Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (61)
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 34-38 (Row Houses)-Tigard, OR DESIGN SUMMARY: The proposed project is to be front-loaded row houses that are comprised of E6 exterior units and K6 interior units. The row house structures are three-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Middle floor framing is primarily with pre-manufactured wood joists. The lower floor is a slab-on- grade. The foundations are conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered: 2015 IBC and currently adopted ORSC and OSSC. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current IBC code. 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 2 of 58 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : 17075-River Terrace- Lots 34-38 (Row Houses) ROOF Roofing-ashphalt shingles 3.5 psf Misc. 0.9 psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 3.0 psf Insulation 1.0 psf (1) 5/8" gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0 psf 3/4" plywood (O.S.B.) 2.7 psf Floor Framing (Trusses/Joists) 4.3 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 3 of 58 9 ROOF BELOW ❑ Fl 19'-1" .�I j. • 3-7V2" 2-3Y{ 11'-232 1'-11y2�1 WTD 5'-7J4' 4'-2)/4" 1'-4y I,-I COMMON WALL 8 ♦W 1 1I ,i EXTENT OF 1 7-0 5 0 XOX EGRESS 1 '� HR. WALL 3/01 o / ` TV _I FLOOR BELOW a Int AT NICHE INSULATE FLOOr2 is Tri +36" OVER•UIIHEAT£D j 1 A.F.F. • ..SPACE..:.1............`........... ....:.:..VAULTED.CEILING;-iiiii:i.i:i:.:;® i:PER'i:tRUS$::i:::is i:::::ii::;1 .:.r::v.i:r:.. ... . i ....MANUFRCTl1f�ER�.�.�:::::ii.:.�:ra tT atter - .Bedroorh I .M .a'.'::':.:::::r:: r:r:'i::r:::rrrr:'r:'r:-r:.'rrr:':i 6 .� ,„. . .... ; lay Y 2r9 4,.3. :1144 3-,5Y2 SY} RADON it DEDUCTION cc.rJ t1 SYSTEM- :. __ L :..�-::r:..{::::i b Yr I nen e , _ o Lk r 5' SHOWE' I '� N 2 2-6 0 0< II&FOLD 13 chi m I ' 1 ci DS x e I� H 11 N 1,4 STUDS AT 24”113 Is ..- A 1-PLANT f SELF 5 M. Bath 0 o ett+ 2" (/•ry LOCATE PLUMBING o I --» '"l'rdll�dlU ROUGH-IN ACCOUNTING In " I --i— r ® ® I FOR (2)LAYERS GWB lar n I AT PARTY WALL RADON '`Y':::..... C DRYER p 3.d WALL REDUCTION. o JV o J��y SYSTEM In ......JO a, ®if/ 1 VP SEE SH T. • ... . WASHER j, A 5 & B I U4 FOR STAIR :.OPEC:.TO i I 'HOWE N DETAILS - 4 ::'BELOW:. 3•-7 • Bath I Y2 -4 HCW ::3!-:7.::":'..:.' :..3'-.9-•...:1 ji,:vi I _1 ArnC s &P .in LOW WALL P 'ACCESS I ----- ----- - JIB .v AT....+42 W/:.: . 4.-----:T:--- WDOD C;AP .�_ ; 6-0 BIPAS it./ U4 I m ...-..rr:•.&c.t:::::::-:•:1`*,y. '-SY2. TVP. ;� . Tech•Rm: RAISED CEILING Ol ur I10 V.uPSR r` -.p ADVPFFBedroom 2 15 � I __ :. m �,. _._ �, 1 2-6 41• SH 1-9 2-6 4-6 1-9 '-t- b �i, 4-6 F CSMT 4-6 F tt\ �1 1st IN EXTENT OF 3/01 WALL I � I f 3'-3" 3'-10" ♦ 5'-0" 1 5'-0" 1 7'-1" 10'-0. •2'-O.1 1- 19'-1" UNIT E-6(A) UPPER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 4 of 58 0 19._I. r i2-6 -I* ,t__.4,,9" 13/4 ,� r-I RObF7EdVE ® 1 Z - - - - -� 0 G • 1 GUARDRAIL AT+42" 1 10_ ABV. DECK SURFACE Deck 00 4'-5" 4-8Y2 Jt ! IE COMMON WALL " r4 FLOOR,ABOVE20A 1n� 2-915-0 SH�1-0 6-10 F OVER D6 a I, 7SEiY GLAZING 6-0 •-10 SGD 1 Fn I♦ _—_ I V ® 1 m —rT—_—_ 14 � � 2x6 WALL W/R-21 BATT INSUL. i a N ♦ I r FACTORY-BUILT I? I -E.7,,,..1.--------DIRECT-VENT GAS FIREPLACE { • 41 VENT UP THRU LOW ROOF I N' e � t k9. �1 I I ()I:1- TILE HEARTH . ( 1 I ROOF ji� �(OPT1ONAL) m I I BELOW'�"'• r ♦ T L•_- INSUL. FLOOR JOISTS AND ROOF RAFTERS I Q _ AT FP ENCLOSURE N L; lo, f 4111 living — — —LI INSULATE FLOOR OVER • O IIRADON o" UNHEATED SPACES I i 9E IUCTION i I e ♦^♦ SYSTEM I:1'-11'� 3'-10" 7072 2-6" 3'-8" I 2'-8" ` o IfI c ss� r • E 1 ;l♦ G"-t ---- N I t4 F.,- U \ fir- I '-� oJ = 1 ^+-----� v o DN n NWS N I N 6 IJ` -op I o _' —LOW WAL_ AT O b I n n +42" A.F.F. i n m N ' ___--% nDW O �ClD� N_� I I -1 1 RADON I ;, J i REDUCTION SEE SH T. SYSTEM 2 \ E U4 FOR STAIR D5 II I '® DETAILS 1'-6 Uo I 1 -' 4 F \ oU eN I } 2-6 y `z 18 UP :, CONTINUE PARTY WALL- N�' D4 GWB THROUGH FURRING ` < 3 -� TYPICAL N xo I N IVC © DinJFam I N �•r. '� INSULATE FLOOR OVER In I ifi C UNHEATED SPACES I ♦ ._.... � FLOOR BELOW _, 2-E7? 1-9 2-6 4-6 1-9 ?i 4-6 F CSMT 4-6 F �i 1 N 0 0 I EXTENT1 HR. WALL I 3/01 I 1 3'-3" }2'-2" 5'-0" 5' 1 It 5'-5" 11'-8"� 10'-0" • ,2•-0"T J. 79•-1 1 UNIT E-6(A) MIDDLE FLOOR PLAN 1/4"-1'-0" ENGLISH REVIVAL 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 5 of 58 0 19.-i. , 1. 4'-1" 15'-0- 3'-93/4.344 i • r /1 I DECK ABOVE 1 1 OF_ 4/1�\ • 1 _moo ,_—_—___—_ 0 2 L' 138 t-F--fE COMMON WALL W o oy In t52, e a _ ..._ l A m-WOOD TREAD, MAX. RISER 8" I °j..---4- (ADD OR REMOVE STEPS AS '..8.1. Mech 3,-0" REQUIRED PER SITE CONDITION) 1 r el ,R3 OC UP. FlREPLA I , DIRECT VENT GAS I I ABOVE I WATER HEATER I I DOORS SHALL BE _—_—_—.1__—i_I �_ SELF-CLOSING _ c--1 20-MIN. RATED i DIRECT VENT GAS CO T ^ a FURNACE FURN. yA$�".:.::: .:� ::_1 Tandem 2-Car 1 RADON — . . .:.. q Garage ,I `� REDUCTIONS® ? -:'I'a U OCCUPANCY i .... .............. ................... a M ...._...._. �.�:.�.�.�.�:.�:.�:.:_�.::.:�.1 WALL FINISH: %'' -+ GWB CEILING FINISH I a' 1" i 4' 0" FURR DOWN W TYPE 'X' GWB FOR DUCT RUN FIRE-TAPE ALL 1 , INSULATE GWB WRAP BEAMS 1 5--r� BELOW CEILING In I I I UNDER STAIRS LEVEL INSULATE I ® I I I AND LANDING FLOOR ABOVE. I I 1 1 4'-1" I 31-9Y2 ••••-'-K L J INSULATE WALL I o IT - - PER DETAIL 4/D1 . 1 RADON , WHERE ADJACENT "' REDUCTION ,'S TO HEATED SPACE—mil J SYSTEM I SEE SH T. o U4 FOR STAIR I 1:4 DETAILS ® .,,,N. 3•0 tY2 ' / WOOD TREAD, MAX. RISER 8" �• • I (ADD OR REMOVE STEPS AS 'O''' -, REQUIRED PER SITE CONDITION) -1 0 - I •i oa_ =.1o a Entry 1 N— N N N n N __ I ® ; a 1 1 .N D2 I D1 I 8-0 7-0 SOHO a I\ ,FLOOR ABOVp. r iL 111 FLOOR ABOVE Porch 1 AT I STEPS L I T I 1 '®e UP 1 1-1YS 4._3• 1'.-14/2"., 1 10•_0" 2'-0"j 19'-1" UNIT E-6(A) LOWER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 6 of 58 SIM. e 4 59.1 r c e-- __ 4x12 HDR - ___ W UB4 N O I o`. HUC416 HUC416 I o `, --LZt"x2D"L FB m OZ.E l 4x10 Hr UP TO •1 B 10 HDR • �I n IW.BED ' DNT N1 I LIVING c:I I ji N 11 I-LOOILGI_4, i ' I I . 20" OPEN WEB JOISTS @ 19.2" 0.C. 6 E 1 CO I I 59.0 TYP. _1 D VDSCS 1 � 20 AT L . FLOOR GIRDER - DRAG TRUSS 18 59.0 I S9.• STEP _ I I I I I ®TIP. 2x6 AT I Ij- 1'jf 16"O.C. -- _ rII jq AT BLDG. 10 1 1�"x20"LVL FB J - L -b, e STEP 59.3 L `IL I �IF OljII �I STAIR FRMG. DN TO (2) 2X10` it {KITCHEN 2z6 LEDGER, LEDGER limit (4)2x6 FB I� TYP. U.N.O. ,t AT LANDING i I 'e)qs? 1`11 i• - . TO BATH y;1,--) '."' f �' i i• ° I I I i i'�5- 11 I STXIR i 1. , RAISED FRM . I I14 1 PLATE A / 11 ,.__— BATH I AO -rc .----, I, �II 1 -_ I 5_=---II 0 LANDING/POWDER EXTENT OF I T AT+1'-21'' • - ��RAISED FLR. ABV. MIDDLE F.F. , RAISED FLOOR �I ' 13'4.1/2C LVL FB I (DOT FILL) . .!. SEE LEFT • ;:j I GT ABOVE 1� \ I TNd DR % I '/�gPWIII g 2x10 LEDGER 4,,..,.... ._._.- _}r6x6 .g. DN TO I 6X6— yHURf'�!' DINING l_r_.1 UP TO TECH I .,, 0 UB2.'< HD' UP TO BED 2 UPPER FLOOR UNIT E-6(A) FRAMING PLAN 1/4'=1'-0" ENGUSH REVIVAL 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 7 of 58 U 1 1 UB5 �. `--- 11 J7 n -.r-.-.''_a (2)2x10 FB I _ `j I Ni V1 OVER-FRAMING PLAN I x - 1 TO MATCH HT. 1 OF RAISED FLR. RAISED FLOOR AT+1444" ;d-UPPER FLOOR WALLS I 2x10 GI 16" ; 2 i O.C. TYP. 1 S9.3 a1 2x6 LEDGER I a6', _ 4.75" STEP I + f f I 6 HDR II 59.3 '------I _ -1 I 7 S9.3 RAISED UPPER FLOOR UNIT E-6(A) FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 8 of 58 18a" POST ABOVE S9.2 �• POST ABOVE 6x6 P.T. POST W/ ACE6 CAP. TYP. I I P T 6.c12 FDR rMB6 m oI p N- B NDLLJ STUDS '- A OVE ' P.T 2xf LEDGER a 2X TRUSSES / 6x8,H GT O AT 24" O.C. I 3)4 x934" BIG BEA FB y GT HU..0 ABOVE a d i _ m ®z .J� GT ABOVE Cs' cs .mCO N e,~ L.- -i LOW ROOF 17 jtl� � '� it� TYP. a ABOVE/.