 17075-River Terrace- Lots 23-28 (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 (Trusses/Joists) 4.3,psf Insulation 1.0psf (1) 5/8"gypsum ceiling 2.81 psf Misc. 1.2'psf FLOOR DEAD LOAD 15.0 PSF 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 3 of 58 e ROOF BELOW 0 I, 19'-1" 'JII ff' 1 3'-71/2 2'-3Y2 11'-2Y2 1'-1172' l 5-7Y4 4-23/4" -4Y1 It--q COMMON WALL e � At I;, EXTENT OF 1 7-0 5 0 XOX EGRESS ;A HR. WALL 3/01 4 ,I ..--• L "ter• i =7:7 : 1' : - --'I TV NICHE - AT+36" INSULATE FLOOR OVER UISHEATED e I y. A.F.F. • SPACE... VAULTED CEILING PER.tRUSS - MANl1FACTURER N Makter Bedroorh 1 .._ 8D3, a . I .,jI Q Y 2' 9 I 3713/4 41-I- 5 5Y4 'I RADON REDUCTION I i -.•� b l,. � ... ' _ Io nen _ o ` N `" 5 SHOWE I Ur 2-6 0 II"o a II DIFOLD m a�T ' e - I m �} ��I n .N 1- STUDS AT 24"TB 5 tI t..,L.,_ PLANT 5• ..=;"..-''--..0 N ' --M SHELF "h'.4_ M. Bath o �' LOCATE PLUMBING _ ROUGH-IN ACCOUNTING _ 2 I ^ igiMr- ® O.I W I FOR (2) LAYERS GWB RADON' N" z.e •WALL • AT PARTY WALL C DRYER p REDUCTION I SYSTEM $ ® fibi ;1 'epi vi 'Eli SEE SH T. jiiCN TO ,.i,. WASHER © II I n U4 FOR STAIR OPEN TO BELOW • DETAILS ` ` r _�Yp') •Bath '" A LL ,n COW WALC (�P 4CCEST - ---S &-P- - - -- ' J ---4- •/000 CAP : 3e 6-0 BIPASS ...! 1B x N U4 I o :::::67,;:r.'::::::::::7 51'i -%, Tech Rm n RAISED CEI{1NG:: CD. -i ITO ::::04.9!..7.04..!::: TYP. m AI ABv :UPPER FF:. s Bedroom 2 gh I XV '. 1 N 2-6 47. SH 1-9 2-6 4-6 1-9 6f ... 4-6 F CSMT 4-6 F , w N I EXTENT OF I 1 HR. WALL I I I 3'-10" 5'-0" 5'-0" I 7-1" 10-0 e2-0"l, • 19'-1" ir UNIT E-6(A) UPPER FLOOR PLAN ENGLISH REVIVAL 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 4 of 58 0 19'-1" '2•_6 •J._i- I 8" 13/4" 0 I rn r R-oOF-A-6VE 1 a o G GUARDRAIL AT+42" s ABV. DECK SURFACE Deck o6 lo z g g t 6-4" q COMMON WALL `T D FLOORtABOVE 20A 1.1 2-915-0 SH--\ 6-10 F OVER D6 a -A�'e1, BLAZING 6-0 .-10 SOD _ 1,1 F-" 2x6 WALL W/R-21 BATT INSUL. i a ? 1:17 I IN tSI + r1 i I FACTORY-BUILT I P-.-' DIRECT-VENT GAS FIREPLACE • I k 2 <I VENT UP THRU LOW ROOF N "141 TILE HEARTH .® ROOF I N . (OPTIONAL) I BELOW,, d ' I i _1T 0_- INSUL. FLOOR JOISTS AND ROOF RAFTERS < I Q AT F/P ENCLOSURE j 1 I l ivin .,.___—___—LL_—_4-- g INSULATE FLOOR OVER o I�`-,yV,RADON "'1 UNHEATED SPACES I ,,SYSTEM- 2 ' ' 1 3' -1I.1 -10" 10Y2" 2•-6" 3•-8" f 2•-8" 1 Z _ /111 EN -r-----,', `111.11'II DN I lilyili In 0 LOW WAL AT n +42" A. F. n, N 31 _,.., _m • �� p . Ki`chen % m IoW < D I iv RADON I REDUCTION I SEE SH T. SYSTEM U4 FOR STAIR ® 1 I 18 DETAILS 1'-6., I U 1 0 IIIIIIIIIIIII' . •- 4 2 0 �\ 1 '®N I 2-8 I/ UP h CONTINUE PARTY WALL- .I atole) , GWB THROUGH FURRING .� I TYPICAL Cp © Din•/Fam I N Nyer. 47 INSULATE FLOOR OVER I lo 41_1_1111qUNHEATED SPACES I .........��� FLOOR BELOW ._a . _. 2-• 70 1-9 2-6 4-6 1-9 7i I 4-• F CSMT 4-6 F I w N ® 0 EXTENT OF 1HR. WALL I I3/01 I 3'-3" }2•-2" , I 1 5'-5- 1'-8", 10'-0" 12'-0"L r 19'-1" j UNIT E-6(A) MIDDLE FLOOR PLAN 1/4"=l'-0" ENGLISH REVIVAL 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 5 of 58 0 19'-1" i 4'-1" 15'-0" 3.-54-33/q" N rl DECK ABOVE 7 6 1 8' D6 t-i--Ii COMMON WALL k-" o oW In wa LS ........ m Z ^WOOD TREAD, MAX. RISER 8" Mech. ° (ADD OR REMOVE STEPS AS a 3•_0" REQUIRED PER SITE CONDITION) ® w R3 OCUP.),-FlREPLA VP DIRECT VENT GAS. ,^,,`lI i ABOVE : WATER HEATER �'w//1 I DOORS SHALL BE � .�_�—�i—1 SELF-CLOSING _ L--y ,� 20-MIN. RATED DIRECT VENT GAS r`�� --i ,..-...,'....:1: FURNACE FURN. A O . Tandem 2-Car 1RADON I j Garage REDUCTION 15 : I e U OCCUPANCY ' a SYSTEM':" _ D1 _.j WALL FINISH: 3y" —s GWB CEILING FINISH I FURR DOWN Va" TYPE X' GWB r-__ I 4-0• FOR DUCT RUN FIRE-TAPE ALL INSULATE GWR WRAP BEAMS 4-rBELOW CEILING .1 I I I UNDER STAIRS LEVEL INSULATE ® I I I AND LANDING FLOOR ABOVE. I I l 0 4-1" 'y I 31-9Y2. 4.-4. I I ••••••^• '+ LJ INSULATE WALL I o o - - PER DETAIL 4/01 , -n RADON WHERE ADJACENT , REDUCTION TO HEATED SPACE VW SYSTEM SEE SH .I U4 FOR STAIR ������^^^^^^►►►►►► 10, DETAILS 9 3;-0" -p 9Y2' i6 1 WOOD TREAD, MAX. RISER 8" D5 ! (ADD OR REMOVE STEPS AS o _� REQUIRED PER SITE CONDITION) 1.2 4 z UP N.o.4: A<118 '' '�V1 Entry .__1 Q 01 1.2 4NN N 3 In N n \ i - I Mk I =n7 2 i... . i N02 D1 I 8-0 7-0 Se D _` a 1 , FLOOR_ABOVE rj 1'� 4 2-1JZ�2-1J2, I WWI, �: ' iv Porch FLOOR ABOVE AT STEPS I T I 13)e UP Ij 1 1Y5, 4-3 1-8Y2; 10-0• 2-D { ' 19'-1" k UNIT E-6(A) LOWER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 6 of 58 SIM. 4 4 S9.1 S9.1 r < 4x12 HDR W UB4 � O I p y. HUC416 HUC416 I o � LLQ"x20"LVL FB k_ L a, 4{"x10 HDR 10 HDR J t = 1 DP rD B3 I M.BED I DN T x = '...-i__,' j LIVING .vI I I I, --61-1L—LL---LL--.1.1-1.-14--LL 11 �IILyJr.l FLOOR_G1_4; li , 1 I �._ 20" OPEN WEB JOISTS CO 19.2" O.C. I 6 ij I m I 59.0 TIP. x1 D I II DSCS 1 1 20 AT BLDG. FLOOR GIRDER_DRAG TRUSS 18 59.0 I 59.0 STEP I lc,: --n1 One. 2x6 AT - 1 III., c. Pr, 16" O.C. \ /-• III III AT BLDG. 10 if ,lI 1�"x20"LVL;F13 J' ' 6�01.i e STEP 59.3 I‘ I I I 21 k 11 STAIR FRMG.1 i DN TO I (2) 2X10 I KITCHEN 2x6 LEDGER, LEDGER HAI (3)2x6 FB I TW. U.N.O. ,\ --/ A. AT LANDING I 'pq,'? 