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Specifications (28) OFFICE COPY if PERMIT ADDRESS CT ENGINEERING 39 MST2017-00216 13047 SW 169 Structural Engineers itiU Nickerson Street Suite 302 Seattle, WA 98109 INC. 40 MST2017-00217 13041 SW 169 206.285.4512 (V) 208.285.0618 (F) 41 MST2017-00218 13035 SW 169 42 MST2017-00219 13023 SW 169 [�C C EIV E D 43 M5T2017-00220 13011 SW 169 nL- #17075 MAY 25 2017 CITY OF TIGARD Structural Calculations BUILDING DIVISION River Terrace �C� �wF Lots 39-43 1d (Row Houses) W4REc')Nk Tigard, OR t..s r , \<, 04/21/2017 Design Criteria: 2015 IBC (2014 ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.912, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 1 of 58 -CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace—Lots 39-43 (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_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 2 of 58 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 17075-River Terrace-Lots 39-43(Row Houses) ROOF Roofing-,ashphalt shingles 3.5,'psf misc.. 0.9;psf 5/8"plywood(O.S.B..) 2.2;psf Trusses at 24"oc. 3.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Meoh. 1.6'psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0'psf NO gypsum concrete 0.0'psf 3/4"plywood(O.S.B.) 2.7 psf Floor Framing(Trusses/Joists) 4.3 psf Insulation 1.0'psf (1)5/8"gypsum ceiling = 2.8'psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 3 of 58 ROOF BELOW I 0 19'-1" I f 1 3'-7y" 2'-332 9'-10" 3'-4" I 6 5.-73/4" 4-2 1-4Y2"1.-17,2. 1 li . Q I £.DRESS —�+ TV NICHE AT +36' I I A.F.F. • 1 • I RAISED:CEILING +9'-3UPPEi ABV. R FF 1 ' Master Bedroor:h INI „E. I m `: 1 N 2' 9” w 3'-1I4'4" 3.-33/f 5 5.34 , 3 N r Linen r e o I AIM N 1 I ~ '_ N `" 5' SHOWS' I z 2-6 o wo a BIFOLD I N = ^�--` e DN I a 2x4 FLAT 1 1 �, �w 1-11. PLANT �' STUDS 24"TB m ,a /SHELF a5 7 o , ®+42" i M. Bath 0 LOCATE PLUMBING In ROUGH-IN ACCOUNTING (6°) 1 o ® O FOR (2) LAYERS GWB 4 w 1 f �. AT PARTY WALL RADON a c DRYER o REDUCTION v :. 1 a i , I - o�E 4 SYSTEM m D3 In SEE SHT. .IWpSHER �, A 5' TUB U4 FOR STAIR III v H n DETAILS 3' 7� BathOWE ' e7 __ 2-4 HCW • L, 24"TB I n ..3•-7Y2' : 3 9" �.'� YY"3n"1 + • - ' ATTIC N T I S & P �. _- LOW.WALL L 'ACCESS I J of AT +42" W/ :�,. ' I `1 `�'` �-— . 3 WOOD CAP I T 1 B = 6-0 BIFOLD W N= D4 ,o 1 \ (Mk Mk 6 1 1.-53.- N 3'_5}/2" TYP. .N r Tech Rm.RAISEDe ::CEILING , , l W+5,'-34,4" I m ® ABV UPPER FF s Bedroom 2 "�' Dl Q IT I'sT 17' 2-6 4 . SH EGRESS o N7-0 5-0 XOX 7 Wit.,_ I N% I 3'-3" 4, 3'_10" 5'-0" 7'-1" 10'-0" 2'-0" I } 19'-1" Jr!f UNIT E-6(B) UPPER FLOOR PLAN 1/4"=1'-O" AMERICAN MODERN 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 4 of 58 19.-1" s 1 I 8" 1-7 4 U � r RODF AEOVE �a 1\ ak _42" GUARDRAIL `oi \ 4'-5" r 4'-83" 't `° ' Deck n 2OAD6 4-4 991---1-0-6-Of-OVER--- 'SAFETY r NG 6-0 6 10 SGC I N a a r- e- al -- I 1______ 1 a I N ,2... ,.., To Izi, .. , (__. 01 : 2x6 WALL W/ R-21 BATT INSUL. a N n, N r"""""? FACTORY-BUILT ,., I:F. - DIRECT-VENT GAS FIREPLACE a 1 20 I"E.." a VENT UP THRU LOW ROOF Lk t O TILE HEARTH Ur (OPTIONAL) a L"«" INSUL. FLOOR JOISTS AND ROOF RAFTERS 'v N AT F/P ENCLOSURE T iv ro ® Living INSULATE FLOOR OVER a a " 0 —" n UNHEATED SPACES -� g., :1732 3'-10" 3'-4Y2" 3'-8" 2'-8" rtl 1 Ufa b e S & P 1 N I % v V I p, ,JII: DN N ' -� . N . I W N Q N 2x6 O�I-� .I o LOW WALL AT O�jJ t' "� - I +42" A.F.F. - __4_�_ L. SEE SHT. O I. U4 FOR STAIR Ki Chen DETAILS n 1 DW D ,, RADON - I REDUCTION d SYSTEM I® o VP U 1 0 MEI ___7�� moi. ®N 12-8 mi I 18 UP CONT NUE PARTY WALL- N a Da , GWB THROUGH FURRING a 3G TYPICAL N I 1 p Din/Fam I NAi PW.r — lapINSULATE FLOOR OVER e 0CIL- UNHEATED SPACES a FLOOR BELOW r—Ill 0 2-; 4 6 SH , oN I 7-0 5-0 XOX 1 120 GO m / 3' 3" 12' 2" , , \5.-0" i * � 10'-0" 19-1" UN IT E-6(B) MIDDLE FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 5 of 58 19'-1" ♦ s 4'-1" 15'-0" 3'-9Y4"3" m .1.--% Us I? DECK ABOVE 1 I N /1• 20B 0 08 i o r (` ) • WOOD TREAD, MAX. RISER 8" / Mech. ' (ADD OR REMOVE STEPS AS m3'-0" REQUIRED PER SITE CONDITION) j� r U OCCUPANCY I ell DIRECT VENT GAS �� -FIREP ACE ABOVE WATER HEATER I`�11�!�) \ / I DOORS SHALL BE ..--------- '3 e'er UR _4 SELF-CLOSING `-`7 207,MI . RATED DIRECT VENT GAS jFURN . 5� 4" 1 a FURNACE 61? 1 I 10 a1 I i 1 'v li • I -FUR, D WN 4'-1" j 4'-0"FOR DUCT RUN / INSULATE I Ir-r/-' UNDER STAIRS AND LANDING r I I I 4'-1" I 131-9Y2. 1. LJ INSULATE WALL o I PER DETAIL 4/01 . RADON WHERE ADJACENT —__ 0 REDUCTION \� TO HEATED SPACE-moi 1- 1 SYSTEM H x__.__ - __ _ _, _ SEE SHT. \ Garage ci U4 FOR STAIR r4 o, DETAILS 3'-0" 9Y2, r / 161 WOOD TREAD, MAX. RISER 8" DS !' (ADD OR REMOVE STEPS AS --• REQUIRED PER SITE CONDITION) fl UP O O.- F -_- o 2 tntiZ- O } - - - 4Q'�IEntry y N Q NNN N 7 O 0 In Z N O Z _ n N Porch 1 e 8-0 7-0 50-10 N 1 _ II 1 ' J e.`/ -IAT FLOOR ABOVE Up STEPS "o 1, 7 0 1 r r" .1/4_ ♦ L 7 I� v J 7j/2. UP 7)/3 ,611V-0",i� 4-0" \i•-0` 11-10" 1 19.-1" it UNIT E-6(B) LOWER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 6 of 58 SIM. 4 4 S9.1 59.1 r - - 4x12 HDR v UB4 N 1 HUC416 o "-ii- UP TO HUC416 ® M.BED 2134520"LVL FB L_ _,I}4 0 HD -ug3 10 HDR �'�T----,- o. I oz DN T o ae I LIVING xl FL00lt G • 1 • 1 20" OPEN WEB JOISTS I®19.2" O.C. o' 03 I e TYP. DSC5 I I ' if — 11 •--= FLOOR GIRDER - DRAG TRUSS 189.0 s� -----------7- -L I • 2x6 AT 1 <- I PL. I Pi It -.""*.._ 16" O.C. ` I 1111 \ = T.., IB! 10 -Iir �j 5, 1 "x20-LVL IFB I: - S9.3 I I�n1' I I o), QN I. 1 I x 3. STAIR FRMG.i DN TO I • (2) 2X10 ® KITCHEN I II 2x6 LEDGER, /� LEDGER r u (3)2x6 FB !I TYP. U.N.O./ , \ --"/ .i AT LANDING' I I r UP TO 11\ ! ' I fir1" 11 I I 7---6— , —11 -- y r I I In , STXIR I i i ,,l nr II III ' RAISED FRMG. •i "-' I—.................0 r IN , PLATE II • I I I ,r J , f - I I 1 UP TO o LANDING/POWDER1•1 • T- I EXTENT OF i AT +1"-23/4" � / RAISED FLR. ABV. MIDDLE F.F. k I I RAISED FLOOR x13'.."920"LVL FB (DOT FILL) vriiiir SEE BELOW ' rI 51 GT ABOVE / I DN TO PWDR ( % 2x10 LEDGER -l y} 6x6 d DN TO 6X6 /��///�, 4A6R1 DINING J UP TO TECH I 1 =- - HDR --- ... UB2 DN TO BED 2 UPPER FLOOR UNIT E-6(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 7 of 58 U I UB5 II (2)2x10 FB 1 _ S9.2 c,1 -- OVER-FRAMING PLAN ;,' TO MATCH HT • . ! OF RAISED FLR. `RAISED FLOOR AT +143'4" i 1 —UPPER FLOOR WALLS 2x10 ® i6" . - 59.3 2 • x6 LEDGER •� I`�--- : : 14.75" STEP 0 HDR 0 IiiiiP UNIT E-6(B) RAISED UPPER FLOOR FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 17075 2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 8 of 58 18 POST ABOVE S9.2 nip POST ABOVE 6x6 P.T. POST W/ 1 ACE6 CAP, TYP. o PT 6x12- — - _ -_- -_- r MB6 lO ® B NDL STUDS A OVEII PT x8 LEDGER U_ A_�_ _�___u___i_�__ ____; 2X TRUSSES % ("6xBTH�' ' —� t / GT I a AT 24" O.C. o / I I 3)4 x9)4" BIG BEAM FB N Of ' HU4 10 ABOVE a O I 1, ` 'LJ m ®z ii!....---GT ABOVE o 0 / r (D N 1 v, 0 I k til m a 3 LOWAROOF f, I �I al rn ix o ,i 0 TYP. o %— ( n r p a .1. IHU4 10 X 1./ II 13Y2"<9Yi' BIG BEAM FB .L % -�, `1 IN _ A--moi ?� G�( ABOVE 1 12 I.i I H2.5 TO BEAM M B4 1 59.0 75-.=.-"'Tldl/ -"arT.74 xi1,%'gIrB`AM'tb- " "1100 LEDGER`) '',..,51 ( 6x6 POST GT A:OVE 15 J 593 m '- 1�1'x9Y2" RIGICLAM LVL B LANDING F.F. AT +7'-0" • m AI /j, 4x POST FROM +T-0' ABOVE LOWER F.F. I -- - \ II TO1+8'-1" ABV. LOW F F. 2x6 AT 16" O.C. o < x ST4IR ,y / \,1 FRA.G. N 13'4'.9Y2" RIGIOLAM LVL "B / ' ell STAIR _, : w FRNG Iis'-':, I cal N._._. BUNDLED \` ml STUDS ABV. / \ I / xl I i/ 6x6 I"t MB1 0 DN TO 1 t r�T�Z x11 :IG B_AM D' 1+ ENTRY I I aI aI m, m, RAISED FLOOR =I °.. .. . v I �I col mi (DOT FILL) n m m SEE LEFT m i I I I i x m I xI 1 1I A,IAI F r .4";'""':MDR j' I `� I I GT ABOVE 1 M[ :i �D7\ 1 I "x.... ASCADE 5.