+- A. 1,-,,,ip = ci Z-0 V' �-� rn 11 AT BLDG. z n o - 59. STEP I / I HU4 0 I 13)4"e914" BIG BEAM FB 0 TYP. " `'.l j G ®T ABO AT BLDG. d -�- y ,, 11 I H2.5 TO BEAM M B4 I B STEP I r • " x11 i5 :I :_AMS 1� 71 L O • LEDGER I w ,I�� 6x i PO•T GT ABOVE ® m 2, 14"9Y" RIGIC LAM LVL -B 1143, r, CO LANDING F.F. AT+7•-0" m m �n 41x4 P0•1 FROM +7'-0" ABOVE LOWER F.F. 2 m V III Tp 8'- "ABV. LJW FF. 2x6 AT 16" O.C. o4,,,,�-�TA R n VI FRA G. 1$",9)4"RIGIC LAM LVL B V i r I IM 4TAR I m FRAyNG A BUNDLED I V 1 m STUDS ABV. / VV I I rn ,V I '( 6x6 I I"fin �..,� MB4 I ON TO jT ,'7117-4773:17,i1771—"C)� t ENTRY-m'_ IF bi EI mI ' :� m 1 m1 zI m1 oIm g mi 9I ¢I mI RAISED FLOOR =s- i (DOT FILL) i--...- Li m I 9I '.I mI SEE LEFT ttppff pp.{ TI 34 aI x' V B 1 :1 "I "II I DR I I MB3 I I ` GT ABOVE HDR I ")"x10)4" CASCADE 1L. 4.t�i 1�"x " fi e HU CQ IG LA LVL TT O3 1.81/9 HUCQ 1.81/9 BUNDLED STUD FOR HEADER ABOVE MIDDLE FLOOR UNIT E-6(A) FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 9 of 58 % I (2)2x10 FB TOP 0+10'-1Y- Ntik (3)::;:y-: PLWD. U ) 2X10 • EDGE OF TJI n ry k ALL SUBFLOOR T.75- BENEATH 75 € TO RAISED BENEATH .1 TEP !FRAMING PLAN TOP OF JSTS _.. I I O+10'-1Y" — '-' 1 I 2001 MIDDLE FLOOR WALLS• i EDGE OF TJI ® lE" pc i SUBFLOOR I i© I BENEATH I _ � • 1CIP PLATE +8'-1• i-'-r`-S. • I -—` 4414 2x10 LEDGER I HOLDOWN STRAP .............. I TOP 0+10'-1Ya FROM ABOVE I—LI 63 0 S9 3 PLATE +8'-1" S9.3 RAISED MIDDLE FLOOR UNIT E-6(A) FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 17075_2017.05.09_River Terrace(Lots 34-38)_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 Panted.19 DEC 2013,6.39PM /lul , y inle Beam ,.-. . 1� sF,y:r� j tic.#:KW-66:0•0791;7 Licensee:c.t.engineering Description : Upper Floor Beams `' • 6 d Beam Design UB1 . . it lcul tsper 2005-NDS,IBC 2006,L ijC CE, BEAM Size: 2-2x6,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.750 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=8.330 ft Design Summary 9W f'? IA Y11,11 Max fb/Fb Ratio = 0.635. 1 fb:Actual: 700.00 psi at 1.750 ft in Span#1iL x Fb:Allowable: 1,102.10 psi Met" Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 A 2 fv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-26 Load Comb: +D+L+H Max Deflections Max Reactions (k) p 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 .9,:,.!1_.., 0.36 Live Load Defl Ratio 1290 >360 Total Defl Ratio 852 >180 �I Beam Design UB2 ,, ,,; . .. Calculations per 2005 MDS,IBC2006,CBC 20076 ASCE 15 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 Desiqn Summary `Z W o ub°i5%S 1 Max fb/Fb Ratio = 0.347. 1 fb:Actual: 352.07 psi at 3.250 ft in Span#1 ,w04 fs f Fb:Allowable: 1,013.55 psit:Ri6,,e . -A 1 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 a 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 Sup�port 0.21 0.26 0.16 Live Load Defl Ratio 1840 >360 Total Defl Ratio 1220>180 4 } Design : UB3 --. orr..,. 41. ,11 -7,.;k I ons per 2005 AIDS,IBC 2006,CBD.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 DS8 (6011 Max fb/Fb Ratio = 0.082. 1 y, fb:Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi Load Comb: +D+0.750L+0.7505+H Max fv/FvRatio= 0.070: 1 A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 ft,4x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152 >360 Total Defl Ratio 13898>180 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 11 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed.19 DEC 2013,6 39P 9li'r% ER =,c_ dam.;�;327e6.V1-�tE.06�Aultiple simple lea :, ` 6`%'',, Lica#:KW-06002997 Licensee:c.t.engineering Wood Beam Design = UB4 CalcAllations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.0 ft Design Summary Max fb/Fb Ratio = 0.934. 1 D(0.0720 S(0.10) fb:Actual: 786.29 psi at 7.500 ft in Span#1 Fb:Allowable: 841.45 psi Load Comb: +D+S+H • • A A Max fv/FvRatio= 0.313: 1 fv:Actual: 43.25 psi at 0.000 ft in Span#1 15.0 ft, 4x12 Fv:Allowable: 138.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S WE 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 .DesignUB5 p 1. Calculations per2005 NOS,IBC 2006,CBC 2007,ASCE 7-05 *IvBEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary D(0.097501 L(0260) ,., , Max fb/Fb Ratio = 0.165. 1 fb:Actual: 153.55 psi at 1.750 ft in Span#1 Fb:Allowable: 931.44 psi Load Comb: +D+L+H Max fv/FvRatio= 0.126: 1 A A fv:Actual: 18.94 psi at 2.730 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S WE H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.17 0.46 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.46 Live Load Defl Ratio 12241 >360 Total Dell Ratio 8902 >180 Wood Beard Design : UB6 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-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary &iQ0o 1_Si1!AT, Max fb/Fb Ratio = 0.199. 1 fb:Actual: 202.13 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fv/FvRatio= 0.163: 1 A fv:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft.2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.20 0.39 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.39 0.08 Live Load Defl Ratio 7849 >360 Total Dell Ratio 5486 >180 17075_2017.05.09_River Terrace(Lots 34-38)_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 MultileSimi "Beam .. . . ,csl u to kno a IIIEIER0A.-1i132T51,61EOSy.pe r _1✓ ENERCALCC INC_1983-2013; dd:6,13.8 3 - 138.31_ Lic.#:KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams Wood Beam Design : MB1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=20.0 ft Design Summary D(0.30 L(0.80( Max fb/Fb Ratio = 0.555: 1 fb:Actual: 565.04 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H - = Max fv/FvRatio= 0.455: 1 fv:Actual: 68.28 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.016 in Left Support 0.45 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 1.20 Live Load Defl Ratio 3041 >360 Total Defl Ratio 2212 >180 Wood Beam Design : MB2 Calculations per 2005 NOS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.50 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary g05z-k Max fb/Fb Ratio = 0.913: 1 b'(6°611 .)i.1-t6°b3Z) fb:Actual: 848.86 psi at 1.400 ft in Span#1 Fb:Allowable: 929.74 psi �� Load Comb: +D+L+H • Max fv/FvRatio= 0.803: 1 A A N:Actual: 120.38 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft, 2-2X10 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.037 in Downward Total 0.050 in Left Support 0.71 1.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 1.22 Live Load Defl Ratio 1638 >360 Total Defl Ratio 1189 >180 1 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 13 of 58 $'ifs X0umcokerson2 St. CT ENGINEERING I N C. Seattle,WA RIVER TERRACE96109 Pro}ect: Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 MB3 0~061 60w /409¢WIAG Lit) 6 o/y+ 2-) C R 01;2 5-)0wA) d- ¢' (tot vse* .'t ' z 5{'►"t PSk) ✓1 1 ' 2, • 17075_2017.05.09 River Terrace(Lots 34-38) Calculations.pdf Page 14 of 58 Structural Engineers CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 ,, p # j 1 1S13276iv LEGS MU tele Siiri Ie;Beam ;:, •>tuE CA , c<1983 zt s= _6.1 , ,Ver6.13.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design MB4 Calculations per 2005 NOS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 5.25x11.875,Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Pill 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.605; 1 D(0.150 L(0.40) fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 Fb:Allowable: 2,866/4 psi Load Comb: +D+L+H • • • Max fv/FvRatio= 0.455: 1 A A fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477 >360 Total Defl Ratio 347 >180 Wood Beam Design MB6 Calculations per 2005 NOS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.50 ft Design Summary - Max fb/Fb Ratio = 0.990 1 D(0.06750)L(0 180) fb:Actual: 689.04 psi at 7.500 ft in Span#1 Fb:Allowable: 695.89 psi ICZAqigitei Load Comb: +D+L+H • Max fv/FvRatio= 0.283: 1 A A fv:Actual: 38.45 psi at 0.000 ft in Span#1 15.0 if, 6x12 Fv:Allowable: 136.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.227 in Downward Total 0.313 in Left Support 0.51 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 1.35 Live Load Defl Ratio 791 >360 Total Defl Ratio 575 >180 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 15 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Mull 1e St • ; e l,. �P',/yr,.0�� i 0 fa ,06 ;1 F16 c:ttlserstkst eertDbcUME-1t RcA-1\13276V 1 E06 p , p .,gi g E,(1(g(e T(,���� ezd4„,. -x E� F,,,,,, E,RRALC INC.