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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 29-33 (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_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 2 of 58 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 17075-River Terrace- Lots 29-33 (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_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 3 of 58 0 ROOF BELOW o 3•-�Z 3._0. 9'-1;" 3-4" ri ,, 4'-63/4' 4'-6)'4 1-4 i if--q.COMMON WALL 5 0 I' EXTENT OF 1 (11.i) 7-0 5 0 XO% I HR. WALL 3/D1 ,1 c .. - _ _ O �t TV NICHE FLOOR BELOW I I INSULAT :FLOOR I � AT+36 OVER UNTED '® HEA SPADE I i..............:RAISED:CEILING.®. I • I :' UPPER F F PER TRUSS":MANllF( . Master B. ..00 h N N I I Cr RADON ... ' .. REDUCTION m p. r i w nen e I - o r ° I 5' SHONE' . I XV - 2-6 _ , v5�' II BIFOLD e _ __- I e _IN 7 I 2x4 FLAT 24'TB I.•1.._ I�I i 11', STUDS •`+Q PLANT . 5• j\ 11111111=11121 1 SHELF Vit- M. Bath LOCATE PLUMBING '2_ I ROUGH-IN ACCOUNTING Lik • i - ' - ® ® I FOR (2) LAYERS GWB '� ' oEgiVACI= I WALL , AT PARTY WALL RADON DRYER q ` ��' REDUCTION = e S SYSTEM m ®D f/�I e SEE SHT. ......._...... WASH ' J, A 5 & BFi I U4 FOR STAIR OPETI To 1 iHOWE I DETAILS BELOW I 3�-7Y2� -„c,,, Bath h I. k r,eo I ATTIC 10 S & P ai 24"TB COW WALT Pr1CCE5 1 s L -' . I AT.;+42 Wf �`--J�r--- _ J, a -- �I W000 CAP J 6-0 BIPASS N f./ ''''.08:....:';'::.:.:':.:::.:::E?:...:.:.:.:' x Q 7 .ii'::":':iii6'-1.'.�ii:�ii:ii:'i1..:S�y:� -SY2 ( TYP. N <>Teeh: 4 ,*,..•'.RAISED CEIUNG:'i;;:'i1:�i:ii Di I m ° 0 ABV UPPEOR FF.;.S. Bedroom 2 I :: D7 :Dl N TI, o' 2-6 47. SH EGRESS -'t I 5-04 6 SL , iV `N\ o I EXTENT OF I 1 HR. WALL 3I I II 01I 3-3 k 3-10" 5-0" •f 5-0• II Jr 7-1 .. 10-0 ,2-0_S 19.-1- A UNIT E-6(D) UPPER FLOOR PLAN 1/4"-1'-0" FRENCH REVIVAL 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 4 of 58 0 19'-1" f 2' 6 I Y 1 i 2 I 0 ,n r I RobF78-6VE 1 .--. _i__ E. ill 6 r 6 F N GUARDRAIL AT+42" I.o ABV. DECK SURFACE Deck 41.4 S U 14'-5" 4'-632 6'-4" -t c. COMMON WALL 1t i. 20A `oi u, FLOOR'ABOVE D6 1n w 2-9L5-0 9-I A1-0 6-10 F OVER a pAFFTY TLAZIN� 6-0 •-10 SGD A ♦.♦ —r L a AEI _F1—_—„1.T m I Iiif I E-^ c ; 2x6 WALL W/R-21 BATT INSUL. i c N ♦ r� FACTORY-BUILT I F.. DIRECT-VENT GAS FIREPLACE { 'lo 20 I [-. VENT UP THRU LOW ROOF I �7 D4 ' �.4J�. ,�fid:_ TILE HEARTH r® I ROOF I [:., (OPTIONAL) A II. • I ♦ BELOW ._ INSUL. FLOOR JOISTS AND ROOF RAFTERS < ink AT F/P ENCLOSURE J N _ _ _ e0 Living INSULATE FLOOR OVER � L 0 RADON n UNHEATED SPACES i ilgUCTION c 10Y" I e �' r e 1'-11"� 3'-10" 2 2'-6" 3'-B" 2'-6" I{' ' • -.LIE s & r _.,,. o {f {!III I 4 ,.1 ♦ I I .17 ♦ �k O‹ _ ,(7 -----4� "i o DN N< v; Sx6 t— 'op I •o -7I- Y ,: —LOW WAL_ AT O b I j ; a +42" A.F.F. y v `' in D11 p 19 N —ACp _ ViKj,tchn r �� 'm I DW-1 2 1 RADON I J ` REDUCTION SEE SHT. i. SYSTEM U4 FOR STAIR D5 DETAILS 1•-6", ,. � —1— . (J •‘ o �'ll , � ____4V p®6 i 2f6" f- e� 18 UP 1., CONTINUE PARTY WALL ' N, D4 GWB THROUGH FURRING ♦ --• TYPICAL a I 4 'oo �_r ' - --- - DiniFam I SIM. PW f. _ 'MI INSULATE FLOOR OVER I 12 0---. I UNHEATED SPACES D7 -1 •.-.- ~ r FLOOR BELOW• ....T..••+I+I _� o N 2- 3.70 F I I o1 I I 0 1-6 F OVER •♦ -J ROOF! L J ,,,_,,,_ 5-0 4-6 G �._.._ ♦ ;„t GGIKw I EXTENT OF I 3/ DR. WALL I 1 I e 3-3" j2-2" 4, 5-0" ` 1 I f � 10'-0" 2'-0" ♦ 19'-1. j UNIT E-6(D) MIDDLE FLOOR PLAN 1/4"=1'-0" FRENCH REVIVAL 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 5 of 58 0 19.-1" 4'-1" 13'-11Y4." 1•-0741 3'-94.37qm I I i T� z DECK ABOVE ;i 1 isra �1.0� 2Q - 7 ------------- `f, q COMMON WALL. oN 0I �w 0 a ♦ � 1 ) . t `,-.1 1, ? ." WOOD TREAD, MAX. RISER 8" Mech. (ADD OR REMOVE STEPS AS 3•-O" REQUIRED PER SITE CONDITION) I coe - 1 0 R3 OCUP. FIREPLA•. DIRECT VENT GASI I ABOVE WATER HEATER I DOORS SHALL BE _—_—_—_— --1- I � SELF-CLOSING I '-'-y ,,, 20-MIN. RATED -^ DIRECT VENT FURNACE FURN. ,P)' 1 Tandem 2-Car v RADON .j Garage I REDUCTION �I U OCCUPANCY I SYSTEM + _ .( :..-..:.::.I WALL FINISH: 4§" GM CEILING FINISH FURR DOWN %" TYPE 'X' GWB I e 4.-1" I I I 4•-0" FOR DUCT RUN FIRE-TAPE ALL ' - INSULATE GWB WRAP BEAMS 1 -if I BELOW CEILING I in I I I UNDER STAIRS LEVEL. INSULATE ® I I I AND LANDING FLOOR ABOVE. I I l I a'-t" I I 31-9y2 -.--S _ ' I I Y t_J INSULATE WALL I o 1 - - PER DETAIL 4/01 -1,- n RADON WHERE ADJACENT MI REDUCTIONsysirm �1J_ TO HEATED SPACE--I. SEE THR.�� mi U4 FOR STAIR 1 o. DETAILS ,® 16 t Ar WOOD TREAD, MAX. RISER 8' v DS + ` (ADD OR REMOVE STEPS AS �♦ REQUIRED PER SITE CONDITION) - + z UpSz .. — �o za n J ^+-_____'- Entry Z�� 2 "In T n g,r,� 1 i 0 • I i9 2-8. i 3-DY2" -i) 1 /2 /Z ♦` '.a 110"/ Di ®m I I �� 1 I _ I e - 8-0 7-0 SOHD " I ' 'I Porch eiI FLOOR ABOVE _♦ m I ) , I i I L �` � , .+ AT ROOF AB'D E1� 1 \- FLOOR ABOVE STEPS UP 1 00 I '14 f4" 8}/2" i 1 -43 B-0" 1 -7"I 1•-0"�-�" 4'-0" - '-0� 12•-4" 1 20-5 UNIT E-6(D) LOWER FLOOR PLAN 1/4"=I'-0" FRENCH REVIVAL 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 6 of 58 SIM. 4 4 S9.1 59.1 r . c 4x12 HDR UB4 N ---e V If 8 HUC416 I o a HUC416 o ® j211%"x20"LVI FB•,_ q ( 1-10 .1a HDR ' -'1 UP`TO B 'D= I o' �' .BED I DN T x' a:I i LIVING ) I - - - -- --U-� - - _.11--1J".I F LOOP_GT.4, 11 1I III 20"OPEN WEB JOISTS 10 19.2" O.C. = I 1 6 59.0 T1P. m I I 1DSC5 j j i 20 AT BLDG. FLOOR GIRDER - DRAG TRUSS 18 59.0 I 59.0 STEP I Ir 1 lI ®r1P. 2x6 AT :1=-: - I I4, II1 15" O.C. \ _ pl jq I ©AT BLDG. 10 D 3 •I 1�"x20"LVLI FB I tll-- i' STEP S9.3 Qi' JI uIi I it 2 (2) 2X10?I�N�, STAIR FRMG.I 1 DN TO I 2x6 LEDGER, /�yy! LEDGER Irr TIL (3)2x6 FB KITCHEN T1P. U.N.O. :. --- . AT LANDING 1 Ili is-'"tf S 1 I = i 11 I M. BATHIPriP To -/..__„.i 1'I" \ I '1�'1 1' - -- II i 1 I I I �S-i11 / • . ti r. II , lu I ! 1 11 rI FRMG. I` i La u} RPAISED TE A / \ BATHUP O 1', I II11/ I J \y_. I TI Ili I :.--‘,•,;" s 7 1 I `-�-----III %I . o LANDING/POWDER EXTENT OF AT +1'-23'." oI i L__/RAISED FLR. ABV. MIDDLE F.F. RAISED FLOOR x ii 134"x20"LVL FB 11 (DOT FILL) ,. SEE LEFT I (` '.. GT ABOVE IIx.._ .:D.ry:TO /::PWDR : ,:;_ I 2x10 LEDGER I / -4- 6x6 d ON TO 6X6 jjjjj�- -I--. ,- - DINING • 7R6" UP TO TECH l ' t--H— ---I UB UP TO BED 2 'UPPER FLOOR UNIT E-6(D) FRAMING PLAN I/4" 1'-0" FRENCH REVIVAL 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 7 of 58 • • • L ni' I (2)2x10 FB UBSI ii i } 11 --� ' 59.2 081 ?I'�i OVER-FRAMING PLAN TO MATCH HT. 4-3 .::::::.......M; OF RAISED FLR. i-RAISED FLOOR AT+14W I :::i UPPER FLOOR WALLS 2x10 ®16" O.C. TIP. �‘..