41 , \ / --119:1UP TO >� I \ / i M. BATH \,,, 0,4 \ / 0 I I___I I, 75-11 FTXIRAC. \ I RAISED iI RMG. I ___ UP1T0„ I I PLATE / /_ \ - BATH 4. I I i I o LANDING/POWDER / 1 EXTENT OF I i AT +1'-2' I i._/ RAISED FLR i i^ ABV. MIDDLE F.F.--E,-177—•, I RAISED FLOOR o� 1 1�" LVL FB 11 (DOT FILL) / iii,,/ SEE LEFT I / 1I /j j ;j C A. GT ABOVE 11 pNTd 1 PODR , 0 4 I% . 2x10 LEDGER I II / }L-6x6 -4, DN TO 6X6 //�]/S. ","'S i���_ I DINING _ J UP TO TECH I e UB2' HD' UP TO BED 2 UPPER FLOOR UNIT E-6(A) FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 7 of 58 3 II UB5 L --- -! I I � -'-7 (2)2x10 FB I/ ar .I I ' 1 eal OVER-FRAMING PLAN I =1 ! k TO MATCH HT. f i ;,: E OF RAISED FLR. RAISED FLOOR AT+14W t { UPPER FLOOR WALLS 2x10 ®16" ( ,.4 r© O.C. i1P. 1 1 2x6 LEDGER `�f .E..:'. :i it. . 4.75" STEP UBS— . -1----F 1 1 8 HDR II S9.3 '-----1 --_1r--- S9 __S9.3 RAISED UPPER FLOOR UNIT E-6(A) FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 8 of 58 18 .' POST ABOVE S9. POST ABOVE 6x6 P.T. POST W/ ACE6 CAP, TYP. __- .. P i. 6 p 2 I-DR -_-_- _01r IVB6 mo 1 p0 c"' B NOL STUDS '-0A OVE i P.T 2xE LEDGER a _41 AI 2X TRUSSES~% , 6x81H GT v AT 24" O.C. CT 314 x914" BIG BEAR FB HU. O ABOVE 1 o ®z I fil m .L—GT ABOVE o 14_ N a LOW ROOF 1.;' h�,o p 1 it - I TYP. I ABOVE \1/40i. VI- m o r� x m 11 AT BLDG. z I // .a II M - S9.. STEP a �1 IV 0 1 314"c9)4" BIG BEAM FB 0 TYP, 7 ly / ' 1 ---,I- T i- 1.' ' GT ABO 12 ®AT BLDG. r- --C i 11 H2.5 TO BEAM M B4 S9.0 STEP I . 1 1 L ..::. . x1145 I 3 r-- -._- cAM O LEDGER I w 1� 6x6 PO.T GT ABOVE a)411 lEr m_ �2 1�"c914" RIGICLAM LVL 'B LANDING F.F. AT+7-O" CO . i; 4V4 PO FROM +7•-0" ABOVE LOWER F.F. m Y 1I Ti) +8'- " ABV. L)W FF. 2x6 AT 16" O.C. x STAR n�y V\1 FRN G. 41- 1S"(9)4" RIGIC LAM LVL 'B STAIR I mLc FRA(y9NG o u A j m BUNDLED I 1 i T 1 STUDS ABV. / 1 1k1 / MB4 / 6x6 ' 1 n O LI DN TO I 6 IT �x11�/e f IG B=AM DR ENTRY-4-1:8T 1 mI E I co'I a . .iI I ml oI r1a RAISED FLOOR xI m m1, ¢ m + `9 _0. (DOT FILL) m I mI ¢I mI SEE LEFTJ� i T I g I a kg iU4B1 I "I �� t1R I I I I GT ABOVE 1 MB3 HuR I -$"x10Yz" CASCADE 1.L. H ' , 1$"'x0 HUCO I I LA LVL'�E3 1.81/9 HUCO 1.81/9 BUNDLED STUD FOR HEADER ABOVE MIDDLE FLOOR UNIT E-6(A) FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 9 of 58 % I I I (2)2x10 FB TOP 0+10'-1Y4" i ��(3) 2x +Yi PLWD. i UNDER (2) 2X10 EDGE OF TJI tbkh..... nn -r - PONY WALLISUBFLOOR 14 75 TO RAISED BENEATH .ILTEP !FRAMING PLAN i t I TOP OF JSTS 1 I CO+10'-1Ya" '" ABV. LOW F F l 2.10 EDGE OF TJI 1 0 IE" DC MIDDLE FLOOR WALLS SUBFLOOR i I 3 I BENEATH , __ _-J t14 75" 159.3 PLATE +8'-1" 1 — i-•-r-1 • " I I 3 -=i fo 2x10 LEDGER I HOLDOWN STRAP / TOP 0+10'-1X4 FROM ABOVE ) I____ 410 I S9 3 PLATE +8'-1" 5 2 t2 RAISED MIDDLE FLOOR UNIT E-6(A) FRAMING PLAN 1/4".-1'-0" POWDER ROOM AND STAIR LANDING 1 7075_2 017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 10 of 58 Iutccl302 erson St. CT ENGINEERING INC. Seattle,WA RIVER TERRACEDate: 98109 Project: (206)285-4512 VAX: Client: Page Number: (206)285-0618 MB3 ix 6 0/7,..÷ z) C 4 o t.2 S#St7) 4- 4-' (tot zs, ( (z s t ►-t PS�� - c„, iklyAr ✓�t %U7($ S>� S7 3 's v?Gln4-01/4, • 17075 2017.05.09 River Terrace(Lots 23-28) Calculations.pdf Page 14 of 58 Structural Engineers 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E6(A) Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usqs.qov/designmaps/us/application.php http://earthquake.usos.gov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMs=F.*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1=F„"S1 SM1= 0.67 EQ 16-38 EQ 11.4-2 Sos=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SDI= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 17 of 58 SHEET TITLE: 17075-River Terrace(Lots 23-28)-Unit E6(A) CT PROJECT#: SDs= 0.70 h„ = 25.92(ft) SDt= 0.44 x= 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) 1E= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) St= 0.41 k= 1'ASCE 7-10(Section 12.8.3) Tt_= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=So,/(T*(R/IE)) (for T<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 S1)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„x = DIAPHR. Story Elevation Height AREA DL w, w, *h,k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew1 *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_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 18 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 23-28)-Unit E6(A) N-S E-W F-B S-S IBC ASCE Ridge Elevation(ft)= 44.00 ? 