�. ❑"x 1 3'4" 9Yz14i � . 1 RIGI:LAM .Y.,RIM& AM L B;1 L FB P,d HUCQ D d 1.81/9 HUCO 1.81/9 Er_ BUNDLED STUD j o N FOR HEADER ABOVE I2°_ x I RMB8 L J MIDDLE FLOOR UNIT E-6(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 9 of 58 1 (2)2x10 FR __ i TOP @ +10'-1Y4" \R (3) 2x +Y" PLWD. i 02 UNDER (2) 2X10 C.... i EDGE OF TJI I TO NRA RAIY SED SUBFLOOR BENEATH ; 3:15TEP FRAMING PLAN I I 1 �� I TOP OF JSTS 4• VL�L<G.i i @+10'-1P. }_ J 1.1 MIDDLE FLOOR WALLS ABV. LOW EF 4 2x10114.75 I STEP 0 1E" 7C 3 PLATE +8°-1"--e---, j .r—:' 59.3 ', _ 2x10 LEDGER i . HOLDOWN STRAP i L........_.., , I . TOP 0_+10'-1Y4" ____ FROM ABOVE — I I f 1 S9 3 12 PLATE +8'-1" 59.3 1 .a UNIT E-6(B) RAISED MIDDLE FLOOR FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 17075 2017.O4.21_River Terrace(Lots 39-43)_Calculations.pdf Page 10 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 2013.6:33PM Mal wiple SImp�e I ,,..4v,,,,,- • • Vt c E-91ENERC1r=1(13276V-i.ECG • , ,,,,„,,,,,,4-,a, ,,,,,,,, ENERCALc.1NR: 1,14m0644:6:13_6.31,Ver:6_13 8,31 Lica#:KW-06002997 Licensee:c.t,engineering Description : Upper Floor Beams ;Word Beam Design UB1 ,:z.',..4,10',. ".41: : Calculatloits`per 200.4:NDS,IBC2006,CSC 2007,^;ASCE 7-05 BEAM Size: 2-2x6,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.750 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=8.330 ft Design Summary RSYo14 •1M9 Max fb/Fb Ratio = 0.635. 1 fb:Actual: 700.00 psi at 1.750 ft in Span#1 Fb:Allowable: 1,102.10 psi Load Comb: +D+L+H 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 Deft Ratio 1290>360 Total Defl Ratio 852 >180 Wood Beam Design UB2 ,? 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: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi . Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary wag 6a t S,0 559) Max fb/Fb Ratio = 0.347: 1 • fb:Actual: 352.07 psi at 3.250 ft in Span#1 t Fb:Allowable: 1,013.55 psi - s, �. '''3 _`--'t x , Load Comb: +D+L+H Max fv/FvRatio= 0.179: 1 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 per2005 NDS,113C 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-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary °if8848-1b°1116 Max fb/Fb Ratio = 0.082. 1 5 ,y fb:Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi Load Comb: +D+0.750L+0.750S+H • • Max fv/FvRatio= 0.070: 1 A A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 ft.4x10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152 >360 Total Defl Ratio 13898 >180 17075_2017.04.21_River Terrace(Lots 39-43)_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 Pnnled:19 DEC 20113.6:39PM 11 ultipie Sa 1; E 41Cn.,., , x.. ... Fae c1t}serskstale? uME-11i N f 1# �7ii,1 ENERCALC,INC.1983 2013,Buiid;6,13 8 31,Citi 61 1 Lic.# KW-06002997 Licensee:c.t.engineering Wood R,eaalrrl Design UB4 _ `, ,, ti , ; Calculations per2005 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: 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=0.0180, 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 • (..) Max fv/FvRatio= 0.313: 1 A `, fv:Actual: 43.25si at 0.000 ft in Span#1 15.0 ft, 4x12 P P Fv:Allowable: 138.00P si Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr s w E H Downward L+Lr+S 0.212 in Downward Total 0.365 in Left Support 0.54 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.54 0.75 Live Load Defl Ratio 848 >360 Total Defl Ratio 493>180 Wood Beam Design n g UB5 Calculations per 2005 NDS,'IBC;2006,CSC"2007,ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.501t _ - __ _ - __ Design Summary D(0.09750 L(0260) Max fb/Fb Ratio = 0.165. 1 fb:Actual: 153.55 psi at 1.750 ft in Span#1 Fb:Allowable: 931.44 psi Load Comb: +D+L+H IP 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 5.2-2x10 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 Defl Ratio 8902 >180 Wood Beam Design UB6 Calculations per 2005 1DS,IBC 2006,CBC 2007,ASCE7-05 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-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 Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary A(pI,_)1919A Max fb/Fb Ratio = 0.199. 1 .:•,,..•,••L• � 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 3.09.2-2x8 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_2017.04.21_River Terrace(Lots 39-43)_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 Printed:19 DEC 20''33.6:40PM Mtiftilp #mpl m �c , .„‘.,u,,4- Fie c lUsa4S stoned }(CUME-10PIERcA-111337"si&1.EC6 �,,..... .. � ,,�„ ! :, : '....,. E1�tERC�C '°.1983-2013,ftiAlidA.118,31,ver011_$.31' Lic.#:KW-06002997 Licensee:c.f.engineering Description : Main Floor Beams Wood Beam Design'": MB 1 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: 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 u0.80) 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 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;- MB3 „. Calculations per 2005 NDS,IBC 2006,CSC 2007,ASCE 7-05 BEAM Size 2 2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary 0,n„ Max fb/Fb Ratio = 0.934, 1 49Pc135.':r(6°da y fb:Actual: 868.57 psi at 1.467 ft in Span#1 Fb:Allowable: 929.74 psi .r.,-.,.,A:„,,,,..c.,47� ,I Load Comb: +D+L+H = Max fv/FvRatio= 0.820: 1 fv:Actual: 122.95 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.038 in Downward Total 0.052 in Left Support 0.73 1.93 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.48 1.27 Live Load Defl Ratio 1590>360 Total Defl Ratio 1155>180 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 13 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 2013.6:40PM �a file#citiserglkst er UlME91I FRO 932, f C$ : uILIp a Sirriple:Be am i ate. ''i_...._. ENERCALC,INC,1983 2013,Build_6.13831 Ner Lic.#_KW-06002997 Licensee:c.t.engineering Wood Bi>ianm Design MB4 ,�� ' -4'•-•'-Cialculations per 2005 NDS,IBC 2006,CBC 2007, ,,SC 74. ., BEAM Size: 5.25x11.875,Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Pr!! 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=10.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary oro u,a, Max fb/Fb Ratio = 0.605. 1 D(0.150 L(0.40) fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 Fb:Allowable: 2,866.74 psi ' Load Comb: +D+L+H M; 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) 0 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 20051415.IBC 2006.CSG 2007,ASCE 7-115 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-PrIl 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 klft,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 5., Load Comb: +D+L+H Max fv/FvRatio= 0.283: 1 A fv:Actual: 38.45 psi at 0.000 ft in Span#1 15.0 ft, 6x12 Fv:Allowable: 136.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.227 in Downward Total 0.313 in Left Support 0.51 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 1.35 Live Load Deft Ratio 791 >360 Total Defl Ratio 575>180 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 14 of 58 a CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Pnnieo:19 DEC 2013,6 tOPWt MUtlipie 3lmpie Beam r� •,- a starer> UME-1 ER 1?a 278WtEcs ,:w, r e,. ... , ,- - ENERCALC lNC,,tt 83 2013, t:1.13 8.3,15 6 I3_8_31 Lic.