\ ::;,. ` 59.3 I 7,------- 2x6 LEDGER it III k ''€14.75" STEPI ua6T k. _ g rtHDR ii S9.3 S9.3 RAISED UPPER FLOOR UNIT E-6(D) FRAMING PLAN 1/4"-l'-0" POWDER ROOM AND STAIR LANDING 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 8 of 58 18 (30 POST ABOVE 59. e. POST ABOVE 6x6 P.T. POST - -- ----- zzi FTT.pu. - J• W/ACES CAP • P.T. 1x6 FLAT W/AC=6 C4P :I a DIAeONAL P T.�6x12 FDR _ 3 �,E ,TE-c--�Mm - ;® a P T E•CH DISI \.\ 03 o I 4 / '`;' BLNDI!�p STUDS.. AEOV� J / P.T 2zE LEDGER ''7.: ® \ r a _ _ —41— _LI U U t 1 m` 2X TRUSSES 7 6x8,H)' I d :4 AT 24"O.C. o� I 3X1 x9$" BIG BEAN FB $ 0 GT HU4 0 i ABOVE 1 a � w O _ - m CO J.-.-GT ABOVE o e j ,_,-2 o . L':,1 � • 1� If"•lCB z �m " LOW ROOF !�{-,, IC m • ~ I 6,TYP. s ABOVE e- /k Vi 9m o I i ''tl pppy' rn. : 11 AT BLDG. 3.. I �, - -(q n ., S9.2 STEP a I � I �r HU4 0 ;;R I / 1 3)4"9)4" BIG SEAM FB '0 TYP. 7 14' _�� IT ABOVE 12 'I ®AT BLDG. f % i j�H2.5 TO BEAM 64 I S9.0 ' STEP "'- �'' 1 CON I.�i`z'x11�,i8 BIG KAM-IDR 0 LEDGER '� a W 6x. P037 8T :OVE 15 m 1 - 134 914" RIGICLAM LVL B • S9.3 �� LANDING F.F. AT+7'-0" m /1�, 46,4 POST FROM +7'-0' • ABOVE LOWER F.F. 1I 8'-1"ABV. L3W FF. • • 2x6 AT 16" O.C. /z\ sr-B •• FW C. •. • 1 "9)4" RIGICLAM LVL -B I • • • I 'STAIRi m • • I FRA�ING car m • • I BUNDLED / 1 i I'I STUDS ABV. / 1 i I �. / 6x6 s I "'�j _ ifDN TO --• CONT. x11�/B 01G 6=AM�4DR i ENTRY a I. a1 al a1 RAISED FLOOR Ill w, m, m, m, (DOT FILL) =lam I: mI ml ml SEE LEFT • m r lf 7,j • *j ml •• �9 s j I I I I • aj T AM I I I I SIM. m GT ABOVE ® al .'Xl x G I MB3 Up ,. 'BE I 3)4"'I 03" CASCADE S.L HD' I _ illi ,I � •x.. HD' _ 1 x96'" _ I -- --- - - --- IRIGIDLAM LVL F8 HUCQ 1.81/9 HUCQ 1.81/9 LL BUNDLED STUD ® Ur FOR HEADER ABOVE FLOOR UNIT E-6(D) RIAM NG PLAN FRENCH REVIVAL 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 9 of 58 9.5 I i F (2)2x10 FB TOP ®+10'-1x4 ! R '. i (3) 2x +Yi PLWD. i um _&11 UNDER (2) 2X1 0 EDGE OF TJI 3 _,..________=, IONY WALL 14.75" P 0 RAISED SUBFLOOR BENEATH TEP !FRAMING PLAN i I_i{ i • TOP OF JSTS ; I :1 I O+10'-iT." I hi 1,..... ..•III IE FLOOR WALLS PLATE +8'-1"-1+' mo up I . ��" 2x10 LEDGER I HOLOOWN STRAP I LMIPS I 1 TOP 0+10'-1Ya" FROM ABOVE -—"Tk- — ®' ' i PLATE +8'-1" 929 RAISED MIDDLE FLOOR UNIT E-6(D) FRAMING PLAN I/4"----]'-0" POWDER ROOM AND STAIR LANDING 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 10 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 2012,6 39P M 't- ie a*Il 11~ maea) ,, `� �',,-- -11ENERCIA 1t1327it .E 6 ,., ..� ,.x. ENERCALC,�1983.2013,Ru :&138,31,1fer; . 3.8. 9 Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Wood Beam Design UB1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x6,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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 14• o Max fb/Fb Ratio = 0.635: 1 fb:Actual: 700.00 psi at 1.750 ft in Span#1 Fb:Allowable: 1,102.10 psi Load Comb: +D+L+H Max fv/FvRatio= 0,462: 1 A 2 fv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3.5°ft,2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.47 0.54 0.36 Live Load Defl Ratio 1290 >360 Total Defl Ratio 852 >180 Wood Beam Design UB2 Calculations per 2005 NDS,IBC 2006,CBC 2007 ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary Ii$V2 gib°°°8508) Max fb/Fb Ratio = 0.347: 1 s fb:Actual: 352.07 psi at 3.250 ft in Span#1 ;ti rk\� htN Fb:Allowable: 1,013.55 psi � A, 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,2-288 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.042 in Downward Total 0.064 in Left Support 0.21 0.26 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.26 0.16 Live Load Defl Ratio 1840 >360 Total Defl Ratio 1220 >180 Wood Beam Design UB3 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-OS BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Unif Load: ID=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary D.,: . 0 :8 Max fb/Fb Ratio = 0.082: 1Wilt ' fb:Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi , Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.070: 1 A A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 ft,4810 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_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 11 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed'.19 DEC 2013,6.39PM 1 s dusers Ston AE 1 151327r.+V 1 5 :_,““ 1ple $imple Beam ; , f , ,, - „ 1)=RCA1..cMIC 1983-2413,Bu&L.14. .31, .13.8.31' Lic.# KW-06002997 Licensee:c.t.engineering Wood Beam Design: U Ba Calculations per 2003 NDS,IBC'2006,CBC 2007,ASCE 7-05 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.0 ft Design Summary Max fb/Fb Ratio = 0.934. 1 D(0.0720)S(0.10) fb:Actual: 786.29 psi at 7.500 ft in Span#1 Fb:Allowable: 841.45 psi : Load Comb: +D+S+H • • Max fv/FvRatio= 0.313: 1 A A 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 W E H Downward L+Lr+S 0.212 in Downward Total 0.365 in Left Support 0.54 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.54 0.75 Live Load Defl Ratio 848 >360 Total Defl Ratio 493 >180 Wood Beam Design : UB5 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=6.50 ft Design Summary D(0.097501 L(0.260) Max fb/Fb Ratio = 0,165: 1 fb:Actual: 153.55 psi at 1.750 ft in Span#1 s `' 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,2-2,10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.17 0.46 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.46 Live Load Defl Ratio 12241 >360 Total Defl Ratio 8902 >180 Wood Beam 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-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=6.50 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary &gam)T , Max fb/Fb Ratio = 0.199; 13-k. ,?, 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 N:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2,8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.20 0.39 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.39 0.08 Live Load Defl Ratio 7849 >360 Total Defl Ratio 5486 >180 17075_2017.05.10_River Terrace(Lots 29-33)_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 11 Fie c:Risers{kstonedDDCUME-11ENERCA-1113276V-1.EC6 U pee Semple Beam ,`, ENERCALC,INC.1983--2013,Butld613 8.31,ver:6.13.