40.00':ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. --- --- Building Width= 19.0 40.0':ft. Basic Wind Speed 3 see.Dug= 95 95 mph Figure 1609 Figure 6-1 Exposure= B B Roof Type= Gable Gable Ps3oA= 16.1 ' 16.1',psf Figure 6-2 Ps3o B= 11.0 11.0';psf Figure 6-2 Psao c= 12.9 12.9,psf Figure 6-2 P5300= 8.9 8.9 psf Figure 6-2 = 1.00 1.003 Figure 6-2 Kn=, 1.00 1.00: Section 6.5.7 windward/lee= 1.00 0.61 (Exposed to wind load on front,back and one side-apply max of leeward or windward forces) *Kai*Iw*windward/lee : 1.00 0.61 Ps=A*1<n*I*p30= (Eq.6-1) PsA= 16.10 9.82 psf (Eq.6-1) PsB= 11.00 6.71 psf (Eq.6-1) Psc= 12.90 7.87 psf (Eq.6-1) Ps = 8.90 5.43 psf (Eq.6-1) Ps A and C average= 14.5 8.8 psf Ps a and o average= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2*2a= 7 28 MAIN WIND-METHOD 1 PER ASCE Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.00 1.00' 1.00 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA AB Ac Ac AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-VV) V(E-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 2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 19 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 23-28)-Unit E6(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM 1 LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.000.00 0.008 0.00 3.38 3.36 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 0.00' 0.00 0.00' 0.00 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00' 0.00 0.00' 0.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(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_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 20 of 58 ELMS 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 S1). Maps in the 2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)(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 Nth S. A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength s. < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 1lb/ft2 = 0.0479 kN/m2 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 22 of 58 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss 550.25 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, 5 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and Si = 0.423 g, F„= 1.577 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 23 of 58 Equation (16-37): SMS = FaSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SMi = F,,S1 = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Sps = % SMS = 2/ x 1.080 = 0.720 g Equation (16-40): SDI = 2/ SMi = 2/ x 0.667 = 0.445 g 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 24 of 58 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDS I or II III IV Sos < 0.167g A A A 0.167g <_ Sos < 0.33g B B C 0.33g <_ Sp. < 0.50g C C D 0.50g <_ SDS D D D For Risk Category= I and Sos = 0.720 g,Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sol I or II III IV Sol < 0.067g A A A 0.067g 5 So: < 0.133g B B C 0.133g <_ S. < 0.20g C C D 0.20g 5. Sol D D D For Risk Category= I and SDI = 0.445 g,Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 25 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 23-28)-Unit E6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.36 kips Design Wind F-B V i= 3.38 kips Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.36 kips Sum Wind 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 Logy arc. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM U1er U,,,m OTM RoTM U0et Us„m 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.38 139.6 6.8 6.8 1.00 0.10' 0.68 0.00 0.47 0.00 1.00 1.00 70 P6TN P6TN 101 3.80 2.05 0.29 0.29 5.45 1.52 0.65 0.65 0.65 A A.3b 206.9 -.10.0 10.0 1.00`_' 0.10' 1.01 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 101 5.62 4.50 0,12 0.12 8.07 3.33 0.51 0.51 0.61 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 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 B B.3b 0 0.0 0,0 1.00 0,00, 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C,3a 97.35 7.8 7.8 1.00 0.15' 0.47 0.00 0.33 0.00 1.00 1.00 43 P6TN P6TN 61 2.65 4.05 -0.20 -0.20 3.80 3.00 0.11 0.11 0.11 C C.3b 102.6 8.2 0.0 1.00 0.00' 0.50 0.00 0.35 0.00 1.00 1.00 43 P6TN P6TN 61 2.79 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.53 C C.3c 146.6 11.7 11.7 1.00' 0.00' 0.71 0.00 0.50 0.00 1.00 1.00 43 P6TN P6TN 61 3.98 0.00 0.36 0.36 5.72 0.00 0,52 0.52 0.52 693 44.3 44.3 =L eff. 3.38 0.00 2.36 0.00 EVwind 3.38 EV Eo 2.36 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.09_River Terrace(Lots 23-28)_Caiculations.pdf Page 26 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 23-28)-Unit E6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-B V i= 2.41 kips Max.aspect= 3,5SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.98 kips Sum Wind F-B V I= 6.79 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet U.m OTM ROTM 1401 Usom Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 0 6.8 6.8 1.00 0.10 0.00 0.68 0.00 0.47 1.00 1.00 70 P6TN P6TN 101 4.27 2.05 0.37 0.65 6.13 1.52 0.76 1.40 1.40 A A.21:i'; 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 '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 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 13.2b, 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 E 11.3 11.3 1.00 0.15 0.40 0.50 0.27 0.35 1.00 1.00 55 P6TN P6TN 80 5.57 8.54 -0.28 0.09 8.13 6.33 0.17 0.70 0.70 C C.2c 138 13.4 13.4 1.00 0.15 0.48 0.71 0.32 0.50 1.00 1.00 61 P6TN P6TN 89 7.39 12.15 -0.37 -0.01 10.75 9.00 0.14 0.66 0.66 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 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 1.00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 692.7 55.4 55.4 =L eff. 2.41 3.38 1.62 2.36 1.00 E V end 5.79 F..V EQ 3.98 Notes: ` denotes a wall under a discontinuity denotes a wall with force transfer denotes a TJSB 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 27 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 23-28)-Unit E6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.81 kips Design Wind F-B V i= 2.53 kips Max.aspect= 3,5SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.79 kips Sum Wind F-B V i= 8.32 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL afl. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet U,,,,,, OTM RoTM Unet U.,,,,, U.,,n, 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.1b 0 20.8 20.8 1,00: 0,15' 0.00 1,69 0.00 1.18 1.00 1.00 57 P6TN P6TN 81 10.60 29.30 -0.93 -0.61 15.21 21.70 -0.32 0.80 0.80 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B' B,1a 144,4 5.0 5A 1.00' 0.001 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' 8.1b 202.1 Z0 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' 000' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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.1 c 187.9 19.3 19.3 1.00 0.15-- 0.69 1.57 0.22 0.82 1,00 1.00 54 P6TN P6TN 117 9.37 25.01 -0.84 -0.85 20.29 18.53 0.10 0.75 0.76 - - 0 ; 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' 0,0 0.0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0-- - 0 0.00 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 0,00.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 ' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0,00 0,00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 P 0.0 0.0 1.00' 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 =Leff. 2.53 5.79 0.81 3.98 EVvind 8.32 EVEQ 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 28 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 23-28)-Unit E6(A) Diaph.Level: Roof Panel Height= 8 ft Seismic V i= 2.43 kips Design Wind F-B V i= 2.42 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.43 kips Sum Wind F-B V i= 2.42 kips Min.Lwall= 2.29 ft (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL.N, Ca w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Rom, Uri UaU,, OTM Rosi U,=i U,,,„, Us m HD (soft) (ft) (ft) (klfl (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 2.40'1 wve 1 1.3b 173.3 3.0 3.0 1.00 0.20 0.61 0.00 0.61 0.00 1.00 0.75 351 P4 P6 202 6.31 0.72 2.40 2.40 4.85 0.54 1.85 1.85 2.40 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 �p 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t,Nvjt'1 Y 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 2.4211Vao 2.43 Notes: denotes a wall under a discontinuity denotes a wall with force transfer • "" denotes a TJSB 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 29 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 23-28)-Unit E6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.67 kips Design Wind F-B V i= 1.72 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.10 kips Sum Wind F-B V i= 4.15 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall Loi an. C w dl V level V abv.V level V abv. 2w/h vi Type Type vl OTM Rona U„.t U6 „ OTM ROTMM U,=, Us,,,,, U,,,m (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) i, (p11) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 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 rV6570 G 1 1.2b 56.83 3.0 3.0 1.00 0.20 0.14 0.61 0.14 0.61 1.00 0.67 484 P2 P6 249 8.71 0.72 3.42 5.82 6.73 0.54 2.65 4.50 5.82 NM.4I f_C_ e( I3 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 4'%Srtytj 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 232.8 7.0 10.0 1.00 0.15 0.58 1.21 0.56 1.21 1,30 1.00 330 P4 P6 256 20.77 4.20 2.62 3.95 16.13 3.15 2.05 3.08 3.95 I{INA 5(yyf yT(e g?) 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#41414 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 E4.15 EVFo 4.10 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.09_River Terrace(Lots 23-28)_Caiculations.pdf Page 30 of 58 • SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 23-28)-Unit E6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.84 kips Design Wind F-B V i= 1.81 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.93 kips Sum Wind F-B V I= 5.96 kips Min.Lwall= 2.57 ft. . (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 HD Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwali LDL aft. CC w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RDTM, U,,., U.,,m OTM ROTM U,c U,,,m U.. (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) 0 (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 (,{NjLGil 1 1.2b 2E-12 0.0 3.0 1.00 0.20 0.00 0.00 0.00 0.00 1.00 0.00 #####N.G. P6 173 0.00 0.00 0.00 5.82 0.00 0.00 0.00 4.50 -542- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 b!')k�fit'l - 0 0.0 0.0 1.00 0.00 0.00 _0.00 0.00 0.00 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 118.4 2.0 10.0 1.00 0.15 0.26 0.00 :0.12 0.00 1.00 0.44 178'"' ** 132 1.43 1.20 0.17 0.17 2.38 0.90 1.11 1.11** 4"014/1? }J 797.2 19.0 19.0=Leff. 1.81 4.15 0.84 4.10 p, �V,ib 5.96 E.VEQ 4.93 0iiti tZ�f) Notes: * denotes a wall under a discontinuity *' denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.09_River Terrace(Lots 23-28)_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) 1 FOR PORTAL'ASSEMBL1ES''2'3 Seismic(SDC C-E) . Wind(SDC A B)' Hold-down Hold•dow'n- ' Nominal Drift at DrHYat . Holght. Allowable Uplift at Allowable UpI1R at Model No Width Albwabie• Ailo"ble (in).. `. {in) Sheat.