#:KW-06002997 Licensee:c.t.engineering Wood f ear Desigrn f MB7 Calculations per 2005 NDS,ISO 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 Dia(3318g8 i9o0j 0) fb:Actual: 201.88 psi at 6.250 ft in Span#1 Fb:Allowable: 946.00 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.064: 1 • A 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 Beare Design MBB ;,sCalculations per 2005 AIDS lBC 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: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Pr!! 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 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 Design Summary o 0..7. .020 allIllIllIllIllIllNMMZLt•Z..... Max fb/Fb Ratio = 0.389: 1 =�� fb:Actual: 406.66 psi at 2.500 ft in Span#1 Fb:Allowable: 1,044.86 psi 1111 t � _:�" • Load Comb: +D+L+H Max fv/FvRatio= 0.220: 1 A fv:Actual: 37.34 psi at 4.400 ft in Span#1 Fv:Allowable: 170.00 psi soft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SW E H Downward L+Lr+S 0.023 in Downward Total 0.033 in Left Support 0.21 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.50 Live Load Defl Ratio 2628>360 Total Defl Ratio 1844 >180 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 15 of 58 C T E N G I N E E R I N G } i3ckerson St. U'uSu'It<302 I N C. Seattle,WA t vii-t rr1.9l tAir_g 9810 Project: Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 6,"Wiled 4#4AvtZ, /4 ,� `i , 604_4- 2-) 690t. 2SOsa) ni- ¢' (get)/ 2is0 e1)4- :e'(Est-1-i PS�� ,t.#7 #1vAr S73a.. 5I 74tvtt,.ra 17075 2017.04.21 River Terrace(Lots 39-43) Calculations.pdf Page 16 of 58 Structural Engineers 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.= 0 Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43' N Longitude= -122.77 W http://earthquake.usqs.qov/desidnmaps/us/application.php http://earthq uake.usgs.gov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMS=Fa*Ss Stns= 1.08 EQ 16-37 EQ 11.4-1 SMn=Fv*Si Skil= 0.67 EQ 16-38 EQ 11.4-2 Sos=2/3*Skis SDS= 0.72 EQ 16-39 EQ 11.4-3 501=2/3"5M1 Spy= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic resign Category 0.2s S'DCs= D Table 1613.5.6(1) Iable 11.6-i 9. Seismic Design Category 1.0s SDCi = 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 S20= 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_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 17 of 58 SHEET TITLE: 17075-River Terrace(Lots 39-43)-Unit E6(B) CT PROJECT#: SDs= 0.72 h„ = 25.92(ft) SDI= 0.45 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) St= 0.42 k = 1 ASCE 7-10(Section 12.8.3) T�= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T< 0.298 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Sal*TL)/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 Sl)/(R/IE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE (EQ 12.8-11) (EQ 12.8-12) C„x = DIAPHR. Story Elevation Height AREA DL w; w, *h,k w,, *h,k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - 25`92 25.92 693 0.030' 20.79 538.8 0.49 2.43 2.43 _ . 371(uppr) 8.08 17.83' 17.83 n93 n 0:30 20.79 370.8 0 34 4 67 4.10 "2nd(main)'; 8.92 8.92' 8.92 693 0.030' 20.79 185.4 0.11 0.84 4.93 1st(base) 8.92 0.00' SUM= 62.4 1094.9 1.00 4.93 E=V= 6.91 E11.4= 4.93 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 18 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 39-43)-Unit E6(B) N-S E-W F-B S-S IBC ASCE Ridge Elevation(ft)= 44,0040.00'ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. --- Building Width= 19.0 40.0 ft. Basic Wind Speed 3Sec Gust= 95 95 mph Figure 1609 Figure 6-1 Exposure= B B' Iw= 1.0 1.0' Ref.ASCE 6.5.5 Section 6.5.5 able 1-12 Roof Type= Gable Gable Ps3oA= 16.1 ' 16.1 psf Figure 6-2 Ps3o a= 11.0 11.0 psf Figure 6-2 Ps3oc= 12.9 12.9;psf Figure 6-2 Ps3o D= 8.9 8.9,psf Figure 6-2 = 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) *Kn*Iw*windward/lee : 1.00 0.61 Ps=A*fit*I*pa3a= (Eq.6-1) PSA = 16.10 9.82 psf (Eq.6-1) Pse = 11.00 6.71 psf (Eq.6-1) Ps c= 12.90 7.87 psf (Eq.6-1) Ps D= 8.90 5.43 psf (Eq.6-1) Ps A and c average= 14.5 8.8 psf Ps a 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 7-05 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 Aa 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)c,sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-W) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof --- 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 ''13.2 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 ?49.7 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_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 19 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 39-43)-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 0.000.00 0.00" 0.00 338 338 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' 0.00 000 0.00 2.53 832 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(S-S)= 9.93 kips kips kips kips DESIGN WIND-MinJPart 2/Part 1 ASD Wind(F-B) Wind(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(SS) Roof 8.08333 17.8333 17.8333 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.91667 8.91667 8.91667 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.91667 0 0 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_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 20 of 58 Design Maps Summary Report EMS Design Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III '''' -1; 1 n'tetton, ' ' ""-,'''- ---,,,,:--.., -,,,z,;,-;41,-,, _.- ,).,A*.i,,,,---,--44,,,-, .., „:::, ,, ‘,..,-,,,„ , --,,,,,,,t-,-,. ,,, ., „,,,,,,,,...,,- ,..;-,•''' `•‘ 4„, ',.,,, N„„_.7.- , , .. , I 141 ''';'''' ,'-.,,--,4,-, ' i*- Lt.. Alitiwe le , c �.' .a ' Lake Oswe o itin City 111m', , '; 0 Ili _y: I atn „ uestw, @�.O L f sh" l spt st USGS—Provided Output Ss = 0.972 g SMS = 1.080 g Sus = 0.720 g Si = 0.423 g SMS = 0.667 g Sup = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. M R.Response Spertru r t eslgn Reponse Spe tram 1..0 tfro 645* 4 72 0 t.64 0 54 4472 vt 0,4,0 (1,44 e.12 a ti.24 0,16 0,22 0.11 Y4" "*0.00 0,20 0.40 0.00 040 1.00 LI* 1.1 t=om£} 1....SO 2,00p, r u. o.ro 0.S0 4. 1-.00 1.2z1 1,20 i_ 1,53'1 ."".L i t 1, T tse ) Period,T(see) 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. I 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 21 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/sununary.php?template=minimal&latit... 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 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)m 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 srrE CLASS DEFINITIONS Site Class vs N or N,,, su A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength s, < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 22 of 58 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss 5 0.25 S5 = 0.50 Ss = 0.75 S5 = 1.00 Ss >- 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S5 For Site Class = D and Ss = 0.972 g,F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at 1-s Period Si _50.