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams Wood Beam Design : MB1 Calculations per 2005 NOS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=20.0 ft Design Summary 0(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 per2005 NOS,IBC 2006,CSC 2007,ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.50 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.913; 1 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 fv:Actual: 120.38 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft, 2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.037 in Downward Total 0.050 in Left Support 0.71 1.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 1.22 Live Load Defl Ratio 1638 >360 Total Dell Ratio 1189 >180 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 13 of 58 }�t� CT ENGINEERING 5u'ik 302ckerson St. INC. Seattle,WA RIVER TERRACE98109 Project: Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 MB3 &Aw,(d Oemt, 4/0/0-►4 t9 " ��o/z--.* Z) C 4 o t z 3P5W) -t- ¢' (tat vsPSr)+ :(,' ?5 -,-1 P5k) #/ter ),u7(5,5)2-. 17075 2017.05.10_River Terrace(Lots 29-33) 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 multiple Sim ieBeam . ctUsersSkst.e.ADoc,04,E"1\ENERcA-1H3276V 1t:c8 ,_.. 1 N RCALC.l C,1985 2013 BuIld:6.1 s.37,;uer 6.13.0.31 Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design :,MB4 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 5.25x11.875,Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-PrIl 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.605: 1 D(0 150 L(o.ao) fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 r Fb:Allowable: 2,866.74 psi N Load Comb: +D+L+H • Max fv/FvRatio= 0.455: 1 A fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477 >360 Total Defl Ratio 347 >180 Wood Beam Design : MB6 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Pill 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.50 ft Design Summary Max fb/Fb Ratio = 0.990. 1 D(0.06750)L(0.180) fb:Actual: 689.04 psipat 7.500 ft in Span#1 Fb:Allowable: 695.89 si % Load Comb: +D+L+H •A r • Max fv/FvRatio= 0.283: 1 A A fv:Actual: 38.45 psi at 0.000 ft in Span#1 15.0 ft, 6x12 Fv:Allowable: 136.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.227 in Downward Total 0.313 in Left Support 0.51 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 1.35 Live Load Defl Ratio 791 >360 Total Defl Ratio 575 >180 17075_2017.05.10_River Terrace(Lots 29-33)_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 , . c . ' 1 1.0, t IERGA 1i13276v tEG&k' i lui 1pie 0.101 pie BeaITll , i ERCALC>rr ' • 1ss.alt;',. Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design : MB7 • Calculations per 2005 NDS,IBC 2005 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-Pr!! 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=-0.0150, L=-0.040 k/ft,Trib=2.0 ft Unit Load: D=0.0150, L=0.040 k/ft,Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.213. 1 Dig,aid B O Q oi fb:Actual: 201.88 psi at 6.250 ft in Span#1 , Fb:Allowable: 946.00 psi •• Z y_1 • .. 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 SWE H Downward L+Lr+S 0.000 in Downward Total 0.000 in Left Support -0.06 -0.17 Upward L+Lr+S -0.058 in Upward Total -0.079 in Right Support -0.06 -0.17 Live Load Defl Ratio 2606 >360 Total Defl Ratio 1895 >180 Wood Beam Design : MB9 ;Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-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 k/ft,Trib=5.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary ' .,.,m. Max fb/Fb Ratio = 0.413. 1 D(0.0 7O,L 0.20) _.......- 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 S W E H Downward L+Lr+S 0.021 in Downward Total 0.120 in Left Support 0.28 0.65 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.65 1.17 1.19 Live Load Defl Ratio 3743 >360 Total Defl Ratio 650 >180 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 16 of 58 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E6(D) Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE_ 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usqs.qov/designmaps/us/application.php http://earthquake.usqs.qov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMS=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1= Fv*S1 SMi= 0.67 EQ 16-38 EQ 11.4-2 SOS=2/3*SMS SIDS= 0.72 EQ 16-39 EQ 11.4-3 Spi=2/3*SM1 S01= 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 SDC-1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor Do- 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 17 of 58 SHEET TITLE: 17075-River Terrace(Lots 29-33)-Unit E6(D) CT PROJECT#: SDs= 0.70 h„ = 25.92(ft) SD,= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) 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=SDI/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI'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 St)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if 51>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„X = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *hXk DESIGN SUM LEVEL Height (ft) hr (ft) (sqft) (ksf) (kips) (kips) >1w1 *h;k Vi DESIGN Vi Roof - 25:9225.92 693 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_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 18 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 29-33)-Unit E6(D) 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.c„st=` 95 95 mph Figure 1609 Figure 6-1 Exposure= B B Roof Type= Gable Gable Ps3oA= 16.1 16.1 psf Figure 6-2 Ps30 B= 11.0 11.0 psf Figure 6-2 PsDoc= 12.9 12.9 psf Figure 6-2 PS30o= 8.9 8:9 psf Figure 6-2 A= 1.00 1.00 Figure 6-2 Kz,= 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) A*Kz,*Iw*windward/lee : 1.00 0.61 Ps=X*Kzt*I*f33o= (Eq.6-1) PsA= 16.10 9.82 psf (Eq.6-1) PSB= 11.00 6.71 psf (Eq.6-1) psc= 12.90 7.87 psf (Eq.6-1) Ps o= 8.90 5.43 psf (Eq.6-1) Ps A and C average= 14.5 8.8 psf Ps B and o average= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2*2a= 7 28 MAIN WIND-METHOD 1 PER ASCE Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.00 1.00 1.00 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA AB As AD AA AB A0 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.t4.1 Vi(N-S) V(N-S) Vi(E-W) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 AF= 626.2 AF= 1318 6.3 8.0 V(n-s)= 8.32 V(e-w)= 9.93 kips kips kips kips 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 19 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 29-33)-Unit E6(D) 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-MinJPart 2/Part 1 ASD Wind(F-B) Wind(SS) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08 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 I V(F-B)= 8.32 V(S-S)= 9.93 kips kips 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 20 of 58 Design Maps Summary Report Design Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III I 2nw g erton azo e �i""�s,-'s g �✓ 3 � Y fnemrngton - r - � P�iilwaukie� ` k. ''''''';1' * ,.. .. £» Lake tswetlo e 'fi 4,N A f--:•,11';!:0'1,---/,-';''t „,,,,,,,pii. King City D t ham s r . s �� A M E R I C A T lltin , a20iS Mapauest data 0 `P', ` @ I~ilpi en USGS-Provided Output S5 = 0.972 g SMS = 1.080 g Sps = 0.720 g Si = 0.423 g SMS = 0.667 g S = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. NICER Response Spectrum Design Response Spectrum 0 22 1_10 0 20 0 52 0.72 0.22 0,24 0.7"F 0.26 ;} 0;66 240 40 12 0.22 . 