(ibs)_ Shear(in) h!ea(lbs)ble 5t.• . .a)_ Shear(In) heart Ohs) SWSB 12x7 12 78 2730 0.29 9806 3000 0.31 10775 SWSB 18x7 18 78 5600 0.30 13495 6160 0.33 14845 SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 , SWSB 12x7:5. 12,,: 85:5 ; .2520 0,32 '` 9920 .' 2770 .0,35 i 10906 ... , : :SWSB 15x7,5 ,18. .` 85.5.. -, ,5380 . :034 14215 ` 5910 . „0.37. ' '15616 m--• SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 o°.? SWSB 18x8 18 93.25 5150 0.37 14840 5665 0.40 16325 SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWSB 12x9 12.r 105.25 1580 0 43 : 9570. 1780 048';'„ :10780 :' ..SWSB 18x9 18, :: 10526', 3810 :0.43 ' '13770 ,`'4180 ".',6.61.',.; 15105 SWSB 24x9 24. 105 25 '78,10 :04; 21280 Y,8590 .-.o.47,..:-_i 23405 ;; ; SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 SWSB:'12x7 6 12 . 85.5' 1200 "'0 31 9450 1320 ,.;•::468,,,,:::" 10390 '11::: SWS1:118x75 .'. 18 85.5;x 2825 ,033 , 13870 ` ;:2806-.._;:-•., S:40-:, 1524$ o SWS812x8 12 93.25 1100 0.35 9445 1210 0.42 10390 :' .!c J SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 su7:'i -4'1 SWSB 24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 12 105:25' 790 043 .V570 'f ?'.890 0.48'`. 10780 SWSB 18x9 18 105.25 1905 .i 043 13770 ,,2090 0.51 _' '..15105 SWSB 24x9 24 105:25`: 3905 ::i.,0.42'''' 24295 1147 ; 23405 For Sl:1 Inch=25.4 mm,1 lb.=4.45 N,1 plf=14.6 N/m. Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 'Hold-down uplift at allowable shear is based on a moment 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-planeshear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load Is allowed. 3Panels may be trimmed to a minimum height of 74%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_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 32 of 58' 180 Nickerson St. CT ENGINEERING Suite 302 INC. Seattle,WA 98109 Project: Date:• (206)285-4512 FAX: Client: Page Number: (206)285-0618 -VP MSr ., ,-,42k4) --66,p (-24,( (A pts 173-61 r 1 ! I 1r in „ ,.. , • ii, __ i , _______, •1 i--- , ,, i r- ) 1war � 11A) *( C4gJ( 6) 4- z( )J)( � � -)-(Z)(1-4-,)(47 ”) )qac Q\.. iib p` g 2v0 95 16,' --ma61-1)(-2-9-pb —,_ 266 0` --- 1,/, 6- MiN. to( w i TSP a, u v . 1\ AI _ _ . 6' X t5( - ' 4?,-)6L,-C,)_ lki-i - q-(41'01--155-' _ Zr 3 - W S4 2l3 Z- t97 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 33 of 58 Structural Engineers E2 20D D6 ROOF BELOW 15.-4" EE COMMON WALL 1 EXTENT OF 1-HR EXT 11W. 4'-10" * 4'-10" WALL. PER DETAIL 3/01 6-0 4'0 SL -, 4-c COMMON WALL �4- WALL BELOW-- _ �L I Bedroom 2 " N a I " I a I rn D1 m N o FIREPLACE VENT •C. I 2'-1Y4"-1Y4 I B-432 1 1'-8Y 'I : T T gI O�i 1 �� 24"TB = j� 2-0 II Ur m¢W :"thy Ty 51 a° I 30 N 2"xçu 7. � IACCI MEI C) i - O SHOWER 'titLr t 2 I 71 M Bath m TB -4 H'C�W _ LOW WALL 130" 4'-10) 3'-6) 42" A.F.F. H ^ t� "' ,SEE SHR. � V/f/•--d\lU\ � U8 FOR I TPC STAIR ' ® '.� DETAILS I i--il ' , 1m wnu . .. CD - RADON REf liCTIONI SYSTEM 1 3.-5Yg1 Ill. j DI YS-I / , VAULTS OILING h PER tRUSS MANUFACTURER I +mY m `:: < >6`12 e I Master Bedroom i 1 Io I I IAi I EXTENT OF 1-9 2-6'4-6 1-9 ® I 1-HR EXT. 4-6 F CSMT 4-6 F Kw WALL ER DETAILP3/01 I I I I I 4'-11" Jr 4-9" i 1I 1-8"1 9-8" -7"' 2-5" ' UNIT K-6(A) UPPER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 34 of 58 15'-4" 0 q COMMON WALL--f 11•-103/4" 4}/ {• '-1• 1 20 ROOF ABOVE D6 Ft COMMON WALL —��� ,� I z •.r GUARDRAIL AT+42" o f I ABV. DECK SURFACE I _1 S 1'.- " 4' 3" 4'-3" 5' 3" E, 4. t Deck t ,'" i j '' FLOOU ABOVE, In¢ k- I- a I I-645-)SH 6-0 6-10 SGD I SAFETY GLAZING I Living m I CV I IT I I 1 01 TILE HEARTH I I • (OPTIONAL)—_ r i FACTORY-BUILT �v I DIRECT VENT GAS 'I m FIREPLACE 1 INSULATE FLOOR OVER D — I a I UNHEATED SPACE — I • I I n. I 1 0 3-6" 1 'I I o r-- DN II LOW WALL o 1? ;,..-•••42"A.F.F. _N I i Dining I CONTINUE LOW WALL ) I COMMON WALL 36"ABV. ' GNB THRU NOSING�� -L �; SA I FURRING TYP. < '� I '® 2'-8" RADON :� SEE SH T. 'I MITIGATION I US FOR STAIR MINI VENT STACK DETAILS o I I VP --*– 11 U IP I OPEN RAIL 0/PONY WALL: UP 2:1/{ TOP OF WALL +22" ABV. LANDING `� TOP OF RAIL +42"ABV. LANDING 1 IC3 ♦ Ur I d o 0 1 2'-6Y2 1 3'-1)/2" 4. 3'-11}Y22" V o - I INSULATE FLOOR OVER I " I ' UNHEATED SPACE --- FLOOR BELOW gI DW i 1 leiI ci � ---' 7 i 1-2 2-6 f I EXT1-HR OT. ®4-0 F 2C9AT04-0�F WALL DETAILPER 3/01 I I1IUr I I I I I ♦ 4'-10" :1, 4'-10" '-10"F 2'-2" 11-8", 9-6 ! 4-0• j 15'-4" 1 UNIT K-6(A) MIDDLE FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 35 of 58 e t 15'-4" } 11'-103/4 Y4 t 3'-5 } I I f q COMMON WALL r DECK ABOVE r ,z 0 ®j Ta zo CE COMMON WALL K U I o F e9'-11" I 5-5" e o rn N E5 a I WOOD TREAD, MAX.Imo+ I RISER 8REMOVE"STEPS AADDAS R ` n REQUIRED PER SITE CONDITION) 3'-0" 'I co .r.i b DIRECT VENT GAS e WATER HEATER AND FURNACE DOORS SHALL BE SELF-CLOSINGe i 20-MIN. RATED ' Tandem 2-Car - - "I` Garage '" I "to U OCCUPANCY n I/I• e WALL FINISH: %• .