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 Sl >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Si For Site Class = D and Si = 0.423 g,F. = 1.577 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 23 of 58 Equation (16-37): SMS = FaS5 = 1.111 x 0.972 = 1.080 g Equation (16-38): SM1 = F S1 = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Sos = % SM5 = % x 1.080 = 0.720 g Equation (16-40): SD1 = % SM1 = 2/3 x 0.667 = 0.445 g 17075 2017.04.21_River Terrace(Lots 39-43)_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 Sps I or II III IV Sps < 0.167g A A A 0.167g <_ Sps < 0.33g B B C 0.33g <_ Sps < 0.50g C C D 0.50g <_ SDS D D D For Risk Category= I and Sr. = 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 S01 I or II III IV S01 < 0.067g A A A 0.067g 5 S01 < 0.133g B B C 0.133g 5 S01 < 0.20g C C D 0.20g5S,1 D D D For Risk Category = I and S01 = 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 E "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_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 25 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 39-43)-Unit E6(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.43 kips Design Wind F-B V i= 3.38 kips Max.aspect= 3,5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.43 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 LOL elf. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet U,0 OTM ROTM Unet Usu,„ Usu, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 139.6 6,8 6.8 1.00 0.100.68 0.00 0.49 0.00 1.00 1.00 72 P6TN P6TN 101 3.91 2.05 0.31 0.31 5.45 1.52 0.65 0.65 0.65 A A.3b 206.9 10.0 10.0 1.00 0.101 1.01 0.00 0.72 0.00 1.00 1.00 72 P6TN P6TN 101 5.80 4.50 0.14 0.14 8.07 3.33 0.51 0.51 0.51 - - 0 0,0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 a-- -- 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 0.34 0.00 1.00 1.00 44 P6TN P6TN 61 2.73 4.05 -0.19 -0.19 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 0.36 0.00 1.00 1.00 44 P6TN P6TN 61 2.88 0.00 0.38 0.38 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 0.51 0.00 1.00 1.00 44 P6TN P6TN 61 4.11 0.00 0.37 0.37 5.72 0.00 0.52 0.52 0.52 693 44.3 44.3=Leff. 3.38 0.00 2.43 0.00 EVwmd 3.38 EVE. 2.43 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 26 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 39-43)-Unit E6(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.67 kips Design Wind F-B V i= 2.41 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.10 kips Sum Wind F-B V I= 5.79 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL off. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM U„et Usum U 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) Z A A.2a 0 6,8 6.8 1.00 0.10 0.00 0.68 0.00 0.49 1.00 1.00 72 P6TN P6TN 101 4.40 2.05 0.39 0.69 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 0.72 1.00 1.00 72 P6TN P6TN 101 6.52 4.50 0.22 0.36 9.08 3.33 0.62 1.12 1.12 - - 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 346.5 6.0 6.0 ,1:00 0.00 1.21 0.00 0.84 0.00 1.00 1.00 139 P6TN P6 201 7.52 0.00 1.41 1.41 10.85 0.00 2.03 2.03 2.03 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 0.16' 0.32 0.47 0.22 0.34 1.00 1.00 63 P6TN P6TN 89 5.08 5.47 -0.05 -0.23 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 0.28 0.36 1.00 1.00 E7 P6TN P6TN 80 5.75 8.54 -0.26 0.12 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 0.33 0.51 1.00 1.00 63 P6TN P6TN 89 7.62 12.15 -0.36 0.02 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0-; 0.0 0,0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 56.4 56.4 =Leff. 2.41 3.38 1.67 2.43 1.00 LVwi„d 5.79 VEQ 4.10 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 27 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 39-43)-Unit E6(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.84 kips Design Wind F-B V I= 2.53 kips Max.aspect= 3,5;SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.93 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.Q4 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 Row U„et U61m OTM RorM U„ei Us„„ U.„„, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.1a0 6.8 6,8 1,00 0,15 0.00 0.41 0.00 0.30 1.00 1.00 44 P6TN P6TN 61 2.67 3.08 -0.07 0.63 3.72 2.28 0.24 1.64 1.64 A A.lb 0 20.8 20.8 1.00 0.15' 0.00 1.28 0.00 0.92 1.00 1.00 44 P6TN P6TN 61 8.25 29.30 -1.04 -0.69 11.49 21.70 -0.51 0.62 0.62 - - 0 0.0 0,0 1.00 '0 00': 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.la 144.4 5.0 5.0 1.00 0.00 0.53 0.50 0.17 0.35 1.00 1.00 104 P6TN P6 206 4.70 0.00 1.08 2.50 9.26 0.00 2.14 4.17 4.17 B B.11,' 202.1 7.0 7.0 1.00 0.00 0.74 0.70 0.24 0.49 1.00 1.00 104 P6TN P6 206 6.58 0.00 1.04 1.04 12.96 0.00 2.05 2.05 2.05 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.1a 109.8 11.3 11.3 1.00 0.15 0.40 0.92 0.13 0.56 1.00 1.00 62 P6TN P6TN 117 6.27 8.54 -0.21 -0.45 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 0.64 1.00 1.00 139 P6TN P6TN 117 6.28 1.80 1.03 1.03 5.27 1.33 0.91 0.91 1.03 C C.10 187.9 19.3 19,3 1.00 0.15 0.69 1.57 0.23 0.85 1.00 1.00 56 P6TN P6TN 117 9.66 25.01 -0.83 -0.81 20.29 18.53 0.10 0.75 0.75 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 q 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 .0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 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 75.1 75.1 =L eff. 2.53 5.79 0.84 4.10 EVw1„d 8.32 EVE0 4.93 Notes: • denotes a wall under a discontinuity ** denotes a wall with force transfer "` denotes a TJSB 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 28 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 39-43)-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 V i= 2.42 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall 1-01-Off C0 w dl V level V abv. V level V abv. 2w/h v i Type Type v 1 OTM ROTM Uw, U,„m OTM Ron U,,,, Ua„m Us„,„ HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Plt) (plt) (kip-ft) (kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.32 173.3 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 3 vkark."7 1 1.3b 173.3 3.0 3.0 1.00 0.20 0.61 0.00 0.61 0.00 1.00 0.75 351 P4 P6 202 6.31 0.72 2.40 2.40 4.85 0.54 1.85 1.85 2.40 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 �,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 ,Mbj1'C v 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 PO' 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.O. P6 173 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 13.0 13.0=Leff. 2.42 0.00 2.43 0.00 Vwnd 2.42 EVEa 2.43 Notes: denotes a wall under a discontinuity "" denotes a wall with force transfer "'" denotes a TJSB 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 29 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 39-43)-Unit E6(B) 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 LDL eft Co w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM Rolm 14.1 U,,,m OTM ROTM U,,,, U,,,,,, U� , (soft) (ft) (ft) (klf) (kip) (kiP) (kip) (kip) fi (P11) (plf) (kip-ft)(kip-ft) (kip) (kip) (klp-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 56.83 3.0 3.0 1.00 0.20 0.14 0.61 0.14 0.61 1.00 0.67 484 P2 P6 249 8.71 0.72 3.42 5.82 6.73 0.54 2.65 4.50 5.82 yin 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 are,c,,, 53 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 44 e7F4t, 0 0.0 0.0 1.00 0.00 0.00 0.00 0,00 0.00 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 R-19 yt4 Tt s5 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=Leff. 1.72 2.42 1.67 2.43 Vm„d 4.15EVE() 4.10 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer **' denotes a TJSB 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 30 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 39-43)-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+0.7 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 es C n w dl V level V abv. V level V abv, 2w/h v i Type Type v i OTM ROTM U,, U,u,,, OTM ROTM U,,a Usum Us„m (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (p11) (plf) (kip-ft)(kip-ft) (kip) NO (kip-ft)(kip-ft) (kip) NO (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 tearbenAll 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 -543,2- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 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 ilk N(441j - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 1/1.30 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**3 4.L %i J 797.2 19.0 19.0=L eff. 1.81 4.15 0.84 4.10 p, 5 Vw;,,d 5.96 EVEQ 4.93 oLv .312)kgj Notes: denotes a wall under a discontinuity "* denotes a wall with force transfer **" denotes a TJSB 17075_2017.04.21_River Terrace(Lots 39-43)_Caiculations.pdf Page 31 of 58 ESR-2652 I Most Widely Accepted and Trusted TABLE 3-STRONG-WALL®SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES1'2'3 Seismic(SDC C-E) . . • Wind(SDC A-B) • Hold-down Hold-down- Nominal Minot Drift at Holght,., Allowablo Uplik at Allowable Uplift at Model No Width (In) Shear(lbs). Allowable- • AUowable Shear(lbs),. Ailownble Allowable '. (in) Shear(In) Shoat(Iba) Shear On) Shear(lbs) SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10776 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. i. 12 , 85.5 .. .2520 0,32 9920. . 2770 , '0,35 10905 . 1'. *5B 18s7.5 18 85,5.. : ,5380 .'. :0,34 14215 ` 5910 037' '1.5815 o . SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 :'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 SWS8:12x9 12 105.25 1580 0.48 9570:. .1780 ,0,48;.',y.:i _10780 SWSB 18x9 18,',,. 10525, 3310 .0,43', 13770: '4180 0.511',.., 15105, SWSB 24x9 . 24 ':' 19525 78.10 0.4: 21280;, ,:8590 Q 47 -. 23405 , SWSB 12x7 12 78 1 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24X7 24 78 5150 0.29 20800 5200 0.30 21000 SWSB12X75 12 85.5 ;` 1200 0 31 9450 ''1320 0 38- ".10390 . '' o;:: SWSB 1,8x75 '.':` 18, 855,•:,' 2825; 033 13870!' :;2885 040 .._.-).:15245..":) ..;%.-'i SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 m.: '-G '. SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 r;,i;1 SWSB 24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 ..12`,:'-.-'`' 105.25?. 790 ' -043. 9570 : "890 048 10780 SWSB 18,59,.,-, ,, 18 105.25- 1905 ..1.043 13770' 2090 :0.51'._1 15105' SWSB 24 .105.25 ' • " 3906. 042• - 21280°` 4295 ' 047 23405 For St:1 Inch=25.4 mm,1 I -=_._:------._____�__s.rr._• �.__-__:--�-_.� - b.=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. 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_2017.04.21_River Terrace(Lots 39-43)_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 ice ms 1 i I ( i 1 Li\-1----- • r . i - . n v--- _ y . JI 1 1 . , ,_ 7 _I . -- 1 / ' ) 4 ,. _. _ _ _ .. ,� _ (....__.. .---- J ,A) , (.02...,)(0.5)-#s) . , 44.) .... ._ 4- 2/ )i ( *-16) -Lz!� k � )'t5c e\_\--___ jib py g o P,F- Wi 1b-' - Ay-2.9.4,b ____ 266 0c--- _ 0,-- td, G MSN. l&t` (AO-- nig t om, v . _ _ .. 6\ x 151 -. =. (4-)(±-4) /4y-i,6 i-)5) - 2(39-A-- 04 S4 -[3-)--' = lam , 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 33 of 58 Structural Engineers ROOF BELOW0 15'-4" 1'-8" 9'-8" t{0Y2j 2'-5" yY2+ 4-1D 4-10"` I 1 1:1--- o "Y EGRESS IL.�; I4— 6-0 5-0 SL -'T—� irk I Qs ,- I .. I Bedroom 2 " N a as 1 M e m 0 1 I . FIREPLACE VENT • Z 2-1Y 8'-4y" 1'-83/ =I ' II N f • 0' 24"re N in 2-0 BIFOL D II NV \ mw : th N -I-- 2'z3)lDON „\ o ATTIC 1,� o y1CCE5 --o� ,06 WAII n eSHOWER •I [W/D 1 i -NII ` m M. Bath 24"TB -4 HCW _ LOW WALL 4'-10Y4"Q6 36Y co 42" A.F.F. Iciw SEE SHT. I U8 FOR --_.10 u. OTPC ,0:_ 0< _STAIR I i \ DETAILS I cab WAIL .RADON.•.REDU:CTON SYSTEM- 1 11 ... Er-43 . .. 3'--5)/2" I I , D I N I17 I I a Master Bedroom I RAISED CEILING I I ABV::UPPER F si I I r 7 EGRES XOX `� i 4'-11" .I. 4'-9" E t7-8"' 9-8" 1'-7"‘ 2-5" 4. UNIT K-6(B) UPPER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 34 of 58 { 15'-4" 1 11'-103/4" ry �f S(226 1 `- ROOF ABOVE Y-1 j —GUARDRAIL AT +42 ABV. DECK SURFACE 1'- " 4'-3" 4'-3" ID t .i.j ! Deck j t I FLOOR;ABOVE-, I 1-6 -5--0-S 1 1-6,1-5-)SH 6-0 6-10 SGD SAFETY GLA INC ilk Living m XV j10 1 ® 1 TILE HEARTH a 1 (OPTIONAL). • FACTORY-BUILT I DIRECT VENT GAS ° �� FIREPLACE p 1 c INSULATE FLOOR OVER UNHEATED SPACE a ., 1 N 1 I t I I "T..—■ DN II LOW WALL o 1 1 42" A.F.F. n N ' Dining a- I CONTINUE LOW WALL _ _ COMMON WALL 36"ABV. ^4.-- GWB THRU NOSING—�._ 0 I FURRING TYP. 2'-8" RADON SEE SHT. t MITIGATION U8 FOR STAIR VENT STACK • , DETAILS ail OPEN RAIL 0/PONY WALL: j N U.,. TOP OF WALL +22' A.F.F. 1 TOP OF RAIL +36" A.F.F. n o. ♦ w a Kitchen 1 a 9 Qo 2 p 1 d0 -1k 2'-6y2 ; 3'-1y 3'-11)/3 o 1 4 n 1a1 1 DW I 20 0 1 11 i I I �O D7 I� a _a 1 7-0 5,0 XOX �� 1 4'-10" k 4-10"L_J 1" 10" 2.-2" 1 '-8 9'-8" / IT, 4' D" Jr 15'-4" 1 D7 UNIT K —6(B) MIDDLE FLOOR PLAN 17075_2017.04.21_River/ga'-(Lots 39-43)_Calculations.pdf AMERICAN MODERN Page 35 of 58 15'-4" fi 11 1D/,4 _._ ;-5)/4. r DECK ABOVE r I - ` 0 , N q COMMON WALL ! v --}I1 . . WOOD TREAD, MAX. RISER 8" (ADD OR REMOVE STEPS AS T REQUIRED PER / N SITE CONDITION))3'-0" 4 DIRECT VENT GAS e WATER HEATER AND FURNACE DOORS SHALL BE ; SELF-CLOSING 20-MIN. RATED Garage -N 1 U OCCUPANCY o I/I. n 1�1-11r/ 491 mr p.jilfl... FURN. ?:' IINSIId j_ R3 OCCUR - o I FURR DOWNY` Meth. I o -� FOR DUCT RUN 1.-6* - - n t t 3'-6" 4 INSULATE WALL 1 PER DETAIL 4/D1 TO HEATED SPACE I RADON REDUCTION _ I SYSTEM- I I SEE SH T. I T WOOD TREAD, MAX. U8 FOR STAIR / I RISER 8" (REMOVE DETAILS STEPS AS REQUIRED x y I PER SITE CONDITION, �t-I U p J• I MAX 1 TREAD) �t a eo5• I q.,-,04,,,E' 1` ® II DS �i I1 ArkI 'I 8-0 7-0 SOHD "� FLOOR ABOVE 5'-1)'2" ' 4"-10Y21 4}Y3"2'-6Y2" I 2'_5^ I :r ♦ {I I, link v .r N (D; Ph I -. , j orcJ RO ABOVE J N" k 9-6^ 6, 0# 4-4" k UNIT K-6(B) LOWER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 36 of 58 4x12 HDR Mme---'-'-,, ---'-� N N U O oN 14 59.0 a HU�416 HUC416 (2)131"x'0" LVL FB 1 x10 37G81 54810 =II•o'---F- xm xm J I_JILi4".tl_. . ......14... i.l.LLELI-.1 11411 d-'FLOOR GT II 56 TYP. I 11 I I ` 11 I I20" OPEN `VEB JOISTS ® 19.2" O.C. FLOOR GT _pii --r----•-•- _ .0.77 r IIIIH17420 /I I \ /p II TYP. S9.9 III \II ill: III' I 1 7rt-- I \ / ( �l ! kTAIN II I F AMI G I ` - _-' 1---1 t>L 1 I II I r --�1 I r I i (: 11 I: 1 F d �' SII m� /\ f I • I \ I li I 1 /-\ I Iii / -+-�r. - _ d � { 1 \ I NN II III \FI .11 • • I I n.,.o r1 y....._........_.........; ` .....t.............._......f...... ._............_................._...._... —, . I I ----.----� __ HUR _.._ (2)13;"x20" LVL FB UPPER FLOOR UNIT K -6(B) FRAMING PLAN 1/4••=1•-0" AMERICAN MODERN 17075 2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 37 of 58 e 18 POST ABOVE-4S9.' POST ABOVE ePT 4x12 HDR i/ 6x6 P.T. POST W/ . _. MB6 '� ACE6 POST CAP 4x8 FB `' =- TYP. \I f- i 0 BEARING f a STUDS ABV. )JL 218 PT LLIE GEEK '1 I I I 0 I 0 I lo i 6 TYP. '- I O j S9.2 ®Z N I a I I ,2 I IS9.0cy, CI j GT ABOVE (:)." --L' �_� O 3N-z10Yz CASCAD: S.L HDP �-1��y s F` I I 1 6 �.I 'I TYP. 59.2 1 — I I j h i' I I^ IRIGIDLAM L141 I ? If 1USH W/JS,I) / I 1 I 1 1 1 I 1 1 n_ I / 1 - _. -- I 1 1 OfE L—r1." 10' CA :ADE S.I:. I 1111 POST ''IL._L.._...........1. I I ABDVE I II`:'I STAIR i I jj •'-��`. Ii FRAMING I Li mIf'II •.I/ HU410 i j Ii4 iII I< WI -4 m li I, GIDUC� 01 ��FB j ,I..6SIIIc.g I ANIS • I I I I1 ` ifi j 3 Ix1 " CASCADE S._. HCR 1 I 1 M B5 GT ABV. BUNDLED STUDS FOR HDR ABV. w e • i`PORCH ROOF N0 SYMMETRICAL ABOUT THIS LINE 4x4 W/ACI4 CONT. TO POST AT L.L. ADJACENT UNIT - -,t['-M-174-) MAIN FLOOR UNIT K -6(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 17075_2017.04.21_River Terrace(Lots 39-43)_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 Pintea 19 DEC 20'3 6 38PM i e. , l- Fie SlkStdle .TME-4 CA-111321 3.EC6 iwiui#ipie -;;,,..,,,,e., mple:Beam fes. .. ;.,§k%- �... ��Y ,,EXEERaI..0•INC'1983,2413 t3u1ki-tf;134131,yore. 8.31 ". Lic.