-,1983-2013,Bui 413_8:31,Ver_6 138,41,..' Lic.#: KW-06002997 Licensee:c.t.engineering Wood Beam Design MB7 Calculations per 2005 NOS,IBC 2006,CBC 2007,:ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: 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 klft,Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.213; 1 DR018?8 jO0Od6 e) fb:Actual: 201.88 psi at 6.250 ft in Span#1 Fb:Allowable: 946.00 psi Load Comb: +D+L+H Max fv/FvRatio= 0.064: 1 A A fv:Actual: 10.96 psi at 11.750 ft in Span#1 12.50 ft, 2-2x10 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.000 in Downward Total 0.000 in Left Support -0.06 -0.17 Upward L+Lr+S -0.058 in Upward Total -0.079 in Right Support -0.06 -0.17 Live Load Defl Ratio 2606 >360 Total Defl Ratio 1895 >180 Wood Beam Design : MB9 Calculations per 20005 NDS,IBC 2006,CBC 2007,',ASCE 7.05 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.010 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=5.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary m v, n=• Max fb/Fb Ratio = 0.413: 1 D(O.0D7 L0SO.2O) fb:Actual: 1,511.55 psi at 1.018 ft in Span#1 Fb:Allowable: 3,663.90 psi Load Comb: +D+W+H • Max fv/FvRatio= 0.603: 1 A A fv:Actual: 298.89 psi at 0.000 ft in Span#1 Fv:Allowable: 496.00 psi 6.50 ft, 3.5x9.5 Load Comb: +D+W+H Max Deflections Max Reactions (k) D L Lr SWEH Downward L+Lr+S 0.021 in Downward Total 0.120 in Left Support 0.28 0.65 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.65 1.17 1.19 Live Load Defl Ratio 3743 >360 Total Defl Ratio 650 >180 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 16 of 58 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E6(A) Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usqs.qovidesignmaps/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 Slits=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SMi= Fv*S1 SMi= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3'SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 Sol=2/3*SM1 Spy= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor no- 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor Co= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor c10= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 17 of 58 SHEET TITLE: 17075-River Terrace(Lots 34-38)-Unit E6(A) CT PROJECT#: SDs= 0.70 h„ = 25.92(ft) SD1= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-10(Table 12.8-2) 1E= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.41 k= 1]1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD1*TO/(TZ*(R/IE)) (forT>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C. = DIAPHR. Story Elevation Height AREA DL w, w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h1 (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof - 25.92 25.92 693 0.030 20.79 538.8 0.49 2.36 2.36 3rd(uppr);, 8.08 17.83 17.83 693 0.030 20.79 370.8 0.34 1.62 3.98 2nd(main) 8.92 8.92 8.92 693 0.030? 20.79 185.4 0.17 0.81 4.79 1st(base) 8.92 0.00 SUM= 62.4 1094.9 1.00 4.79 E=V= 6.70 E/1.4= 4.79 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 18 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit E6(A) N-S E-W F-B S-S IBC ASCE Ridge Elevation(ft)= 44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. --- Building Width= 19.0 40.0 ft. Basic Wind Speed 3 sec.coat= 95 95 mph Figure 1609 Figure 6-1 Exposure= B B Roof Type= Gable `Gable PS30 A= 16.1 16.1 psf Figure 6-2 p8,88= ` 11.0 11.0 psf Figure 6-2 Ps3o c= 12.9 12.9 psf Figure 6-2 Ps3oo= 8.9 8.9 psf Figure 6-2 = 1.00 1.00 Figure 6-2 Kit= 1.00 1.00 Section 6.5.7 windward/lee= 1.00 0.61 (Exposed to wind load on front,back and one side-apply max of leeward or windward forces) N*Kit*Iw*windward/lee : 1.00 0.61 Ps=N*Kzt*I*Poo= (Eq.6-1) PsA= 16.10 9.82 psf (Eq.6-1) Pse= 11.00 6.71 psf (Eq.6-1) Psc= 12.90 7.87 psf (Eq.6-1) Ps o= 8.90 5.43 psf (Eq.6-1) PsAand caverage= 14.5 8.8 psf Ps B and D average= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2*2a= 7 28 MAIN WIND-METHOD 1 PER ASCE Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.00 1:001.00 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height Ad AB Ac AD Ad AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-VV) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof -- 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 AF= 626.2 Ar= 1318 6.3 8.0 V(n-s). 8.32 V(e-w)= 9.93 kips kips kips kips 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 19 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit E6(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 .0.00 0.00 0.00 0.00 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00 0.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(S-S)= 9.93 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08 17.83 17.83 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.92 8.92 8.92 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.92 0.00 0.00 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 9.93 ki.s kips 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 20 of 58 Design Maps Summary Report ELM Design Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III I averton r �� 3 '�r$�1 - 41.E a ,. - 1l' rratakte .......,,,,,,hot,-..,z.,. --,,,,,, ..., :::,,-..,-, ,,,,,,a.--4, ......:_„.4--- ,::,,,,,,t,„.-;-- , „. ,.. ,' ,--,ft.;:::,---,',,,,:,,,-,,,,--,,,---;..,-_,,,):::qii,,,...,,,,,;,...... ,,.. -....., . j?‹,,,,;.-4si,',r-47':-:::it:,-,,,,,--, r'''''1:',,-1,. '' - c °� ,. to Lake Oswego,, , r NO i T N sc 0a:z a P _Kiri, 'its± t#t har t ,'t6„ AMERICA / ' 'f !atilt ti ,..,,,:-----e-'1,;? ,,,,- il ",: <-i,,,'k>4 ,it a+St 20151rt t:1 e ..,.;.,:", ., ' 0 Mipeuett USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SMi = 0.667 g SDi = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEI-IRP" building code reference document. MCER Response Spectrum Design Response Spectrum 0,88 1_10 0.20 0 72 0.72 4 88 0.24 0.77 0.20 0,e P 0.40 t%! 0.55 . 0,111 f 0.44- 0.22 o 27 o 24 0.22 0,10m 0:11 0.0 000 0 00 0.00 020 0.40 0.40 0.800 LO0 L20 1.40 1.00 140 100 0.40 020 0.40 6.40 altga 1.00 1.20 1.10 1.26 L20 2.00 Period. '(sec) Period,7(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 21 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... MEW Design Maps Detailed Report 2015 International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)111 Ss = 0.972 g From Figure 1613.3.1(2)(2] S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class 175 Nor Ti.„ s. A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength S. < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 1Ib/ft2 = 0.0479 kN/m2 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 22 of 58 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss 5 0.25 Ss = 0.50 S5 = 0.75 Ss = 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 Ss For Site Class = D and Ss = 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period S, <_ 0.10 S1 = 0.20 S, = 0.30 S1 = 0.40 S, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and Si = 0.423 g, F. = 1.577 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 23 of 58 Equation (16-37): SMS = FaSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SMl = F,SI = 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): Sol = % SMl = % x 0.667 = 0.445 g 17075_2017.05.09_River Terrace(Lots 34-38)_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 Sos < 0.167g A A A 0.167g <_ Sos < 0.33g B B C 0.33g <_ Sos < 0.50g C C D 0.50g5Sos 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 Sol I or II III IV Sol < 0.067g A A A 0.067g <_ S01 < 0.133g B B C 0.133g <_ Sr„. < 0.20g C C D 0.20g <_ Sol D D D For Risk Category = I and Sr. = 0.445 g,Seismic Design Category = D Note: When Sl is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 25 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT ft: 17075-River Terrace(Lots 34-38)-Unit E6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.36 kips Design Wind F-B V i= 3.38 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.36 kips Sum Wind F-B V i= 3.38 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wind Max. Grid ID T.A. Lwall LDL eff. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet U.R, OTM RoTM Unet Usum Uenn, 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 0.10 0.68 0.00 0.47 0.00 1.00 1.00 70 P6TN P6TN 101 3.80 2.05 0.29 0.29 5.45 1.52 0.65 0.65 0.65 A A.3b' 206.9 10.0 10,0 1.00 0.10 1.01 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 101 5.62 4.50 0.12 0.12 8.07 3.33 0.51 0.51 0.51 -_- - 0 0.0 0.0 100 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B 8.3a 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.3a 97.35 7.8 7.8 1.00' 0.15` 0.47 0.00 0.33 0.00 1.00 1.00 43 P6TN P6TN 61 2.65 4.05 -0.20 -0.20 3.80 3.00 0.11 0.11 0.11 C C.3b 102.6 8.2 0.0 1.00 0.00 0.50 0.00 0.35 0.00 1.00 1.00 43 P6TN P6TN 61 2.79 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.53 C C.3c'` 146.6 11.7 11.7 1.00 0.00 0.71 0.00 0.50 0.00 1.00 1.00 43 P6TN P6TN 61 3.98 0.00 0.36 0.36 5.72 0.00 0.52 0.52 0.52 693 44.3 44.3 =L eff. 3.38 0.00 2.36 0.00 V,,;,,d 3.38 E VEQ 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 26 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit E6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-B V i= 2.41 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.98 kips Sum Wind F-B V I= 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 Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDLeff C o w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM Unet Urn OTM RoTM Unet Us,,,. 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) A A.2a 0 6.8 6.8 1.00 0.10 0.00 0.68 0.00 0.47 1.00 1.00 70 P6TN P6TN 101 4.27 2.05 0.37 0.65 6.13 1.52 0.76 1.40 1.40 A A.2b 0 10.0 10.0 1.00 0.10 0.00 1.01 0.00 0.70 1.00 1.00 70 P6TN P6TN 101 6.33 4.50 0.20 0.32 9.08 3.33 0.62 1.12 1.12 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B,2a 346.5 5.0 6.0 1.00 0.15 1.21 0.00 0.81 0.00 1.00 1.00 162 P6 P6 241 7.30 2.03 1.22 1.22 10.85 1.50 2.16 2.16 2.16 B B.2b 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C,2a 92.53 9.0 9.0 1.00 0.15 0.32 0.47 0.22 0.33 1.00 1.00 61 P6TN P6TN 89 4.93 5.47 -0.06 -0.26 7.17 4.05 0.37 0.49 0.49 C C.2b 115.7 11.3 11.3 1,00 0.15 0.40 0.50 0.27 0.35 1.00 1.00 55 P6TN P6TN 80 5.57 8.54 -0.28 0.09 8.13 6.33 0.17 0.70 0.70 C C.2c 138 13.4 13.4 1.00 0.15 0.48 0.71 0.32 0.50 1.00 1.00 61 P6TN P6TN 89 7.39 12.15 -0.37 -0.01 10.75 9.00 0.14 0.66 0.66 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -" - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00'; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00' 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - ' 0 0.0 0.0 1.00_,'-0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00'i 0,0033 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 i 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 692.7 55.4 55.4 =L eff. 2.41 3.38 1.62 2.36 1.00 EV�+ine 5.79 EVER 3.98 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 27 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit E6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.81 kips Design Wind F-B V i= 2.53 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.79 kips Sum Wind F-B V i= 8.32 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eft C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Us., OTM Rom/ Uo01 U.,,„, U.m HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.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 0.00 0.00 0.00 0.65 0.00 0.00 0.00 1.40 1.40 A A.1b 0 '20.8 20.8 1.00 0.15 0.00 1,69 0.00 1.16 1.00 1.00 57 P6TN P6TN 81 10.60 29.30 -0.93 -0.61 15.21 21.70 -0.32 0.80 0.80 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1a 144.4 '' 5.0 5.0 1.00 0.00 0.53 0.50 0.17 0.34 1.00 1.00 101 P6TN P6 206 4.56 0.00 1.05 2.27 9.26 0.00 2.14 4.29 4.29 B B.1b 202.1 7.0 7.0 1.00 0.00 0.74 0.70 0.24 0.47 1.00 1.00 101 P6TN P6 206 6.38 0.00 1.01 1.01 12.96 0.00 2.05 2.05 2.05 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.1a` 109.8 11.3 11.3 1.00 0.15 0.40 0.92 0.13 0.55 1.00 1.00 60 P6TN P6TN 117 6.08 8.54 -0.23 -0.50 11.86 6.33 0.52 1.01 1.01 C 4 'C.lb 48.8 :_5.0 5.0 1.00 0.16 0.18 0.41 0.06 0.62 1.00 1.00 135 P6TN P6TN 117 6.09 1.80 0.99 0.99 5.27 1.33 0.91 0.91 0.99 C C.1c 187.9 19.3 19.3 1.00 0.15 0.69 1.57 0.22 0.82 1.00 1.00 54 P6TN P6TN 117 9.37 25.01 -0.84 -0.85 20.29 18.53 0.10 0.75 0.75 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 >_0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 "' 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -` - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00' 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 , '0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0,00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 68.3 68.3 =L eff. 2.53 5.79 0.81 3,98 Vnnd 8.32 EVEQ 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 28 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit E6(A) Diaph.Level: Roof Panel Height= 8 ft Seismic V i= 2.43 kips Design Wind F-B V i= 2.42 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.43 kips Sum Wind F-B V i= 2.42 kips Min.Lwall= 2.29 ft (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall 1-13L elf C U w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Ro1M Une, Ue„,,, OTM Row U,,e, U, . Unum 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) &y`C°1? 1 1.3a 173.3 3.0 3.0 1.00 0.20 0.61 0.00 0.61 0.00 1.00 0.75 351 P4 P6 202 6.31 0.72 2.40 2.40 4.85 0.54 1.85 1.85 2.40 1 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,M,`jt 4 4.3a 346.5 7.0 10.0 1.00 0.15 1.21 0.00 1.21 0.00 1.30 1.00 225 P6 P6 173 12.63 4.20 1.33 1.33 9.70 3.15 1.03 1.03 1.33 4 4.3b 5E-04 0.0 10.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 #1111#1t N.G. P6 173 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 13.0 13.0=L eff. 2.42 0.00 2.43 0.00 EVKind 2.42 EV50 2.43 Notes: denotes a wall under a discontinuity "" denotes a wall with force transfer "'" denotes a TJSB 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 29 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit E6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.67 kips Design Wind F-B V i= 1.72 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.10 kips Sum Wind F-B V I= 4.15 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall Loi*re C p w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM Rorn., U,c Usum OTM Roma (sqft) (ft) (ft) (kif) (kip) (Hp) (kip) (kip) p (pif) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 56.83 3.0 3.0 1.00 0.20 0.14 0.61 0.14 0.61 1.00 0.67 484 P2 P6 249 8.71 0.72 3.42 5.82 6.73 0.54 2.65 4.50 5.82 4r-co� 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 en tort,ea.eg,33 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 346.5 3.5 8.0 1.00 0.20 0.86 0.00 0.84 0.00 1.00 0.78 399 P3 P6 246 9.78 2.24 2.66 2.66 7.76 1.68 2.15 2.15 2.66 1/14 4T-415 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Rio q,(5 I yt4 sjrca,to g 3 4 4.2b 3E-04 0.0 10.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00#####N.G. P6 256 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 16.5 16.5=L eff. 1.72 2.42 1.67 2.43 4.151:VE0 4.10 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 30 of 58 • SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit E6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.84 kips Design Wind F-B V i= 1.81 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.93 kips Sum Wind F-B V i= 5.96 kips Min.Lwall= 2.57 ft. • (0.6-0.14Sds)D+0.7 p Qe 0.60+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 a@ CC w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM U„ei U,m OTM ROTM U„et U,,,m (sqft) (ft) (ft) (kir) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 217.8 11.5 5.8 1.00 0.20 0.49 1.50 0.23 1.49 1.00 1.00 194 P6 P6 173 20.08 5.28 1.37 7.19 17.91 3.97 1.29 5.79 7.19 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 4 4.2a 116.4 2.0 10.0 1.00 0.15 0.26 1.79--' 0.12 1.78 '71.30 0.44 2775*` *` 1028 22.20 1.20 15.75 19.70 18.50 0.90 13.20 16.29"� 4 4.2b 116.4 2.0 10.0 1.00 0.15 0.26 0.00 :0.12 0.00 1.00 0.44 178"* "` 132 1.43 1.20 0.17 0.17 2.38 0.90 1.11 1.11**.II jLow1'l 4�} 797.2 19.0 19.0=L eff. 1.81 4.15 0.84 4.10 Q 1+� QQ,, �V wlne 5.96 _;VEQ 4.93 f#4) 31 ii�Z/ Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 31 of 58 ESR-2652 I Most Widely Accepted and Trusted TABLE 3-STRONG-WALL®SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL"ASSEMBLIES14'3 . Seismic(SDC C-E) Wind(SDC A-B)' Hold-down Hold-down Neminal Drift at Drift at Height Allowable Uplift at Allowable' Uplift at Model No. Width Allowable• Ailo '"e (in)'; Sheac(ibs) • Allowable Shear(lbs): Allowable ( in Shear(in) Sh ear'(lbs) 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 12x7.6. , 12. 