-4 .`:. GWB CEILING FINISHI V8" TYPE 'X' GWB 4-o ur FURN. FIRE-TAPE ALL t_(.... GWB WRAP BEAMS Ut �: I m BELOW CEILING I OCCUP. 1 LEVEL. INSULATE h,,_-. R3_ FLOOR ABOVE. ��' I - I• 6" "' FURR DOWN 3'-6" rn FDR DUCT RUN IH- INSULATE WALL -- 34-_ PER DETAIL 4/D1 Q -- j WHERE ADJACENT TO HEATED SPACE �, RADON REDUCTION SYSTEM SEE SH T. U8 FOR STAIR DETAILS . _ X_11"f E WOOD TREAD, MAX.�" I UP 16 I ` RISER B" (REMOVE ' 05 STEPS AS REQUIRED o /7'e. cj��' PER SITE CONDI110N, _I P'��G MAX 1 TREAD) h 0 2 (� •.--,,Z- 95)/ " — a 5 h nI m mm © •" 1 I� - IMF -�0 SOHD Cr �'--- 1' 1 1, INj TLaof£AEOvE o 1 ) B'-0" cl�B (1'-10"' 2'-2" m an II II PorchI c, L ,d L I ,,, I I } 15.-4" UNIT K-6(A) LOWER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 36 of 58 -Tx T ''') 4x12 HDR I U xe. I O 14 I 0 59.0 �. HUC4 16 HUC416 (2'13''4"x20;LVL FB I x100 iD-1 4x1 IR x10 �S1P TO BED 2�x m II Na �$� IDN TO `` la: I LIVING 1.=•,..J a:J I L _1L iii ii 11__'i�IIN U I--- FLOOR G.T.1 ll II 6 TYP 59.0 20 0 BLDG. 11111 59.0 STEP L II 20" OPEN ?VEB JOISTS ®19.2" O.C. e . I 0 BLDG. I j8 STEP I� _FLOOR GIRDER _3 I11�. I I11 I�HIT420 /I 6 I"i I' 11 IITYPO S9 9 I ®BLDG. 20 jlI 1 1 i \I — BATHTO I 111 it STEP S9.0 I li j 1 I J 4 TAI/ I ® ILSL. I---1 F AMING TYP. Imo_r__o L 1 + 1 ®BLDG.® IMI I 11 I STEP I IIFl m I'1 I DN TO 5 i / 1I + DINING I I I' i i 1 2151*-UP TO I i I I II! M. BATH 1,I IIS 131"x20" LVL FB li I I I I IIII III C'o II !I980. II !II •I I I UP TO ' ON TO M. BED .. �T KITCHE �,S �� a `-- --,7:77 • I (2)131"x20" LVL FB UNIT K-6(A) RPAMINGOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 37 of 58 e18 POST ABOVE S9. POST ABOVE 6x6 P.T. POST W/ ®i _ I:_:, ACES POST CAP P.T. 4212 HD' TYP. AD o �� - -'i 4x8 FB N ti. BEARING a� ' 0 STUDS ABV. 1111W 'x8 .77. EDGER! T i' 11I 0 I 0 lo 6 J TYR p 59.2 ®Z I 11 e BLDG. o c• 1 S9.2 STEP 1- ilaiTYP. 1212 I ©e BLDG. S9.0 MB� O I '�STEP GT ABOVE-S _ _ _ — _ O 315"x10)4' CA$CAD: S.L HO' i I©,I �I I TYP. 0 /I 1-...-_ I ®BLDG. 11 j STEP S9. I I {j TYP. '® rk -L - % 1x914' / ®BLDG.® I IRIG70lAM LVU STEP USH WAIS/t) I 1 / I I 1 1 I / I 1 / 1 I C MB4 r '1 11 1 1I ©! - II I- xiO CAS�APOSTL. HDR iI I /STAIR, 1 ABJVE II / 1 /I .1 iII//FRAMING,, B Ih1 k 4 -i-2II,V :42u11, w I , mco 1I1 BM O1. UU jD 70.1 rm li I > ETRY j p+ >» rnxIil in 1 I HD -'I "x1r34" CASCADE HU 0 NV GT ABV. ,•��i 314"x 914" BIG BEAM FB BUNDLED STUDS 111 x914'RIDDLAM LVL GT ABV. FOR HDR ABV. fil MAIN FLOOR UNIT K-6(A) FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 38 of 58 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K6(A) Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usqs.qov/designmaps/us/application.php http://earthquake.usqs.qov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1=Fv*S1 SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 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 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 no= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 42 of 58 SHEET TITLE: 17075-River Terrace(Lots 23-28)-Unit K6(A) CT PROJECT#: Sps= 0.70 h„ = 25.92(ft) Sp1= 0.44 x = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020'ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) 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=Sips/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Sp,*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 S,)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„„ = DIAPHR. Story Elevation Height AREA DL vv, w; *h;k wX *h,k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof - 25.9225.92 598 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_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 43 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: 17075-River Terrace(Lots 23-28)-Unit K6(A) F-B S-S ASCE IBC Ridge Elevation(ft)= 44(00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. -- --- Building Wdth= 19.0 40.0 ft. Basic Wind Speed ssae.s.= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable ps305= 24.1 24.1.psf Figure 28.6-1 Pssos= 3.9 3.9 psf Figure 28.6-1 Psso c= 17.4 17,4 psf Figure 28.6-1 PS30 D= 4.0 4.0 psf Figure 28.6-1 A= 1400 1.00 Figure 28.6-1 Ici= 1,00 1.00 Section 26.8 windwardflee= 1:00 0.00',(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) A"Ict"Iw"windward/ee: 1.00 0.00 ps=A"Kzt"I"Rs0= (Eq.28.6-1) PSA= 24.10 0.00 psf (Eq.28.6-1) pse= 3.90 0.00 psf (Eq.28.6-1) psc= 17.40 0.00 psf (Eq.28.6-1) Ps o= 4.00 0.00 psf (Eq.28.6-1) PsAend caverage= 20.8 0.0 psf Ps S and D average= 4.0 0.0 psf a= 3 3 Figure 28.6-1 2a= 6 6 width-2"2a= 7 28 MAIN WIND-ASCE CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00 1,00 1.00 10 psi min. 16 psf min. DIAPHR. Story Elevation Height AA As Ac AD AA AS Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 44.00 18.1 0 217 0 126.6 0 217 0 506.3 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 6.7 0.0 3.01 6.73 6.73 6.73 0.00 0.00 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 2.6 0.0 3.49 2.58 2.58 9.31 0.00 0.00 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 2.7 0.0 3.66 2.71 2.71 12.02 0.00 0.00 0.00 0.00 1st(base) 8.92 0.00 AF= 751.3 AF= 1582 12.0 0.0 V(F-B). 