#:KW-06002997 Licensee:c.t•engineering Description : Upper Floor Beams Wood Beam Design UB-1., ., '' Calculations Pei 2005 NDS;IBC 20 Calcul06,CRC 20i17y ASCE? 5 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-Prll 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 96$!..i, T$572%i) Max fb/Fb Ratio = 0.327. 1 r '„ fb:Actual: 321.48 psi at 4.250 ft in Span#1 Fb:Allowable: 982.51 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.154: 1 A A fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.50 ft,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) 0 L Lr S w E H Downward L+Lr+S 0.035 in Downward Total 0.052 in Left Support 0.42 0.51 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.42 0.51 0.32 Live Load Defl Ratio 2943 >360 Total Defl Ratio 1952 >180 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 39 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Pnn[ed:19 DEC 20'3,6.39PM • ,cIt35e5 r 1ME11ENE) 14132761 ..ECS ‘..14:. j3 Ef i$[I71pJe Be# i A : x : . .,.,�. ;,.2..-:,,I..` M. Et�IEE#3 .G tN4w::a�k1 =2093 0,?ikl.fs,13.$31;`l/e!'B Y3.$.3`1-. Lica#:KW-06002997 Licensee•:c.t,engineering Description : Main Floor Beams ,Wood.Beam Design MB1 <-, Cal lattions 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-PrIl 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 u Fb:Allowable: 999.05 psi Load Comb: +D+L+H Max fv/FvRatio= 0.683: 1 A fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.78 Live Load Deft Ratio 4679 >360 Total Defl Ratio 3403>180 Wood Beam design : MB2 Fully Calculations per'2005 NDS,IBC'2006.CBC 2007,ASCE 7-05 BEAM Size Using Allowable 1.75x9.5bStress Design with IBC 2009 Load Combinations, 99 Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi __App1'ed Leads __ ____ -_ _ 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 - Q, ao„w 4,.. Max fb/Fb Ratio = 0.498. 1 D(0 9150 L(0.040) fb:Actual: 985.10 psi at 4.500 ft in Span#1 o- „�, ¢ + Fb:Allowable: 1,977.35 psi -'r j t x Load Comb: +D+L+H '?' ,: Max fv/FvRatio= 0.164: 1 fv:Actual: 50.69 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.0 ft, 1.75x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) 1 L Lr S W E H Downward L+Lr+S 0.141 in Downward Total 0.194 in Left Support 0.16 0.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 1.55 Live Load Defl Ratio 851 >360 Total Defl Ratio 619 >180 17075_2017.04.21_River Terrace(Lots 39-43)_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 Pnntec:19 DEC 2013.6:39PM `;' F }73txslblo teftDOCUME��It13276V-•EC6 Muitdple Ag.,..-1,. ample Seam ,i a� i ,:, , ,,,,,e,',030.. ..,:,. ,.t, Ake INC 19832Di3 131s ti ; $31.Ver6_13_831 Lic.#:KW-06002997 Licensee:c,t,engineering Wood Beam Design MB4 ...a.„,, Calcu at1ons ger 2005 NDS,IBC 2006 CBC 2007,ASCE 745 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-Pill 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.965. 1 D(0.180 L(0.480) fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 ; Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H 0 • 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 EH 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 Seam 0eslgri MB5 Calculations per 2005 NOS,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=9:0 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 �,p.10_,o,��, Max fb/Fb Ratio = 0.746• 1 D(0.120)L(0.320) . fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi , Load Comb: +D+L+H `. Max fv/FvRatio= 0.533: 1 A A fv:Actual: 141.21 psi at 0.000 ft in Span#1 11.50 ft, 3.125x10.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.287 in Downward Total 0.402 in Left Support 1.11 2.35 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.11 2.35 0.32 Live Load Defl Ratio 480>360 Total Defl Ratio 343 >180 Wood:Seam t)esig� MB6 ' , „r calrutations per 2005 NDS,:IBC 2008,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-Pill 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.943- 1 D(0.0750 L(020) fb:Actual: 738.92 psi at 5.750 ft in Span#1 Fb:Allowable: 783.50 psi Load Comb: +D+L+H Max fv/FvRatio= 0.351: 1 A A fv:Actual: 50.60 psi at 0.000 ft in Span#1 11.50 ft, 4x12 Fv:Allowable: 144.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W EH 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_2017.04.21_River Terrace(Lots 39-43)_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=H 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.= 0 Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0,97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usqs.qov/designmaps/us/application.php http://ea rthq u a ke.u sq s.q ov/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 SMi=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 SD1=2/3*SM1 SDS= 0.44 EQ 16-40 EQ 11.4-4 8.___ Seismic Design Category 0.2s SDCs= O Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = 0 Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels --- -- N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor no= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels --- -- N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor C20= 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_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 42 of 58 SHEET TITLE: 17075-River Terrace(Lots 39-43)-Unit K6(B) CT PROJECT#: Sps= 0.72 h,, = 25.92(ft) S01= 045 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= 042 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11A.5:Figure 22-15) Cs=Sos/(R/Is) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.298 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(T2*(Rils)) (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 Si)/(Rils) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE (EQ 12.8-11) (EQ 12.8-12) C, = DIAPHR. Story Elevation Height AREA DL w, w. *h,k w, *h,k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof --- 25.92 25.92 693 0.025 17.325 449.0 045 2.08 2.08 3rd(uppr) 808 _17,83 17.83 ,._ 693 0,030 "079 370.8 0.37 1.72 2nd{main) 8.92 8.92 8.92 693 0.030 20.79 185.4 0.18 0.86 4.66 1st(base) 8.92 0.00 SUM= 58.9 1005.1 1.00 4.66 E=V= 6.52 E/1.4= 4.66 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 43 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 39-43)-Unit K6(B) 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 40.0ft. Basic Wind Speed 33.0.Gust= 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 s= +11.0 11.0 psf Figure 6-2 Ps30 c= ":12.9 12.9f psf Figure 6-2 Pus o= 8.9 B'.9,psf Figure 6-2 = 1.00 1,00': Figure 6-2 Kr= 100 1,00' Section 6.5.7 windward/lee= 1,00 O 00(Exposed to wind load on front,back) "Kit*Iw"windward/lee: 1.00 0.00 Ps=A"Kztal"f133o= (Eq.6-1) PsA= 16.10• 0.00 psf (Eq.6-1) Pse= 11.00 0.00 psf (Eq.6-1) Psc= 12.90 0.00 psf (Eq.6-1) Pso= 8.90 0.00 psf (Eq.6-1) Ps A and c average= 14.5 0.0 psf Psesnso erase= 10.0 0.0 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2"2a= 7 28 MAIN WIND-METHOD 1 PER ASCE 7-05 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.00' 1.00' 1.00 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA As Ac Ac wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-W) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 0.0 3.38 3.38 