0,40 0.44 0.22 0,12 0.24 0.22 0..112 0..11 0.02 0,00 0.00 0.00 0.20 0,40 0.60 0.20 1,00 1.20 1.40 1.20 1.20 2.00 0.20 020 0.40 0,00 0.20 1.00 1.20 1-40 1.00 1.00 2..00 Pttriod,I(s.c) period,I(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_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 21 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... Design Maps Detailed Report 2015 International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 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 N or TV. s. A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength s, < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 17075_2017.05.10_River Terrace(Lots 29-33)_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 Ss50.25 S5 = 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 S5 = 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, 50.10 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 S, For Site Class = D and S, = 0.423 g, F„= 1.577 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 23 of 58 Equation (16-37): SMS = FaS5 = 1.111 x 0.972 = 1.080 g Equation (16-38): SMl = FvS1 = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % SMS = % x 1.080 = 0.720 g Equation (16-40): Sol = % SMS = % x 0.667 = 0.445 g 17075_2017.05.10_River Terrace(Lots 29-33)_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 SUS I or II III IV St's < 0.167g A A A 0.167g <_ Sps < 0.33g B B C 0.33g <_ Sos < 0.50g C C D 0.50g <_ SDS D D D For Risk Category = I and Sos = 0.720 g,Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDI. I or II III IV Sol < 0.067g A A A 0.067g <_ S. < 0.133g B B C 0.133g <_ Sol < 0.20g C C D 0.20g <_ SD1 D D D For Risk Category = I and Sol = 0.445 g,Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 25 of 58 SHEET TITLE: LATERAL F-B,(front to back) CT PROJECT#: 17075-River Terrace(Lots 29-33)-Unit E6(D) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.36 kips Design Wind F-B V i= 3.38 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.36 kips Sum Wind F-B V i= 3.38 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RQTM U et Us„m OTM Row Unet Lieu', 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 _ 139.6 6.8 6.8 -1.00 0.10 0.68 0.00 0.47 0.00 1.00 1.00 70 P6TN P6TN 101 3.80 2.05 0.29 0.29 5.45 1.52 0.65 0.65 0.66 A A.3b 206.9 10.0 10.0 1.00 0.10 1.01 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 101 5.62 4.50 0.12 0.12 8.07 3.33 0.51 0.51 0.51 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0:0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.3a 97.35 7.8 7.8 1.00 0.15 0.47 0.00 0.33 0.00 1.00 1.00 43 P6TN P6TN 61 2.65 4.05 -0.20 -0.20 3.80 3.00 0.11 0.11 0.11 C C.3b 102.6 8.2 0.0 1.00 0.00 0.50 0.00 0.35 0.00 1.00 1.00 43 P6TN P6TN 61 2.79 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.63 C C.3c146.6 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 0.62 693 44.3 44.3 =L eff. 3.38 0.00 2.36 0.00 EV.;„d 3.38 VEQ 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 26 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 29-33)-Unit E6(D) 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 Wind E.Q. E.Q. E.Q. E.Q. Wnd Wind Wind Wind Max. Grid ID T.A. Lwall LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet U, OTM Rum Unet User Us 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 0.100.00 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 0.151' 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 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 '1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' 0.0 0.0 1.00 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0;00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '« 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 V,;,,d 5.79 EVEo 3.98 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 27 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 29-33)-Unit E6(D) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.81 kips Design Wind F-B V i= 2.63 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.79 kips Sum Wind F-B V i= 8.32 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 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 LDL eftC 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RoTM Unet Usun, OTM RoTM Unet Usu= U.m HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A` A.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.1 b 0 -20.8 '20.8 1.00 0.15 0.00 1.69 0.00 1.18 1.00 1.00 57 P6TN P6TN 81 10.60 29.30 -0.93 -0.61 15.21 21.70 -0.32 0.80 0.80 - 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1a 144.4 5.0 5.0 1.000.00 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.1 b 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.la 109.8 11.3 11.3 1.00 0.15 0.40 0.92 0.13 0.55 1.00 1.00 60 P6TN P6TN 117 6.08 8.54 -0.23 -0.50 11.86 6.33 0.52 1.01 1.01 C C.lb 48.8 5.0 5.0 1.00' 0.16'' 0.18 0.41 0.06 0.62 1.00 1.00 135 P6TN P6TN 117 6.09 1.80 0.99 0.99 5.27 1.33 0.91 0.91 0.99 C C.1c 187.9 c 19.3 19.3 1.00' 0.15' 0.69 1.57 0.22 0.82 1.00 1.00 54 P6TN P6TN 117 9.37 25.01 -0.84 -0.85 20.29 18.53 0.10 0.75 0.75 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - PO 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0:0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 1;Vid 8.32 E VEQ 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 28 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 29-33)-Unit E6(D) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.43 