12.02 V(S-S)= 0.00 __ kips kips kips kips 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 44 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: 17075-River Terrace(Lots 23-28)-Unit K6(A) (MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.001 0.00 0.000.00 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(SS)= 0.00 kips kips kips kips !DESIGN WIND-MinJPart 2/Part 1 ASD Wind(F-B) Wind(SS) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 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_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 45 of 58 E 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 S1). Maps in the 2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)`1' Ss = 0.972 g From Figure 1613.3.1(2)[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 7/or su A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength s, < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 17075_2017.05.09_River Terrace(Lots 23-28)_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 5 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >- 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period 5150.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S, 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and Si = 0.423 g, F„ = 1.577 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 48 of 58 Equation (16-37): SMS = FeSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SMl = F„Sl = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % SMS = % X 1.080 = 0.720 g Equation (16-40): SDI = % SM1 = % x 0.667 = 0.445 g 17075_2017.05.09_River Terrace(Lots 23-28)_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 SDs I or II III IV SDs < 0.167g A A A 0.167g _< SDs < 0.33g B B C 0.33g <_ SDs < 0.50g C C D 0.50g <_ SDs D D D For Risk Category = I and SDs = 0.720 g,Seismic Design Category= D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDI IorII III IV SDI < 0.067g A A A 0.067g _< SDI < 0.133g B B C 0.133g <_ Sr,I < 0.20g C C D 0.20g <_ SDI D D D For Risk Category=I and SDI = 0.445 g,Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 50 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 23-28)-Unit K6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 kips Design Wind F-B V i= 4.04 kips Max.aspect= ___3,5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.03 kips Sum Wind F-B V i= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RoTM Unet Usun, OTM ROTM Unet U,m U.,,,, HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 108 ` 10.8 10.8 1.00 0.15' 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 A A.3b 82.92 8.3 8.3 1.00 0.15 0.56 0.00 0.28 0.00 1.00 1.00 34 P6TN P6TN 68 2.25 4.59 -0.31 -0.31 4.48 3.40 0.14 0.14 0.14 A A.3c' 108 10.8 10.8 1.00 0.15' 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 131.2 10.8 10.8 1.00 0.15' 0.89 0.00 0.45 0.00 1.00 1.00 41 P6TN P6TN 82 3.57 7.80 -0.42 -0.42 7.08 5.78 0.13 0.13 0.13 B B.3b' 167.8 13.8 13.8 1.00 0.15' 1.13 0.00 0.57 0.00 1.00 1.00 41 P6TN P6TN 82 4.56 12.76 -0.63 -0.63 9.06 9.45 -0.03 -0.03 -0.03 B B.3c' 0 0.0 0.0 1.00 0.15' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 598 54.3 54.3 =L eff. 4.04 0.00 2.03 0.00 EV,w,,d 4.04 EVEQ 2.03 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 51 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 23-28)-Unit K6(A) 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= 6.59 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eH. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Unet Usum OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 108 110.8 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 4 25.0 25.0 1.00 0.15 0.73 2.02 0.66 1.02 1.00 1.00 67 P6TN P6TN 110 15.05 42.19 -1.12 -1.12 24.71 31.25 -0.27 -0.27 -0.27 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00;. 0.00 0.00 0.00 0.00 1.00 0.00 0•-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00` 0,00- 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00- 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0.0 0,0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 [' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 649.3 65.3 65.3 =Leff. 1.55 4.03 1.40 2.03 1.00 �V,„nd 5.58 EVEQ 3.43 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 52 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 23-28)-Unit K6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.70 kips Design Wind F-B V i= 1.63 kips Max.aspect= 3,5J 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 LDL eft C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM RoTM Unet Usum U,,,,,, HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A,1 a97.99 9,8 9.8 1.00 0,15[i 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 8.1a' 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.1c' 122 10.0 1'0.0 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 rc 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0,00 0,00 0,00 0.00 