85:5. 2520 0,32 " 9920 2770• 0.35. i 10906 ::' 1; SWSB 18x75 ,18 85.5. ' 5380 0,34 14215 ` 5910 0.37• . '15615 mi. SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 .0 "'.'3'i SWSB 18x8 18 93.25 5150 0.37 14840 5665 0.40 16325 SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWSB 12x9 12 105.25" 1580 0.43 9570 1780, 0 48 10780 SWSB 18x9 18; 10525' 3810 .043 ` 13770 4180 0.51 15105 SWSB 24x9 ''24• 10525= ' '7810 042- 21280. 8590 0.47` 23405 ;:;., SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 SWSB 12x7.6.' ` 12. - 85.5 _1200 0.31 9450-. =1320 0.38--`:; - ` 10390 r': SWSBs18x7.5 18 : ' 85.5 ,•.. ` 2625 0.33, 13870:' .:2885 040 ;: =15245 SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 a ' " ; 10390 c;' ••_, SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 :-1 ,' SWSB 24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 + 12 ''105.25' " 790 0 43 I . 9570 • 890 0.48, :' 10780 - SWSB 18x9 .'r 18 105.25:' 1905 043 . 13770 -:2090 0,51 _' , .-15105- o' SWSB,24x9 24 105.25 3905 ;'0.42 21280 4295. 047 23405 .: For SI:1 inch=25.4 mm,1 lb.=4.45 N,1 ptf=14.6 N/m. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 'Hold-down uplift at allowable shear is based on a moment arm of 8.888 inches,14.583 Inches and 19.313 Inches for 12-inch,18-Inch and 24-Inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-Inch panels 93.25 Inches or less In height,respectively.In-plane'shear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No increase for duration of load Is allowed. 'Panels may be trimmed to a minimum height of 741 Inches.For panels trimmed to a height less than 78 inches,use allowable shear values shown for 78 inches height.To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 32 of 58 180 Nickerson St. CT ENGINEERING Suite 302 1 N C. Seattle,WA 98109 Project: Date:. (206)285-4512 FAX: Client: Page Number: (206)285-0618 11P Ms 42` 06-(7p L Pts )T561 . `2-----___,,-li H � ii_j___ -_ t( ii 4___)6_L.i, i t I i i111_ )7t :maall.y ....,./..111‘I r f ' IA) (f447)(25r#S) . _ 43( ) `! 4-- 1( ),%)( 4-Di-4 41 c) ?\ 7 is"7b pF- g9-p-90 F 161' z = 26, 0 ‘ u/ 6- Mil. Gi( wi Me i I,N, v . �., •-_�___.�.__�i_�_� __ -.7-1 ---7-2,)k_4,-) I*Y-is.) 1--(4-0-1-)57 -- 01 3 -4- 1154 54 -[3')-Z — t9)L o k- ✓' 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 33 of 58 Structural Engineers aE2 20D D6 ROOF BELOW 15,-4" q COMMON WALL 7� 1,-.„,-." EXTENT OF �,altra9-B" 10 - ^• 5" tf2L 1-HR EXT. 4,-10" 4'-10" 1 WALL. PER i I DETAIL 3/D 6-0 4 0 SL -, f q COMMON WALL -I 49 I -��-r ---WALEgEEnW-- - .. _ - 1 1 Bedroom 2 N a I DI ..1.5 in °' ' D7 j) I FIREPLACE VENT -C I I 2-1Y" I B.-4/2" -.1 '-4YZ1•-fW i 'I m dr • it j ....;'I I --• BIFOLD n I -o N 2-.3J-Ii 1 H I I. N '� 140CEiSf n �-__I. ° ' ' \ ® ■ I 1 _ of 4�" ,Wn '-' = o 'r OWER ~Ii L . _m -I` 1 M Bath 3 30"TB '-4 HCW I _ LOW WALL 4'-10,V4 3-64 ro 42" A.F.F. SEE SHT. 1 UB FOR I ,TPI STAIR I ® 5 DETAILS IDI, • -1 RADON R4ICTION SYSTEM A :.:::.:.:5'..457: $ :::: 3 55/il II I 1111) :VAULTTRI:CEILING:iiii::ri, .' :.:PEER:itRUSS:::::::i ::: 0., I :l.MNUFAC i RER:::::::•: f•• m Ma :BO: StetMOM:•:::•::•:I k. I I oma— i ' EXTENT OF �- 1-9 2-6'4-6 1-9 m vr I 1-HR PER 4-6 F CSFT 4-6 F WALLDETAIL 3/01 I I I I I I I I 0 4-11" } 4 9" i I ,r-8" 1-B", 9-8" ..1-7* 2-5. }. UNIT K-6(A) UPPER FLOOR PLAN 1/4"=1,-0" ENGLISH REVIVAL 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 34 of 58 15'-4-* q COMMON WALL--f t 11'-104" 4 •_i• 4.7 Ti � ROOF AD0VV 6 a Ct COMMON WALL _ — at I z as GUARDRAIL AT+42" o F a` 1 ABV. DECK SURFACE I I S1'-7" 4'-3" 4'-3" 5' 3" lb g t ES' { ' Deck f t Ij 0) FLOOR!ABOVE1 in Er, 4 a 11-6,5-)SH 6-D 6-10 SOD I I 1 Living _—SAFE GAZING V I I i D, TILE HEARTH I I (OPTIONAL)--__ FACTORY-BUILT ��vv DIRECT VENT GAS ' I a FIREPLACE_ m D 4 a INSULATE FLOOR OVER UNHEATED SPACE —1 • 1 I I N i I I 1-DT 3-6" ; 1. I _[ ®N I ID LOW WALL I ' 42"A.F.F. i n I i Dining - ,♦ - 2. LOW WALL .1 m CONTINUE � —�' 36"ABV. f I GWBTHRIWALL NOSING--. ----ii AbA I FURRING TYP. < I XV44' 2'-5" RADON :; yr SEE SHT. it T MITIGATION I UB FOR STAIR �1� . a ( I VENT STACK i-- o DETAILS e I 1 OPEN RAIL 0/PONY WALL: TOP OF WALL +22" ABV. LANDING I i =,,, UP TOP OF RAIL +42" ABV. LANDING n I I ' s 4 i� 1 4 p I qo © "p s © 0 v W I ��, �12'-6„ 1 3•-1, 3'-11)/2" I of !INSULATE FLOOR OVER 1 0 I n UNHEATED SPACE (FLOOR BELOW --- e I OW I I, cX1 "1 1 -----lllltttri ,- _ 1-2 -6 F I EX1-HR RNTE OT. ®4108F 2-691.11".4-0 4I-4' F m WALL. PER NV DETAIL 3/01 I I I I I I I ♦ 4'-10" i 4'-10" ,,r-10",,' 2'-2" 11-6", 9.-8" • 4-'-0" 1 1 15'-4" i UNIT K-6(A) MIDDLE FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 35 of 58 e t 15-4" ,t } tY-1034" ♦ 3'-5y" I I f g COMMON WALL DECK ABOVE r I o 6 ¢. COMMON WALL '�' I1 0 "F B'-11- 5-5" 1 0' r,y -, 2,W I i I R ` WOOD TREAD, MAX.I I� RISER I 8ADD OR ., REMOVE-STEPS AS T REQUIRED PER i SITE CONDITION), 3'-0" m 1 0 1 m o o DIRECT VENT GAS i I WATER HEATER I i e AND FURNACE DOORS SHALL BE SELF-CLOSING f 20-MIN. RATED I ' Tandem 2-Car j Garage ;� I.. .. M U OCCUPANCY h V I e WALL FINISH: 46" — TI 1 1 GWB CEILING FINISH 70A� FURN. fib" TYPE 'X' GWB l-1NSUL FIRE-TAPE ALL — - GWB WRAP BEAMS ?Z' I:.. BELOW CEILING I I LEVEL. INSULATE l'''.— :'Y'R3 OCCUP. '- - 6 I FLOOR ABOVE. I ec I o 11. 6- "i FURR DOWN 3'-6 -' FOR DUCT RUN IF_—INSULATE WALL PER DETAIL 4/D1 - -- 1 WHERE ADJACENT TO HEATED SPACE 17 RADON ,,�1�� REDUCTION its SYSTEM I SEE SH T. I e i U8 FOR STAIR I i DETAILS t"� WOOD TREAD, MAX.nom' • - DS �I • �.. � RISER 8- (REMOVE ' STEPS AS REQUIRED c g�� I PER SITE CONDIITON, n 4�p,rG MAX 1 TREAD) %t- d• I�ti�• m N XIM m ®m p ;� -%, SOHO � �, I, o Al N �{ . , - 6Y- r-r-1 I 7� tt� 1 8'-0" ,5 f J.8"f1'-10"j 2-2' , n ii 1 Porch I LL Ji I I�-N—V ti I k 15-4- it UNIT K-6(A) LOWER FLOOR PLAN 1/4-=1'-O- ENGLISH REVIVAL 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 36 of 58 Z T In 4x12 HDR f-yfe—___--‘—-- . nu .0. e Z CV m ® 14 59.0 e HUC416 HUC416 I (2)131,'x20" LVL FB _` x0 4x1 f +_�z10 11 1N n �UP TQ BED 2��m II US1 IDN TO II� 11'._�J I LIV NG I . 1 J1LCJLL_J.L_.1-I I I __11iu4 I-� FLOOR G.T. II I I 1, 9 TP. 59.0 1I I 11 20 ®BLDG. 59.0 STEP II1 I 20" OPEN IVEB JOISTS ®19.2" 0.C. II a ' ®BLDG. I I a STEP FLOOR GIRDER (3JJ� Ir-==-1 1 , HIT420( I 'nl Ii TYR S9.0 II I ; 11 i 1 I - ®BLDG. 20 IIll I I \1 --12 BATH STEP S9.0 1111 I 1 I I$TAII� I ® IIS �1= --1 FI AMING TYP. I �_-- - L I Thi----`,l __-„Y 1 I @ BLDG. I Ir \I �, V STEP e III .. I �I i I1 I �; m '� 1 I DN TO JYI 1 11 I DINING 1 1 I. 1 ��--UP TO y1;I I I I N II d 1` M. BATH ,af 16 13'4"x20" _ — 1 I / _ _J'I LVL FB I I, I I Ii II1 Ij IC lI o 11 III o 11 j II ,t • (� i I UP Tv DN TO I M. BED • . KITCHEN ;,�f1 1 J -F-----'-'7.-1c- FOR-. (2)14'4 x20" LVL FB UNIT K-6(A) FRPAMIN O LAN ENGLISH REVIVAL 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 37 of 58 e." 18 POST ABOVE r• S9. POST ABOVE `] 6x6 P.T. POST W/ - p ACES POST CAP r P.T. 4x1. HD' TYP. coo 86 � 4x8 FB N Q BEARING o. �7 STUDS ABV. livw ,x8 'INEDG:R� ph T I' ry _._._ry -- I I I I O 1 6 0 $9.2 TYP' ®Z I ®®BLDG. � I STEP E.- TYPce . 