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 0.0 2.41 5.79 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 0.0 2.53 8.32 0.00 0.00 1st(base) 8.92 0.00 AF= 626.2 AF= 1318 6.3 0.0 V(n-s)= 8.32 V(e-w)= 0.00 kips kips kips kips 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 44 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 39-43)-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 3.38 338 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00: 0.00 0.00' 0.00 2.41 5.79 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00,' 0.00 000" 0.00 2.53 832 0.00 0.00 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 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 8.08 17.83 17.83 3.38 3.38 3.38 0.00 0.00 0.00 3rd(uppr) 8.92 8.92 8.92 2.41 2.41 5.79 0.00 0.00 0.00 2nd(main) 8.92 0.00 0.00 2.53 2.53 8.32 0.00 0.00 0.00 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 0.00 kips kips 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 45 of 58 Design Maps Summary Report Design Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III -1,-- ;,� � a a erton I 4 -4'r,/ " 1 Lake Osrivego ,,,,:i ' King city 4, t3ars 5 '. ,� ltin s ,..= nitat }rye l uest USGS-Provided Output SS = 0.972 g SMS = 1.080 g Si. = 0.720 g Si = 0.423 g SMS = 0.667 g Sol = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. PACER Response Spectrum Design Response Spectrum 028 1.1.0 0.00 020 0.72 0.02 0.63 0,77 0.5c 01 0.4tk 0w 0.i6 VI 4 0.SS Cl. o Is 0 44 0.2'2 042 0 2A 0"22 0.36 0.11 C A2 6. 0,00 0,20 0.4.0 0.20 0,00 1.00 1.20 1.40 1, 0 1. 247 6 0.00 0.20 0,40 0.30 (LSO 1.00 1.20 1.38 1.00 LSD 200 Period*T(%tc) Period.T(see) 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_2017.04.21_River Terrace(Lots 39-43)_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 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)m Ss = 0.972 g From Figure 1613.3.1(2)E23 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 Nd, s. A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w 40%, and • Undrained shear strength < 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_2017.04.21_River Terrace(Lots 39-43)_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 S, <_ 0.25 S5 = 0.50 S5 = 0.75 S, = 1.00 S5 >_ 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 S, 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 Si :5_ S, = 0.20 S1 = 0.30 S1 = 0.40 Si 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 5, = 0.423 g,F,= 1.577 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 48 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): SDS = % SMS = % x 1.080 = 0.720 g Equation (16-40): SD1 = % SM1 = % x 0.667 = 0.445 g 17075_2017.04.21_River Terrace(Lots 39-43)_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 Sps < 0.167g A A A 0.167g <_ Sps < 0.33g B B C 0.33g <_ Sr. < 0.50g C C D 0.50g <_ SOS D D D For Risk Category = I and Sps = 0.720 g,Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sp, I or II III IV S01 < 0.067g A A A 0.067g 5 Sol < 0.133g B B C 0.133g <_ Sol < 0.20g C C D 0.20g <_ So, D D D For Risk Category= I and So, = 0.445 g,Seismic Design Category= D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf I7075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 50 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 39-43)-Unit K6(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.08 kips Design Wind F-B V i= 2.03 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 2.08 kips Sum Wind F-B V i= 2.03 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= 1.00 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 RoTm Unet Usum OTM ROTM Una, Usum Ueum HD (sgft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 346.5 30.0 30.0 1,00 0,15 1.01 0.00 1.04 0.00 1.00 1.00 35 P6TN P6TN 34 8.33 53.95 -1.56 -1.56 8.11 40.50 -1.10 -1.10 -1.10 A A.3b 1E--07 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ##N### N.G. P6TN 34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A A.30 1E-07 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ###### N.G. P6TN 34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 '1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 '1E-07 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3b 346.5 30.0 30.0 1.00 0.15 1.01 0.00 1.04 0.00 1.00 1.00 35 P6TN P6TN 34 8.33 53.95 -1.56 -1.56 8.11 40.50 -1.10 -1.10 -1.10 8 B.3c' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 60.0 60.0=L eff. 2.03 0.00 2.08 0.00 EV wind 2.03 EVEQ 2.08 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 51 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 39-43)-Unit K6(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.72 kips Design Wind F-B V I= 1.45 kips Max.aspect= 3,5SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.80 kips Sum Wind F-B V i= 3.47 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= 1.00 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 U,,,t Usum OTM ROTM Unst U..„, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Z A A.2a, -346.5 30.0 30.0 1,00' 0,15' 0.72 1.01 0.86 1.04 1.00 1.00 63 P6TN P6TN 58 15.20 53.95 -1.32 -1.32 13.90 40.50 -0.91 -0.91 -0.91 A' A.2b 1E-07 0.0 0.0 1.00' 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A k20 1E-07 0.0 0,0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ##tfPD; N.G. P6TN 58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 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' 0.00' 0.00 0.00 0.00 0.00 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 6.2b ` 346.5 '30.0 30.0 1.00'. 0.15' 0.72 1.01 0.86 1.04 1.00 1.00 63 P6TN P6TN 58 15.20 53.95 -1.32 -1.32 13.89 40.50 -0.91 -0.91 -0.91 B 8.2c 0 0.0 0.0 1,00` 0.00' 0.00 0.00 0.00 0.00 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 60.0 60.0 =Leff. 1.45 2.03 1.72 2.08 1.00 EV wind 3.47 EVEQ 3.80 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB ISI 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 52 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 39-43)-Unit K6(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.86 kips Design Wind F-B V I= 1.52 kips Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.66 kips Sum Wind F-B V i= 4.99 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= 1.00 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 U w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM U„e1 U.,„ OTM RoTM U„e1 Uso,„ 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.1a' 346.5 30,0 30,0 1,00 0.15 0.76 1.74 0.43 1.90 1.00 1.00 78 P6TN P6TN 83 18.64 53.95 -1.20 -1.20 19.96 40.50 -0.70 -0.70 -0.70 A A.1b`_ 0 0,0 0.0 1,00 0,00 0.00 0.00 0.00 0,00 1.00 0.00 ##### N.G. P6TN 58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A A.1c 0 0.0 0.0 1.09 0.00 0.00 0,00 0.00 0,00 1.00 0.00 ##### N.G. P6TN 58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 00 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 9 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' 0.0" 0,0 1,00 0.00' 0.00 0.00 0.00 0,00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 00. 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1 a 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1b 346,5 '30.0 30.0 1.00 0.15 0.76 1.74 0.43 1.90 1.00 1.00 "r'3 P6TN P6TN 83 18.63 53.95 -1.20 -1.20 19.95 40.50 -0.70 -0.70 -0.70 B Bic 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 C -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 60.0 60.0 =L elf. 1.52 3.47 0.86 3.80 EVmnd 4.99 EVEQ 4.66 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 53 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 39-43)-Unit K6(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.08 kips Design it id 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 Wiiid F-B V i= 0.00 kips Min.Lwall= 2.29 ft. perSDPWS-08 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. ii.