0,00 0.00 0.00 - - 0 0.0 0.0 1:00 0,00° 0.00 0,00 0.00 0.00 1,00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0A 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0,00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0,00 0,00 0,00 0.00 1,00 0,00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0,00 0.00 - - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0,00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 " 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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 EV,Hnd 5.92 EVEQ 3.33 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 53 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 23-28)-Unit K6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.08 kips Design Wind F-B V i= 0.00 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V 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 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. Wall ID T.A. Lwall LoL eft_ C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM U„gt U,,,,, OTM Roan U„e, U., U..m HD (soft) (ft) (ft) (kif) (kilo) (kilo) (kip) (kip) (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.3b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 1.04 0.00 1.30 1.00 338 P4 -- 0 10.83 2.56 2.48 2.48 0.00 1.92 -0.58 -0.58 2.48 ALei -74 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Wt Yr-411 693 8.0 8.0=L eff. 0.00 0.00 2.08 0.00 EVwlnd 0.00 EVE0 2.08 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.09_River Terrace(Lots 23-28)_Calcuiations.pdf Page 54 of 58 • SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 23-28)-Unit K6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V I= 1.72 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.80 kips Sum Wind F-B V I= 0.00 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+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. HD Wall ID T.A. Lwall LoL.ff Co wdl Vlevel Vabv. Vlevel Vabv. 2w/h vi Type Type vi OTM ROTM1 U„*, U, OTM Rom, U,,1 U:gym Usu,,, (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.2b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 0.86 1.04 1.30 0.89 695 P2 - 0 22.24 2.56 5.90 8.38 0.00 1.92 -0.58 -1.15 8.38 GY(1-1 Z 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 0.86 1.04 1.30 0.89 695 P2 -- 0 22.24 2.56 5.90 8.38 0.00 1.92 -0.58 -1.15 8.38 Cyt-tfl 693 8.0 8.0=L eff. 0.00 0.00 1.72 2.08 EV„;,,, 0.00 EVEQ 3.80 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 55 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 23-28)-Unit K6(A) 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 SDPW S-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.ff Cp w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROM U,=, U,,m OTM Rom, U,o, (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) i, (p11) (pif) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 231 8.0 10.0 1.00 0.00 0.00 0.00 0.29 1.27 1.30 1.00 252 P4 --- 0 18.16 0.00 2.48 2.48 0.00 0.00 0.00 0.00 2.48 41001". 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 1034 1-{'0.)/4' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 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"""'` 411440504 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 3.80wVlnx� 'Vwmd 0.00 LVEQ 4.66 V Notes: * denotes a wall under a discontinuity 0dt/ -e- PerriAloct. "" denotes a wall with force transfer """ denotes a SIMPSON SHEARWALL 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 56 of 58 ESR-2652 I Most Widely Accepted and Trusted • •' TABLE 3--STRONG-WALL6SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIESt'2'3 - Seismic(SDC C-E) . . Wind(8DC A-S Hold=down Hold-down; Nnmlrlal Haight„ Allowable Allowable at Uplift ah. Allowable tiow ab`, Uplift at, Model No. Width In Shegc(Ibs), Allowable• Allowable Shear(Iba . Sher bki(In) AlioWable on) '• ( ).._ Shearon) . Sh_ear lila) )'. Shear(In) Sheac{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, 85.5 2520 0,32 9920. 2770 , :0,35 . -10905 t' SWSB.13%7.5 18. - 85.5_ • 5380' '034 14215 6910 037 `' :-;:t-, '15815 m SWSB 12x8 12 9325 2310 0.35 9915 2540 0.39 10905 :'a''= SWSB 18x8 18 93.25 5150 0.37 14840 5665 0.40 16325 SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWSB:-12x9 _ 12 10525' 1580:. 043, 9670 1780 048 =: 10780 SWSB:18x9 ' ' 18•,: 10525''' 3310 .043 13770. +4180 Q.51. ,15105 SWSB24x9 :..„..::::"24;;;: 10525:= '7810' 042 21280;: :,8590 047 }23405 •SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 SWSB 12x7 6 i. 12 85.5 : 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 -VP F )s _,,,-42` orx, �r („A pc 1 . H / r I \ --1-- 91 j _S 1 Ion, . i 1 . .. L '� ( ') i 1 ' _ ... „_,. j pi.) , (*)(z5,-4.s ' :_, CEJ( \/ 6) L.... 4_ 2,( ),4)( 4,-4 ÷-(_,,, ,— ;,7,:. , .,<., )q fc) ?\-7 i6-7c:. pF-- 9, 90 fi )F- .e(P ib-1 -.-4. -- (1---ztY2-fivb -- g_66.?-0E-- 0- b x, . 1/1/ 6 Mil\L l'Or W071-- TYR_ a„ Di\ 1L-. 6' x i 51 -1) Lz)(-- /47-)s.) x--04.0-t-l55 .— 0(33 0' Sd? tet3-i- _ `/(97 2 Q-7:7-2- o -- Y ----- 17075_2017.05.09_River Terrace(Lots 23-28)_Calculations.pdf Page 58 of 58 Structural Engineers