12 �C I ©0 BLDG. S9.0 " I '®STEP GT ABOVE 0 MB5 0 !1. -' 3 CASCAD= S.L HD' r iQ, ti, l TYP.1 I I -I r ®BLDG. j STEP I I c' I=I TYP. 1 I,II II 1 ®BLDG. 'loam LW I STEP 8 ' USH W/JSIP) 31 / I 1 / 1 / 1 / :I 1 I 1 1 II 1l Y �,.�. MB4 / 11 I Of - 1 .tit x10"CAS:ADES.L. HDR / \ I POST I / 1 I I ABOVE I I' 1 STAIR 1 ;:I c c I:1 •AMINGI I ...II,1 HU41D11.1 I •. 1 Qa I a j w m(5 . BM B 1 1 Fr I i m' l El Iii• I . a kA Mil rzi 1 Al ._ 3 "xCASCADE4" CASCADE eGT ABV _ —1111. 314"x 97¢"BIG BEAM FB BUNDLED STUDS 1�•x9Mz•RIGIDLAM LVL GT ABV. FOR HDR ABV. MAIN FLOOR UNIT K-6(A) FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 38 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 19 DEC 2013,6 38P Mu'ti Srm l+ Beam" Hs cAu tkktor 0oci tE�-1�ck it13276V Ecs ENEf CALC INC..1983-W13 6. .83 Ver:6,5.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Wood Beam Design UB-1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 4x10,Sawn, Fully Unpraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pr!! 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=3.0 ft Design Summary 4f$? a1VAS1 Max fb/Fb Ratio = 0.327: 1 fb:Actual: 321.48 psi at 4.250 ft in Span#1 Fb:Allowable: 982.51 psi • Load Comb: +D+L+H Max fv/FvRatio= 0.154: 1 A A fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.50 ft,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.035 in Downward Total 0.052 in Left Support 0.42 0.51 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.42 0.51 0.32 Live Load Defl Ratio 2943 >360 Total Defl Ratio 1952 >180 17075_2017.05.09_River Terrace(Lots 34-38)_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 Fnnted:19 DEC 2013,6.392M - cliser§1Kskx[ei 13ta1E-11C-ttERCA 111326V-3.EC8 nuiLlpiw.'"1�i ,B 1t C1...,. .. . 0y',0 EVER L r 983 2013. s.8. � .. Lic.#:KW-06002997 Licensee:c.t.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: 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 Desiqn Summary D(0.1950 L(0.520) Max fb/Fb Ratio = 0.368: 1 fb:Actual: 367.28 psi at 1.500 ft in Span#1 "`` Fb:Allowable: 999.05 psi -, Load Comb: +D+L+H Max fv/FvRatio= 0.683: 1 A A fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.78 Live Load Defl Ratio 4679 >360 Total Defl Ratio 3403 >180 Wood Beam Design:: MB2 Calculations per 2005 NOS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 9.a04 Point: D=0.120, L=0.320 k @ 4.50 ft Design Summary r,,b; ,, Max fb/Fb Ratio = 0.498: 1 D(0.0150 L(0.040) -.1.,.„, fb:Actual: 985.10 psi at 4.500 ft in Span#1 Fb:Allowable: 1,977.35 psi Load Comb: +D+L+H Fg .,.,, a mr Max fv/FvRatio= 0,164: 1 A fv:Actual: 50.69 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.0 n, 1.75x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S 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_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 40 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 19 DEC 2013,639P Multiple.Simple Beam r: FIa 11EMERCA 1t13271Y-3EC6 ,.- E IERcAt C-,-tl ..1983-2013, 3d ; .13s3t vs 3 1 Lie.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design MB4 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Pr!! 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 a Fb:Allowable: 2,362.27 psiV A zI a per, Load Comb: +D+L+H Max fv/FvRatio= 0.559: 1 A A fv:Actual: 148.04 psi at 0.000 ft in Span#1 11.50 ft, 3.125x10.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.350 in Downward Total 0.481 in Left Support 1.04 2.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.04 2.76 Live Load Defl Ratio 394 >360 Total Deft Ratio 286>180 Wood Beam Design 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-Pill 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point: D=0.420, L=0.510, S=0.320 k @ 10.250 ft Design Summary r.„°_,,,,,,0� .:.. Max fb/Fb Ratio = 0.746: 1 1D(0.120)L(0.320) fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 Load Comb: : 2,062 7 H psi . *, ..,, `:•'',,„1 Max fv/FvRatio= 0.533: 1 , , A fv:Actual: 141.21 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 11.50 ft, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr 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 Beam Design MB6 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-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(0.20) fb:Actual: 738.92 psi at 5.750 ft in Span#1 ,.r , Fb:Allowable: 783.50 psi Load Comb: +D+L+H Max fv/FvRatio= 0.351 : 1 A fv:Actual: 50.60 psi at 0.000 ft in Span#1 11.50 ft, 4x12 Fv:Allowable: 144.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.119 in Downward Total 0.164 in Left Support 0.43 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.43 1.15 Live Load Defl Ratio 1158 >360 Total Defl Ratio 842 >180 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 41 of 58 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K6(A) Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97' Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1= 0.42' Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude 122.77 W http://earthquake.usgs.govidesignmaps/us/application.php http://earthguake.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 Sens= 1.08 EQ 16-37 EQ 11.4-1 SM1= Fv*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDS= 0.72 EQ 16-39 EQ 11.4-3 5D1=2/3*SM1 Sal= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor Co= 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 (2o= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 42 of 58 SHEET TITLE: 17075-River Terrace(Lots 34-38)-Unit K6(A) CT PROJECT#: Sps= 0.70 h„ = 25.92(ft) SD1= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C1= "0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.41 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=SD1/(T'(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(S01*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof - 25.92 25.92 598 0.030 17.94 464.9 0.49 2.03 2.03 3rd(uppr) 8.08 17.83 17.83 598 0.030 17.94 319.9 0.34 1.40 3.43 2nd(main) 8.92 8.92 8.92 598 0.030 17.94 160.0 0.17 0.70 4.13 1st(base) 8.92 0:00 SUM= 53.8 944.8 1.00 4.13 E=V= 5.78 E/1.4= 4.13 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 43 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit K6(A) F-B S-S ASCE IBC Ridge Elevation(ft)= 44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. --- --- Building Width= 19.0 40.0 ft. Basic Wnd Speed sse<.o,= `-110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable PS30A= 24.1 24.1 psf Figure 28.6-1 Pssoa= 3.9 3.9 psf Figure 28.6-1 PS30c= 17.4 17.4 psf Figure 28.6-1 P5305= 4.0 4.0 psf Figure 28.6-1 N= 1.00 1.00Figure 28.6-1 K„= 1.00 1.00 Section 26.8 windward/lee= 1.00 0.00(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) N*K„*Iw"windward/lee: 1.00 0.00 Ps=A*Kzt"I*Poo= (Eq.28.6-1) PsA= 24.10 0.00 psf (Eq.28.6-1) Pse= 3.90 0.00 psf (Eq.28.6-1) ps0= 17.40 0.00 psf (Eq.28.6-1) Ps o= 4.00 0.00 psf (Eq.28.6-1) PSA and c average= 20.8 0.0 psf Psaand oaverage= 4.0 0.0 psf a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 7 28 MAIN WIND-ASCE CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA As Ac AD AA Aa Ac A0 wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 44.00 18.1 0 217 0 126.6 0 217 0 506.3 Roof -- 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 6.7 0.0 3.01 6.73 6.73 6.73 0.00 0.00 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 2.6 0.0 3.49 2.58 2.58 9.31 0.00 0.00 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 2.7 0.0 3.66 2.71 2.71 12.02 0.00 0.00 0.00 0.00 1st(base) 8.92 0.00 AF= 751.3 AF= 1582 12.0 0.0 V(F-B)= 12.02 V(S-S). 0.00 kips kips kips kips 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 44 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit K6(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) VI(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.00 0.00 0.00 0.00 6.73 6.73 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.58 9.31 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00 0.00 2.71 12.02 0.00 0.00 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B). 