kips Design Wind F-B V i= 2.42 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.43 kips Sum Wind F-B V i= 2.42 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall 1-01.off C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rom Um U,um OTM RoTm Us„m Us m HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) N (plf) (pif) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.3a 173.3 3.0 3.0 1.00 0.20 0.61 0.00 0.61 0.00 1.00 0.75 351 P4 P6 202 6.31 0.72 2.40 2.40 4.85 0.54 1.85 1.85 2.40'N )14,07` `� 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 r y / 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 ##4414 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 V.I./ 2.42 E VE0 2.43 Notes: denotes a wall under a discontinuity "" denotes a wall with force transfer "" denotes a TJSB 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 29 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 29-33)-Unit E6(D) 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+0.7pGe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall Loi an. C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM R0Tn1 U,et Usum OTM ROM U,,,, Unum Urn (sgft) (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 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 kS G 1 1.2b 56.83 3.0 3.0 1.00 0.20 0.14 0.61 0.14 0.61 1.00 0.67 484 P2 P6 249 8.71 0.72 3.42 5.82 6.73 0.54 2.65 4.50 5.82 .0.4.yT-Lej(p-(!J'3 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 iem(-2s5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 232.8 7.0 10.0 1.00 0.15 0.58 1.21 0.56 1.21 1.30 1.00 330 P4 P6 256 20.77 4.20 2.62 3.95 16.13 3.15 2.05 3.08 3.95 R-o u 51 yt re.4,(e 55 4 4.2b 3E-04 0.0 10.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 #####N.G. P6 256 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 16.5 16.5=Leff. 1.72 2.42 1.67 2.43 V,„„d 4.15 EVEo 4.10 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 30 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 29-33)-Unit E6(D) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.84 kips Design Wind F-B V i= 1.81 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.93 kips Sum Wind F-B V i= 5.96 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-08 HD Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LPL off Ca w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unei User, OTM ROTM U,xw Us= U,,,m (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 217.8 11.5 5.8 1.00 0.20 0.49 1.50 0.23 1.49 1.00 1.00 194 P6 P6 173 20.08 5.28 1.37 7.19 17.91 3.97 1.29 5.79 7.19 l,{Mail 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 .5,84 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 + r 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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**J �J1A014,' J 797.2 19.0 19.0=L eff. 1.81 4.15 0.84 4.10 (y E V w d 5.96 EVEQ 4.93 0stZ?4Z/ Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 31 of 58 ESR-2652 I Most Widely Accepted and Trusted TABLE 3-STRONG-WALL®SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES1�3 Seismic(SDC C-E) Wind(813C A B) • ' Hold-down Hold-down ' Nominal Drift at Drift at Height Allowable- 1. Uplift at Allowable Uplift of AllL. Model No. 4(in; (In)' Sheer,. , (lbs) Shear On) Shear(b4s) Shear(lbs) Shear(Irl) 8ble h' `'(bbe) SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 5600 0.30 13495 6160 0.33 14845 SWSB 24x7 24 78 10300 0.29 20800 10400 0,30 21000 SWSB 12x7.5 . 12 85:5 2520 0,32 9920. 2770 0,35 10905 o'', SWSB18x7,5 ,'18. 85,5 5380' 0,34 • 14215 ' 5910 0.37`' '15615.' o SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 8 `- SWSB 18x8 18 93.25 5150 0.37 14840 5665 0.40 16325 SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 • SWSB:12x9' 12 10525 1580 •0.43 9570 1780 048 ;10780 SWSB 18x9 •' 18,•: 10525 3810 :0.43 ' 13770 4180 0.51 „ 15105 SWSB 24x9 . 24 10525- 78.10 0,42-, 21280 • 8590 0.47 :; 23405 SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 SWSB;12x7.5 ' 12 85.5" 1200 021 9450- '1320 .0.38-,`.{ "':10390 ` .c SWSB-18x7.5 18 :` ' 85.5•_. - 2625 • 0.33 13870: .2885 040 15245 m: SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 CB -:, SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 ::F>i' SWSB24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 SWSB 12x9, ` 'c. 12 '105.25' ' 790 '.043.: 9570 • ;',890 048 - 10780 SWSB 18;<6:, 18 .105.25 ' 1905 0.43 ' 13770 ' 2090 '0.51 .-' ' 15105- SWSB 24x9 24 105.25 r . ' 3905 ;'0 42 - 21280' 4295 0 47= 23405• ,. For SI:1 Inch=25.4 mm,1 lb.=4.45 N,1 plf=14.6 N/m. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 'Hold-down uplift at allowable shear Is based on a moment arm of 8.888 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 74'/Inches.For panels trimmed to a height less than 78 inches,use allowable shear values shown for 78 inches height.To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,Interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 32 of 58 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: Date:, (206)285-4512 FAX: Client: Page Number: (206)285-0618 ii-P Fsr .r, ( (-- )------- I_.--I--_._. 11 ifin _____:_ 1 1 ---+ _ ij 1 i :1(7\--"' 7 1011.11 --) 1 4 im go, L-1‘ ----- / kw k) .e (A2_,)(z5rts) _.,X i i--- 2/ )Y2)( 21-Di-4 +-0, uk)(4,71--)6-7)- 2_ 9iLoo ?5F- .e(,. ib,,I ...% ..._ a,..y.79..„;)...,..._ et d.7 6. ...._0 F____ O 05-Gle6 • 4\ ,< t 51 -- -=_ V(I--:p,C) /4-7--) q--(41-ol-15) = 2(33 115' Sd? 21 z ,C9) 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 33 of 58 Structural Engineers e 20D D6 ROOF BELOW 0 15.-4" q COMMON WALL EXTENT OF 1-HR EXT. 1111161F(-10" 4'-10" WALL. PER ' 1 I DETAIL 3/D 6-0 0 f I COMMON WALL WALL LOW AlElk 1a 1 I °' Bedroom 2 � ._ I I * a a a ri,I IFIREPLACE VENT A : I I .2'-1,Y4" I 6- " 1-B t = 1 4 s il J N N �— 24"TB 2 al BIFOLD11 1 I`' ��' ''tha 1�--pr , 1 Ill o,, ,5 kr.;lulu ATTIC y1CCE 17 ifs" „-s i____WAdIT • N 4 4',, "o 1 .I D3 SHOWERIWI , m�� I < w i- f ,M. Bath) —' ., 30"7B4 HCW� i ' LOW WALL ; 4'-10 I Y4 t 3•-6Y4 Z �}— I 42" A.F.F. m s t� 4SEE SHT. U8 FOR I II, I T L ® In STAIR 5 DETAILS I I O6 WAu. -�' .D7. -1 • RADON REDUCTION SYSTEM' 6 4Y2 $ :5Y2 iet 3'. 07 ♦.;.:::-:::::::::::: ::.:.:.: :.:-:,:.:.:,::::1±/: I 0 a I � I Master Bedroom ! , 1 I ...RAISED CRL1NC : . 1 + '-3 .; I ASV UPPER F F o :m. I o�—� -.... - .. y.-.... ... .. 