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy arc C 0 w dl V level V abv, V level V abv. 2w/h v i Type Type v i OTM Ran,, Ung, U,,,,,, OTM Rorr,, Un,t U,,,m U,,,, HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) N (plf) (plf) (kip-ft)(klp-ft) (kip) (kip) (klp-ft)(kip-ft) (kip) (kip) (kip) 1 1.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.3b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 1.04 0,00 1.30 1.00 338 Pi 0 10.83 2.56 2.48 2.48 0.00 1.92 -0.58 -0.58 2.48 /h4T4& 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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- -r 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 F4 -- 0 10.83 2.56 2.48 2.48 0.00 1.92 -0.58 -0.58 2A8 ►til y f 4/6 693 8.0 8.0=L eff. 0.00 0.00 2.08 0.00 LV wintl 0.00 EVE0 2.08 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 54 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 39-43)-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 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)0+0.7pQe 0.6D+W per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall LOL eff. C o w di V level V abv. V level V abv. 2w/h vi Type Type vi OTM R0TA1 U,=, U,m OTM RQTM U,=, U,,,m U:,a„ (sqft) (ft) (ft) (kit') (kip) (kip) (kip) (kip) p (plf) (plf) (klp-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 6.38 0.00 1.92 -0.58 -1.15 8.38 Gi' 11 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 P:? -- 0 22.24 2.56 5.90 8.38 0.00 1.92 -0.58 -1.15 8.38 C)44.'7?7 693 8.0 8.0=L eff. 0.00 0.00 1.72 2.08 V,„;,,d 0.00 EVE0 3.80 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 55 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 39-43)-Unit K6(B) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.86 kips Design Wird 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 Win!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 eft. Co w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM ROTM U,,, U,„„ OTM Rollo UM, U,,,,, U,„„ (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 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 14-1.(101 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 i-f'To f f - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 5.5 5.5 1.00 0.15 0.00 0.00 0.00 0.00 1.00 1.00 0--- --- 0 0.00 1.81 -0.38 -0.38 0.00 1.36 -0.28 -0.28 -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"" )1,101.10540/4 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#H###" " 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 51.055t2)413 EVwind 0.00 5 VE0 4.66 Notes: denotes a wall under a discontinuity 000 R.c..0 Partrl/! ** denotes a wall with force transfer "e denotes a SIMPSON SHEARWALL l7075_2017.04.21_River Terrace(Lots 39-43)_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 ASSEMBLIES'" ". Seismic(SDC C-E), , Wind(SDC A-BJ Nominal Drift at Hold-down Drift at: Hold-down Model No, Width Height. Allowable Allowable.' Uplift at Allowable ' Ailoµrpble, UPNtt at (!n): shear obs). Allowable Shear Ohs) Allosteble '. (in) Shear(in) Shear(the) Shear(in) Shear(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. 86;5 2520 0,32 9920, 2770 . '0.35 10905 '...-I •E SWSB.18x7 5. 18 85,5. 5380 034 94215 5910 0,37' ' ' '15615 mi 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 •043 9570.' '1780 048 ,'. '10780 ' SWSB 18x9 ' 18;;- 105.25'' 3810 :0 43 ` 13770 4188 051 „ 15105 SWSB 24x9 24 , 105.25 '7810, , < 'O 42 21280;:' 8590 0 47 1, . 23405 SWSB 12x7 12 78 i 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 SWS812x7 6. 12 85.5 ;` 1200 0.31 9450. 1320 0.38c,`; ':10390 '. o:: SWSB18x7 5 18,,3 85.5;'' 2625 . .0.33,. 13870' 2885 040..is , 15245, at,-.i SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 C '- SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 1;p4 .':,i ; SWSB24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 12' ' "105.25 790: 1043 9570 890 048 '. 10780 SWSB 18x9`, 1. 18 105.25=, 1905 `.."...0.43 13770 2090 051 15105 SWSB 7x9 24 105.25:' 3905 042 21280' 4295 .. .' q..,;17:,>s 23405 For SI:1 inch=25.4 mm,1 lb.=4.45 N,1 pl=14.6 Wm. 1Loads 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'Y 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_2017.04.21_River Terrace(Lots 39-43)_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 1 qP Fs ( 7 4` P (-1-17 r IA pts 17.1561S- - --------- -4.1"\?? 1Si ,..\' 1 J i 1 ( 1 i ' u. - in ., I-_- i . 1 i 1 , t-\ ____ It ,, , 4 , i ) t a (... . f -\-- Po .._< *(25t-tSJ 4-- i( )fr-'2)( 4-D-k-6) -)--(7,.. -E,Y6A7/--)6-,) 1'` 't)\-) )q e5c) ?\_\-.—___ i,s----2 pF--- 20)0 ib.-1 " — Ay-24,,pc) .___ 66.?_toc-- olt,00)41,_ i/1/ 6- NllN' lowi TSP a,N, v . wy-...5 • 4\ Y t51 -9-- (=L)( Lc) T 4-713)- 1--(4-o-t-)5) --- 2,(3 -.4L 04 Siq -t3.-1-• ' CS)) � 17075_2017.04.21_River Terrace(Lots 39-43)_Calculations.pdf Page 58 of 58 Structural Engineers . . C s Roseburg J7 MAIN 2:bpm A Forest Products Company 1 Of 1 CS Beam 2015.7.0.1 kmBeamEngine 4.13.10.1 Materials Database 1543 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: BeamI Wangitagv v mm q��__. ,. M _V °. .. °_. a.. ._ A ° a.. .". �W, / 11 001460 9 2560 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 312# -15# 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1103# -- 3 25' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 257#(192p1f) 55#(42p10 2 849#(637plf) 255#(191plf) 3 327#(245plf) 91#(68plf) 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" U790 18.85' Even Spans D+L LL Deflection 0.1753" 0.3570" L/977 18.85' Even Spans L Control: Maxim.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All p oduct names are trademarks of their respective owne s KAM I L HENDERSON EWP MANAGER Strong•Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS e BEAVERTON,OREGON "Passing is def ned as when the member,Floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design 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 L2:28Li Roseburg J6 1-2516 pm A Forest Products Company 1 of 1 CS Beam 2015.7.0.1 kmBeamEngme 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 ,u_. , ,.1. mo 5. ., I v .. , / 2000 1060 1430 / 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#(-12p1f) 199#(149p1f) 3 322#(242p1f) 2#(2plf) 95#(72p1f) Design spans 2' 0.000"(left cant) 10' 6.000" 14' 0.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1255.'# 2820.W 44% 20.22' Odd Spans D+L Negative Moment 1302.'# 2820.'# 46% 12.5' Adjacent 2 D+L Shear 579.# 1220.# 47% 12.5' Adjacent 2 D+L Cant.Shear,Lt 317.# 1220.# 25% 1.99' Total Load D+L End Reaction 418.# 1151.# 36% 26.75' Odd Spans D+L Int.Reaction 1030.# 1775.# 58% 12.5' Adjacent 2 D+L TL Deflection 0.2140" 0.7016" L/786 20.22' Odd Spans D+L LL Deflection 0.1661" 0.3508" U999+ 20.22' Odd Spans L TL Defl.,Lt. 0.0489" 2U980 0' Odd Spans D+L LL Defl.,Lt. -0.0334" 2L1999+ 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 respectveowners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is def ned as when the member,000rjoisl,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 spedfications. 503-858-9663