12.02 V(SS)= 0.00 kips kips kips kips DESIGN WIND-Min/Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 6.73 4.04 4.04 0.00 0.00 0.00 3rd(uppr) 8.91667 8.91667 8.91667 2.58 1.55 5.59 0.00 0.00 0.00 2nd(main) 8.91667 0 0 2.71 1.63 7.21 0.00 0.00 0.00 1st(base) 0 0 V(F-B)= 7.21 V(S-S)= 0.00 kips kips 17075_2017.05.09_River Terrace(Lots 34-38)_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/yIIll�I riot t I ,. £ te a",.^ , a e ton a� .,.QT Y Y '''''''.',:',1 y9 y,5 f ,°Fsis; �,,,,:7,, ; � 1 r , 6 � � , rr , Ps---,..f.:,, ,, ,gg - i4+lilv+iatikie Yj s R,.'',1Clign''' '''' T,It:::,''F'-'-i.'' ii ..,..:z.g',''''''''," ,,,c'0';-::.:4.1,''4W,:,.' , a : 'b tti �. 1 7fits ' s ham atii1 ; y r' r , ' .:'; t''''',, ,'"'i"' ' - ' , ,,'" 4 yk '',.:,:,-",.,'''" ,'-flµMQ' # yam, ( ` 5� '*' r,'F �.d ic fMirflop9uest ,v, _,- ...ate e+ Pie B VNii�'RTr S ^E. s,_ „-i,-.-,,,,,,, - g---7-g'7 -s, bi:._e. USGS-Provided Output SS = 0.972 g SMS = 1.080 g S°S = 0.720 g S1 = 0.4239 SM: = 0.6679 So, = 0.4459 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. MCEe Response Spectrum Design Response S ectrutl i 4 ae 0 SO 1.10 . ° 0 2; 4, 8 0,64 G,77 0 0,463 0.40 II 4.55 ; 4,40 4,84 0.22 0 4, t 4 22 0.16 0.11 0,02 0.0015.16 0,40 0.00 0. 1. 1.24 1.84 1, 4 I-2° 24 1 Q,r34 tk.20 0 40 4.64 0.00 1. 1,401,00 1.6s? Period.T incl period. triad T( + ) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein..This tool is not a substitute for technical subject-matter knowledge. 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 46 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... MIAZS Design Maps Detailed Report 2015 International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)[1' SS = 0.972 g From Figure 1613.3.1(2)(2' S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs Nor NCh s� A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength s, < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 I7075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 47 of 58 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss 5 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period S, <_ 0.10 S1 = 0.20 S1 = 0.30 S, = 0.40 S, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and Si = 0.423 g, F, = 1.577 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 48 of 58 Equation (16-37): SMS = FaSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SM, = F,S, = 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): S01 = % SM, = % x 0.667 = 0.445 g 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 49 of 58 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDs I or II III IV SDs < 0.167g A A A 0.167g <_ SDS < 0.33g B B C 0.33g <_ SDs < 0.50g C C D 0.50g <_ SD. D D D For Risk Category = I and SDs= 0.720 g,Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDI I or II III IV SDI < 0.067g A A A 0.067g <_ SDI < 0.133g B B C 0.133g <_ SDI < 0.20g C C D 0.20g <_ SDI D D D For Risk Category = I and SDI = 0.445 g,Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(2).pdf 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 50 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit K6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 kips Design Wind F-B V I= 4.04 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.03 kips Sum Wind F-B V i= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wad Wind Max. Grid ID T.A. Lwall LDLeO. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Uoet U,n,„ OTM ROTM Unet U,n„, 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.3a 108 10.8 10.8 1.00 0.15 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 A A,3b -82:92 8.3 8.3 1.00 0.15 0.56 0.00 0,28 0.00 1.00 1.00 34 P6TN P6TN 68 2,25 4,59 -0.31 -0.31 4.48 3,40 0,14 0.14 0.14 A A.3c 108 10.8 10.8 1.00- 0.150,73 0,00 0.37 0.00 1,00 1,00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0,48 5.83 5,78 0.01 0.01 0.01 - 0 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0,00 0--- 0 0,00 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0,00 - 0 0.0 0.0 1.00 0.00- 0.00 0.00 0,00 0.00 1.00 0,00 0--- 0 0.00 0.00 0.00 0.00 0,00 0,00 0,00 0.00 0.00 0 0.0 0.0 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0,00 0,00 0.00 0,00 0,00 0.00 0.00 B B.3a',131.2 10.8 ''10.8 1,00' 0.15 0.89 0.00 0.45 0.00 1,00 1.00 41 P6TN P6TN 82 3,57 7,80 -0.42 -0,42 7.08 5.78 0.13 0.13 0.13 B B.3b 167.8 13.8 13.8 1.00'' 0.15' 1.13 0.00 0,57 0.00 1.00 1.00 41 P6TN P6TN 82 4.56 12.76 -0,63 -0.63 9.06 9.45 -0.03 -0,03 -0.03 B B.3c 0 0.0 0,0 1.00 0.15 0.00 0.00 0.00 0.00 1,00 0,00 0--- 0 0.00 0.00 0.00 0,00 0.00 0,00 0,00 0.00 0.00 598 54.3 54.3 =L eff. 4.04 0.00 2.03 0.00 EV,,„" 4.04 EVEQ 2.03 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 51 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit K6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.40 kips Design Wind F-B V i= 1.56 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.43 kips Sum Wind F-B V i= 5.59 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL ett C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Un01 UsuR, OTM RoTM Una Us m U.n, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a ' 108 10.8 10.8 1.00 0.15 0.26 0.63 0.23 0.32 1.00 1.00 51 P6TN P6TN 83 4.96 7.80 -0.28 -0.76 8.02 5.78 0.22 0.23 0.23 A A.2b 80.4 8.0 8.0 1.00 0.15 0.19 0.47 0.17 0.24 1.00 1.00 51 P6TN P6TN 83 3.69 4.32 -0.09 -0.39 5.97 3.20 0.38 0.52 0.52 A A.2c 155.8 15.5 15.5 1.00 0.15 0.37 0.91 0.34 0.46 1.00 1.00 51 P6TN P6TN 83 7.16 16.22 -0.61 -1.09 11.57 12.01 -0.03 -0.02 -0.02 - 0 6.0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 -0.42 0.00 0.00 0.00 0.13 0.13 B B.2b 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 -0.63 0.00 0.00 0.00 -0.03 -0.03 B B.2c 305.1 25.0 25.0 1.00 0.15 0.73 2.02 0.66 1.02 1.00 1.00 67 P6TN P6TN 110 15.05 42.19 -1.12 -1.12 24.71 31.25 -0.27 -0.27 -0.27 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 « 0.0 0.0 1.00, 0.00> 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 ` 0.0 0.0 1.00` 000' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 '_1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 - 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 649.3 65.3 65.3 =L eff. 1.55 4.03 1.40 2.03 1.00 l'V„ind 5.58 EVEQ 3.43 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 52 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit K6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.70 kips Design Wind F-B V i= 1.63 kips Max.aspect='___,3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.13 kips Sum Wind F-B V i= 7.21 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wnd 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 v i OTM ROTM Unet Usu,„ OTM ROTM Unet U,um 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.1a 97.99 9.8 9.8 1.00 0.15 0.22 0.49 0.10 0,30 1.00 1.00 41 P6TN P6TN 73 3.60 6.42 -0.31 -1.07 6.45 4.75 0.19 0.41 0.41 A A.1b 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0,00 1.00 0.00 0--- 0 0.00 0.00 0.00 -0.39 0.00 0.00 0.00 0.52 0.62 A A.1c 211.1 :21.0 r 21.0 1.00 0.15 0.48 1.06 0.21 0.66 1.00 1.00 41 P6TN P6TN 74 7.77 29.77 -1.08 -2.17 13.89 22.05 -0.40 -0.43 -0.43 - - 0 6,0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1a 142.4 11.7 11.7 1.00 0.15 0.33 0.97 0.14 0.59 1.00 1.00 63 P6TN P6TN 111 6.59 9.19 -0.24 -0.66 11.69 6.81 0.44 0.57 0.57 B B.1 b 137.3 "_11.3 11.3 1.00` 0.15 0.31 0.94 0.14 0.57 1.00 1.00 63 P6TN P6TN 111 6.36 8.54 -0.21 -0.21 11.27 6.33 0.47 0.47 0.47 B B.1c 122 10.0 10.0 1.00 0.00 0.28 0.83 0.12 0.51 1.00 1.00 63 P6TN P6TN 111 5.65 0.00 0.61 -0.51 10.02 0.00 1.07 0.80 0.80 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 '1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0': 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -` - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00;. 