1:I EXTENT OF 5-0 4-'6 SL --•e '' 1 1-HR EXT. EOREFS WALL. PER I DETAIL 3/D1 I I I I I 4'-11" + 4'-B" ♦ 1 17-8"J 9-6" !1-r 2-5 j UNIT K-6(D) UPPER FLOOR PLAN 1/4"=1'-0- FRENCH REVIVAL 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 34 of 58 0 15.-4- q COMMON WALL-frr .' 11'-103/4" 41sv14 '-1" { 11 I 20 DOT ADM D6 4---q COMMON WALL . GUARDRAIL AT+42" Mil o I ABV. DECK SURFACE -� -F--, 1'-� 4'-3' 4'-3 4' 5" 3 " o" Deck T y I 1� FLOOR/ABOVE, j In w F a 11-6,j5-r SH 6-0 6-10 SGD I I ar —.. I Living ~SSA�AZING II %IP Ur I 1 D1 TILE HEARTH I } I (OPTIONAL)— ____. • FACTORY-BUILT I DIRECT VENT GAS � FIREPLACE_ m I D 1 ".d- INSULATE INSULATE FLOOR OVER 1 I UNHEATED SPACE IN • 1 -N I _ t■ DN 0 o I LOW WALL o I - m I 42" A.F.F. -N I Dining Y LOW WALL - I -CONTINUE COMMON WALL 36"ABV. - GWB THRU NOSING D I FURRING TYP. v XV}1I� 2'-8' RADON n UBEFOR TSTAIR V.i,,P.6 I VENT STA DETAILS 14 I I OPEN RAIL 0/PONY WALL: TOP OF WALL +22"ABV. LANDING I U• TOP OF RAIL +42" ABV. LANDING .. o Q o © " I © © D, Mir C101 V.-- 47 t2 I 3'-1Y2 3'-11}" I I I ♦INSULATEE FLOOR OVER ' I "' UNHEATED SPACE r` I I FLOOR BELOW ®'1 I I DW I 'Ii i- j �° _ ' ..-....w= ..' -! I _r --- , 1-2 2-6 EXTENT OF Al i ... 5-0 4-,6 SL _ 1 I 1-WALL. PER '® I DETAIL 3/D1 I I I 12 I �' SIM. I4'-10" • 4'-10" '-1O ' 2'-2" lk1'-6• 4 ! 9'-6" '-O. } 15'-4" UNIT K-6(D) MIDDLE FLOOR PLAN 1/4"=1'-o" FRENCH REVIVAL 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 35 of 58 e 15'-4" x 4, „.�t' Y4 y r'1.-°'74”„ -..„ 10'-10” 3-5 I I T } fL COMMON WALL �" T DECK ABOVE r I COMMON WALL D6 nr I oo ® 9'-11" 5-5" t e o 03 03 i a WOOD TREAD, MAX. i I RISER 8" (ADD OR REMOVE STEPS AS i'' REQUIRED PER " SITE CONDITION), 3'-0" e 1 • O I O DIRECT VENT GAS e WA ANDRHEATER I FURN CE DOORS SHALL BE I SELF-CLOSING 0 20-MIN. RATED ' Tandem 2-Car .. j Garage �' ! / • ;Ai e U OCCUPANCY WALL FINISH: 3e" fir I- .`... - GWB CEILING FINISH I 4b" TYPE 'X'GWB 4.,.-0 urn_ FURN. • [ANSug - FIRE-TAPE ALL I:..... GWB WRAP BEAMS ?: r�- - - m BELOW CEILING i 1.:-::.c. R3 OCCUR LEVEL. INSULATE %'��— _ o I FLOOR ABOVE. `o I o '' FURR DOWN - 3' 6" _ n FOR DUCT RUN •• INSULATE ALL PER DETAIL 4/D1 ___ TOEHEA TEDACEN SPACE 1117 --..--s--�� RADON REDUCTION SYSTEM\ ^ SEE SH T. WOOD TREAD, MAX. U8 FOR STAIR RISER 8" (REMOVE DETAIL-0 ® I STEPS AS REQUIRED - • PERSCONDITION, ��_ UP • DS MAX 1 TREAD) t I O I ro e 3 e ee o I, 8-0 7-0 SOHD r' I F�' I t- 1 � - ♦ - v 'FL�JTSfF'ARNE-T--- e i N I Iv L #-1 ROOF ABOVE j 5"-3 " 4-8' 10}I 2-1- 2-5 Porch 1 II li 5'-1 0" } UNIT K-6(D) LOWER FLOOR PLAN 1/4"=1'-0" FRENCH REVIVAL 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 36 of 58 '^ 4x12 HDR n U8 O ` Z IN 14 0 I ® S9.0 HUC416HU41416 (2)13'4"x20 iLVL FB I f 1x10iNU2 x1II..'11 %la fir, li jxn ' IDNUO T BED 2, ED I � ILI NG iI _ =- —� - - - J41 r- S II FLOOR G.T. Ij 6 TYP. 59.0 I II20 ®BLDG. L S9.0 STEP 20"OPEN `VEE, JOISTS 0 19.2" O.C. TYP. II ®TEPDG. I � FLOOR GIRDERSail Irl-- I ;F HIT420 InIi TYP. 59.0 .0 1 1 11 / B BLDG. 20 !l i II!! i-'sI r- UP BATH TO 1 I I / STEP S9.0 I S ! I II I ' ' • 1 �STAI! ® 1 4 • FRAMING TYP. I 1„_/._ I---1 L 1 i-..-- T/rr--,l I,I A ®BLDG. 11I i 11 STEPe \1J' i 1 I m • I 1 I I.A. N IIDINING - I 11 1 i I i r \, 0 0 x I 11 1 1 4 M. BATH I / 1'-I 13'4"x20" I1......1?......4 �... ,�--/_- I LVL FB I Tl - II • II IT ` iI r • it -� dO.1 iI •1 i UP TO I --L'-,__.....I ON TO M. BEDS ,, I KITCHEN _,,_:. , 1.1-_11----HDR--�'--.._..., (2)13'4"x20" LVL FB UPPER FLOOR UNIT K-6(D) FRAMING PLAN 1/4"=1•-0" FRENCH REVIVAL 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 37 of 58 P.T. 1x6 FLAT DIAGONAL BRACE, NAILED ®i: AT EACH JOIST POST ABOVE—\ N;7927 POST ABOVE 6xI6 P. P0.T .g i1 W� AC :) C,P 6x6 P.T. POST w I i.„.„1„- _ - T. -x12 DR A_ ; WI ACE6 CAP i nr III N• / :,,,'.4. I 4x8 FR l iia o g BEARING I a`. ' ,„,„, STUDS ABV. m EMI 2•: P. . LEI GER .T" T. go. == —_ — ,—.---11: --- I I 0 - 6 TYP p S9.2 . O I 11 0 BLDG. N I S9.2 STEP 1d FL ® TYP. I-- cc 12 ;, I 0 0 BLDG. 59.0 o' 'I STEP GT ABOVE __ _ M _ +' GT ABOVE 314". 0Yx GA DC .L�DP 1 6 I TYP. S9.2 1 I ®BLDG. 111 ,,.I STEP 59.2 I ®BLDG.® Rocca LV.!'',I STEP I SH W/JSIt)'. I 1 1 / ..I 1 1 I \ I I I\ ' I I r ` ' 1 'I �� MB4_ - i.�i ' ' I l4' ---I--- S!<ZIx10J'z" CAS,ADE--ST S.d. HDR '.'" i -\ I POST' I 1 SI I \ I : I I ABDVEI - 'I I 'STAIR 1\ I � I I�FRAMINGI I , 1f. I' I' I Im mil [-co"I; .y HU410\ Ia 1 d II �G I p _1 ®<VIITO im � � � ,A. � TRY f I II � " "xi "1 ASCADE .L. HDRI. i I HDR 0 e1 q 1I-N I�I CONT. TO POST AT BUNDLED STUDS ' 1W"x9K"RIGIDLAM L I I j ADJACENT UNIT i 4 8 HDR FOR HDR ABV. _ —� 0 4x4 W/AC4 TRUSSES AT 24" O.C. PORCH ROOF SYMMETRICAL ABOUT THIS LINE MAIN FLOOR UNIT K-6(D) FRAMING PLAN 1/4"=1'—O" FRENCH REVIVAL 17075_2017.05.10_River Terrace(Lots 29-33)_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 Prn(ed.19 DEC 2013 6 3OPM Muir p =C.tU5 81kstoneriC OCUME 91ENER -CA1113276V 3.EC6 Simple ENERCA.C.INC.1983-2013, ui1d:6.13 831,Ver:6.t3 8.31 Lic.#:KW-06002997 Licensee:c.L'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 Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=3.0 ft Design Summary W011.T o,7 ) 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 n,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_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 39 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Pnnted:19 DEC 2013,6.39PM E cUs f CUME"1 CA,1t13276Y 3 c6 M419, a 0itl1 r .,.,, ,.. ': f ', N •Ail ENEiRCAt-o 1 18 13,Bu -s is4iiver:613.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams Wood Beam Design : MB1 • , :t Calculations per 2005 NOS,IBC 2006, CBC 2007,ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Wood Grade: Fb-Tension 1,000.0 psi Fc-Pill 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Design Summary D(0.1950 L(0.520) Max fb/Fb Ratio = 0.368: 1 fb:Actual: 367.28 psi at 1.500 ft in Span#1 Fb:Allowable: 999.05 psi 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 Deft Ratio 4679 >360 Total Defl Ratio 3403 >180 Wood Beam Design : MB2 <.; : • calculations per 2005 NOS,IBC'2006,CSC 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-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 kilt,Trib=1.0 ft Point: D=0.4740, L=1.265 k @9.a0 4 Point: D=0.120, L=0.320 k @ 4.50 ft Design Summary DI,.,..u,�„ Max fb/Fb Ratio = 0.498: 1 D(0.0150 L(0.040) fb:Actual: 985.10 psi at 4.500 ft in Span#1 "� n Fb:Allowable: 1,977.35 psi ;;, x g v, Load Comb: +D+L+H ..' w,-_., .,, t a: . Max fv/FvRatio= 0.164: 1 A A fv:Actual: 50.69 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.0 ft, 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_2017.05.10_River Terrace(Lots 29-33)_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 Panted,19 DEC 2013,6 39P 1 f cAusersilmtoi suSa �1�CA t8276?f 3 6 M1 b Inv $imps£„Be ENERCALC,WC 1983.20113,es st3:s.31, er-_S.43 .31 Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design MB4 -. .. Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-PrIl 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 kilt,Trib=12.0 ft Design Summary L(0.480) fb L(0. Max fb/Fb Ratio = 0.965. 1 0(0. fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.559: 1 A A fv:Actual: 148.04 psi at 0.000 ft in Span#1 11.50 ft, 3.125x10.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) P 1--L-la 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 Dell Ratio 394 >360 Total Defl Ratio 286 >180 Wood Beam Design : MBS Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point: D=0.420, L=0.510, S=0.320 k @ 10.250 ft Design Summary Max fb/Fb Ratio = 0.746; 1 D(0.120)L(0.320) fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi • ; Load Comb: +D+L+H ,,� -. ,_' .. ,A Eps. 1:L '7"� --. < . . Max fv/FvRatio= 0.533: 1 U 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 Lis w EH 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 DesignMB6 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = Q.943. 1 D(0.0750 L(0.20) fb:Actual: 738.92 psi at 5.750 ft in Span#1 Fb:Allowable: 783.50 psi Load Comb: +D+L+H 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) ID L Lis w EH Downward L+Lr+S 0.119 in Downward Total 0.164 in Left Support 0.43 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.43 1.15 Live Load Defl Ratio 1158 >360 Total Defl Ratio 842 >180 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 41 of 58 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K6(D) 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 S,= 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://earthquake.usgs.qov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SMi= F,,*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 SD1=2/3*SM1 SDi= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= 0 Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6,5, N/A Table 12.2-1 13.(N&S) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor Do= 3.0 ' N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force -- Table 12.6-1 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 42 of 58 SHEET TITLE: 17075-River Terrace(Lots 29-33)-Unit K6(D) CT PROJECT#: SpS= 0.70 h„ = 25.92(ft) SDI= 0.44 X = -0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-10(Table 12.8-2) Is= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) Si= 0.41 k= 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) CS=Sos/(RITE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=Spy)(T*(RITE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Spy*TL)/(T2*(RITE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„„ = DIAPHR. Story Elevation Height AREA DL vv; w; *h;k wX *hXk DESIGN SUM LEVEL Height (ft) hr (ft) (sqft) (ksf) (kips) (kips) > w, *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 I7075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 43 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: 17075-River Terrace(Lots 29-33)-Unit K6(D) F-B S-S ASCE IBC Ridge Elevation(ft)= 44,0040,00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. --- --- Building Width= 19.0 40,0 ft. Basic Wind Speed Bs.o.Gust' 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable PssoA= 24.1 24.1 psf Figure 28.6-1 pssos= 3.9 3.9 psf Figure 28.6-1 Pssoc= 17.4 .17.4 psf Figure 28.6-1 PS30 D= 4.0 4.0 psf Figure 28.6-1 N= 1.00 1.00 Figure 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*Ke*Iw*windward/lee: 1.00 0.00 ps=7`'Kzt*I'Rao= (Eq.28.6-1) psa= 24.10 0.00 psf (Eq.28.6-1) Pse= 3.90 0.00 psf (Eq.28.6-1) pa= 17.40 0.00 psf (Eq.28.6-1) Ps D= 4.00 0.00 psf (Eq.28.6-1) PS A.nd c average= 20.8 0.0 psf PSB.nd D average= 4.0 0.0 psf a= 3 3 Figure 28.6-1 2a= 6 6 width-2'2a= 7 28 MAIN WIND-ASCE CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 ',1.00 '1)1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA Aa Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(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 As= 751,3 As= 1582 12.0 0.0 V(F-B)= 12.02 V(S-S)= 0.00 kips kips kips kips 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 44 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: 17075-River Terrace(Lots 29-33)-Unit K6(D) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.00 0.00 0.00 0.00 6.73 6.73 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.58 9.31 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00 0.00 2.71 12.02 0.00 0.00 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B). 12.02 V(S-S)= 0.00 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(SS) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 6.73 4.04 4.04 0.00 0.00 0.00 3rd(uppr) 8.91667 8.91667 8.91667 2.58 1.55 5.59 0.00 0.00 0.00 2nd(main) 8.91667 0 0 2.71 1.63 7.21 0.00 0.00 0.00 1st(base) 0 0 V(F-B)= 7.21 V(S-S)= 0.00 kips kJps 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 45 of 58 Design Maps Summary Report lig tisGs 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 � 1Fa acrerton m.. � � llraa kie '2 € ,, -, Wpm amµ - �. M � Q.. 47-''f'''''l tea r ,0-'�, s s�_ s � - 1� '' Lake 7s eq+ rte" : � � , ' , 0 T �v ,, " I �4 t '�� ', �- ' a �� ". .. `fir'".6 ,,,,- -gip,_. . daRat s USGS—Provided Output S5 = 0.972 g SMS = 1.080 g SPS = 0.720 g Sl = 0.423 g SMS = 0.667 g S°3 = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCEA.Response Spectrum oseDesign Response Spectrum 1.10 €t. 0.22 0.77 3 *U:•151 044 s 0,55 . 0 040 06 0,44 0.22 0.2 :. C4 .16 .00 00 4 0.00 0.20 0,40 0.00 0.1#0 1.00 1.20 1.40 1.00 1.00 2.00 0.00 0,2#t 0.40 0.50 0.E 3 I. 1. 