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 710.8 69.7 69.7 =L eff. 1.63 4.30 0.70 2.63 Y,,Vid 5.92 EVEQ 3.33 Notes: • denotes a wall under a discontinuity • denotes a wall with force transfer denotes a TJSB 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 53 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit K6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.08 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.08 kips Sum Wind F-B V i= 0.00 kips • Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOL err C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Ro1M poet U, , OTM ROTd U„e, Us,,,,, Us„m HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.3b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 1.04 0.00 1.30 1.00 338 P4 --- 0 10.83 2.56 2.48 2.48 0.00 1.92 -0.58 -0.58 2.48 At GlTtF Qv 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 1.04 0.00 1.30 1.00 338 P4 -- 0 10.83 2.56 2.48 2.48 0.00 1.92 -0.58 -0.58 2.48 Al hr4a 693 8.0 8.0=L eff. 0.00 0.00 2.08 0.00 1.,')/wind 0.00 2VEQ 2.08 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 54 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit K6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.72 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.80 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 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 Lot.*rr. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM U,e, U,,,, OTM RQTRI Lino U . U,m (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p. (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.2b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 0.86 1.04 1.30 0.89 695 P2 -- 0 22.24 2.56 5.90 8.38 0.00 1.92 -0.58 -1.15 8.38 .ytt/ 112.. - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 0.86 1.04 1.30 0.89 695 P2 --- 0 22.24 2.56 5.90 8.36 0.00 1.92 -0.56 -1.15 8.38 G)4-t 71 7i 693 8.0 8.0=L eff. 0.00 0.00 1.72 2.08 EV„;,m 0.00 EVE: 3.80 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 55 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 34-38)-Unit K6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.86 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.66 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per 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 Lour. C w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Roma, Un OTM ROTA1 U,", U,,,,,, U,,,m (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (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 !-E"1001- 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 Ifs far{" 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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"*"" 511,41 J 4 4.2b 6E-12 0.0 11.3 1.00 0.15 0.00 0.00 0.00 1:90 1.30 0.00###1##*" " 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 SwsQ t�x FV„�nd 0.00 '. VEq 4.66 V 43 Notes: * denotes a wall under a discontinuity denotes a wall with force transfer dd � _ � *"" denotes a SIMPSON SHEARWALL 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 56 of 58 ESR-2652 I Most Widely Accepted and Trusted TABLE 3-STRONG-WALL6SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASO) FOR PORTAL ASSEMBLIES1'2'3 Seismic(SDC C-E) Wind(8DC A43) Hold-down Hold-down Nominal Prift at Drift at Holght.. Allowable- Uplift at Allowable Upllk at Model NoWin) (in)' Shear(lbs) Shy(tn) heave(bis) shear(lbs) AllSheeaar(In)." Sable hea(Ibis) 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 r" 12, 8515, 2520 0,32 9920. 2770 0,35 10905 o, SWSB 18%7,5 ,18 85,5 5380'; 0;34 14215 5910 0,37" 15615. mi SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 0 o'i`. SWSB 18x8 18 9325 5150 0.37 14840 5665 0.40 16325 SWSB 24x8 24 93.25 8870 0.37 21415 9760 042 23560 • SWSB>12x9' 12 10525 1580 ,043 9570. 1780 048 10780 SWSB 18x9 ' 18;. 105.25' 3510 .043 ; 13770 4180 0.51 15105 SWSB 24x9 ; 24 105 25.- 7810 r 0.42 21280 ' . 8590 0.47 23405" ?;:;, ; SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 • SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 SWSB 12x7.5 ;' 12 85.5 i, 1200 0.31 9450 i.- 1320 0.38 • "".10390 . '< -c SWSB 18x7,5 18 : .' 85.5 2625,: 0.33, ' 13870 ' 2885" 0.40 15245 m., SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 5.•' SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 i;' SWSB 24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 , 12 105.25 790 '-0:43 9570 , "890 0.48 •+ 10780 SWSB 18x9; s', 18 105.25-' 1905 0.43 13770`s 2090 '0.51 . 15105 ;,i SWSB.24x9 24 .105.25':' ' 3905 0.42 21280 4295 047- 23405 For SI:1 inch=25.4 mm,1 lb.=4.45 N,1 pif=14.6 N/m. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 211o1d-down uplift at allowable shear is based on a moment arm of 8.888 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 7414 Inches"For panels trimmed to a height less than 78 inches,use allowable shear values shown for 78 inches height.To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,Interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 17075_2017.05.09_River Terrace(Lots 34-38)_Calculations.pdf Page 57 of 58 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: Date:. (206)285-4512 PAX: Client: Page Number: (206)285-0618 TR MS t, ,,,..\." -------;Z:zi'4P( ._____...... ., . / r I i I 7 i 1_ 11illin 1 . 11 -4___ W4 i 4 i . 111 yy 1 • J' '�` 1111 __ k) (A,)(25r4S) . (4-31 • 4-- 2L ),We) 4-D7L-4 4-0,)(‘)(42t16-7-) ;213 ?\,._7- j 7 p @ 9pi-vD 95F- ,e(, )b.-' -fi5 .--- aty,,,,,. ._._ „„_0e____ ki,..4.0_,_ , ,,,,,, m,,, 1,1c wo-- ,,„_ TYR_ asp, D pria$ 6\ )< 151 �.P �Z (�CI ) ,1--(�t►5)� 2(33 17075_2017.05.09_River Terrace(Lots 34-38)_Caiculations.pdf Page 58 of 58 Structural Engineers Roseburg J7 MAIN 1-2516 L42:26pm 4}ttrst PrY+dtfczs C ssEr)3as� 1 of 1 CS Beam 2015.7.0.1 kmBeamEngine 4.13.10.1 Materials Database 1543 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 4 / A / 11 00 1460 9 ° 25 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 312# -15# 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1103# -- 3 25' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 257#(192p1f) 55#(42p1f) 2 849#(637p1f) 255#(191p1f) 3 327#(245p1f) 91#(68p1f) Design spans 10' 9.375" 14' 3.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1254.'# 2820.'# 44% 19.57' Even Spans D+L Negative Moment 1441.'# 2820.'# 51% 11' Total Load D+L Shear 596.# 1220.# 48% 11' Total Load D+L End Reaction 418.# 1151.# 36% 25.5' Even Spans D+L Int.Reaction 1103.# 1775.# 62% 11' Total Load D+L TL Deflection 0.2167" 0.7141" L/790 18.85' Even Spans D+L LL Deflection 0.1753" 0.3570" L/977 18.85' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respec ive owns s KAMI L HENDERSON EWP MANAGER SfroIYg'`f10 Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS ""Passing is defined as when the member,Floor joist,beam or girder,shown on this drawing meets applicable design criteria 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 specifcafions. 503-858-9663 Roseburg J6 MAIN 1-25-16 02:28 m -'4liuest Pehdtacts f't�rstpane 1 of 1 CS Beam 2015.7.0.1 kmBeamEngine 4.13.10.1 Materials Database 1543 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 0' 0.00" 0 100 Live Point(PLF) Top 0' 0.00" 50 34 Roof t I' il. 1 / 2 0 010 6 0 14 3 0 O ® 26 9 0 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.'# 44% 20.22' Odd Spans D+L Negative Moment 1302.'# 2820.'# 46% 12.5' Adjacent 2 D+L Shear 579.# 1220.# 47% 12.5' Adjacent 2 D+L Cant.Shear,Lt 317.# 1220.# 25% 1.99' Total Load D+L End Reaction 418.# 1151.# 36% 26.75' Odd Spans D+L Int.Reaction 1030.# 1775.# 58% 12.5' Adjacent 2 D+L TL Deflection 0.2140" 0.7016" L/786 20.22' Odd Spans D+L LL Deflection 0.1661" 0.3508" L/999+ 20.22' Odd Spans L TL Defl.,Lt. 0.0489" 2L/980 0' Odd Spans D+L LL Defl.,Lt. -0.0334" 2L/999+ 0' Even Spans L Control: Max Int.React. DOLS: Live=100% Snow=115% Roof=125% Wind=160% Left cantilever allowable shear is for joist only SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER S.trongTie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined es when the member,floor joist,beam or girder,shown on this drevnng meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must he 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