1,40 1. G 1. is2.00 Pet T(sec) Period.T(mac) 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_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 46 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... EMS Design Maps Detailed Report 2015 International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)(11 Ss = 0.972 g From Figure 1613.3.1(2)`2] S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs Nor N. s� A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength s, < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 47 of 58 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss <_ 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period S, <_ 0.10 S1 = 0.20 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 Si For Site Class = D and Si = 0.423 g, F,,= 1.577 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 48 of 58 Equation (16-37): SMS = FaS5 = 1.111 x 0.972 = 1.080 g Equation (16-38): 5,1 = F,S1 = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % SMS = % x 1.080 = 0.720 g Equation (16-40): SD? = 2/ SM1 = 2/ x 0.667 = 0.445 g 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 49 of 58 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF S. I or II III IV Soy < 0.167g A A A 0.167g5S0 < 0.33g B B C 0.33g <_ Sns < 0.50g C C D 0.50g <_ SDs 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 SDI < 0.067g A A A 0.067g <_ S. < 0.133g B B C 0.133g <_ S. < 0.20g C C D 0.20g <_ SDI D D D For Risk Category= I and Sol = 0.445 g,Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 50 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 29-33)-Unit K6(D) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 kips Design Wind F-B V i= 4.04 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.03 kips Sum Wind F-B V i= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff C o w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Us„R, OTM RoTM Unet Usum U.um HO (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (p11) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A ,A.3a 108 10.8 10.8 1.00 0.150.73 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 A A.3b 82.92 8,3 8,3 1.00 0.15 0.56 0.00 0.28 0.00 1.00 1.00 34 P6TN P6TN 68 2.25 4.59 -0.31 -0.31 4.48 3.40 0.14 0.14 0.14 A A 3c 108 10.8 10.8 1.00 0.15' 0.73 0.00 0.37 0,00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 - -` 0 0.0 0.0 1.00 0.00'_ 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 r 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 B B.3a 131.2 10.8 10.8 1.00 0.15 0.89 0.00 0.45 0.00 1.00 1.00 41 P6TN P6TN 82 3.57 7.80 -0.42 -0.42 7.08 5,78 0.13 0.13 0.13 B 13.3b 167.8 13.8 I'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 EVvd 4.04 EVEQ 2.03 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 51 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 29-33)-Unit K6(D) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.40 kips Design Wind F-B V i= 1.55 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.43 kips Sum Wind F-B V i= 5.59 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL off. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Ufet Ue,,,0 OTM ROTM Unet Usu,0 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 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 '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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -`> - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -` - 0 =;__,0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 �VKind 5.58 VE0 3.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 52 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 29-33)-Unit K6(D) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.70 kips Design Wind F-B V i= 1.63 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.13 kips Sum Wind F-B V i= 7.21 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eft, C U w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Row Unet U,um OTM RoTM 1401 Usum Urn HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.1a ,97.99 9.8 9.8 1.00 0.15 0.22 0.49 0.10 0.30 1.00 1.00 41 P6TN P6TN 73 3.60 6.42 -0.31 -1.07 6.45 4.75 0.19 0.41 0.41 A A.1b 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 -0.39 0.00 0.00 0.00 0.52 0.52 A A.1c 211.1 21.0 21.0 1.00 0.15 0.48 1.06 0.21 0.66 1.00 1.00 41 P6TN P6TN 74 7.77 29.77 -1.08 -2.17 13.89 22.05 -0.40 -0.43 -0.43 - - 0 6.0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1a 142.4 11.7 11.7 1.00 0.15 0.33 0.97 0.14 0,59 1.00 1.00 63 P6TN P6TN 111 6.59 9.19 -0.24 -0.66 11.69 6.81 0.44 0.57 0.57 B B.1b 137.3 11.3 11.3 1.00 0.15 0.31 0,94 0.14 0.57 1.00 1.00 63 P6TN P6TN 111 6.36 8.54 -0.21 -0.21 11.27 6.33 0.47 0.47 0.47 B B.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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0; 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00,' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -' - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVwind 5.92 EVEQ 3.33 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 53 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 29-33)-Unit K6(D) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.08 kips Design Wind F-B V i= 0.00 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.08 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.29 ft (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy eii. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM Ron,, U. U,,,,, OTM Rory Ung, Us U,,,n, HD (soft) (ft) (ft) (klf) (kip) (MP) (kip) (kiP) (Of) (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 AIGITGI 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 AA 693 8.0 8.0=L elf. 0.00 0.00 2.08 0.00 EVwino 0.00 EV50 2.08 Notes: denotes a wall under a discontinuity denotes a wall with force transfer "" denotes a TJSB 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 54 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 29-33)-Unit K6(D) 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+0.7pQe 0.60+W per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall Loi,of, Co w dl V level V abv. V level V abv, 2w/h v i Type Type vi OTM ROTM Unat U,m OTM RoTh., U,e1 U,m Us„m (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 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 -Y 11 2.- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 4.2h 346.5 4.0 8.0 1.00 0.20 0.00 0.00 0.86 1.04 1.30 0.89 695 P2 --- 0 22.24 2.56 5.90 8.38 0.00 1.92 -0.58 -1.15 8.38 C yt t,p77 693 8.0 8.0=L eff. 0.00 0.00 1.72 2.08 1'V,,,;,,d 0.00 V50 3.80 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 55 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 29-33)-Unit K6(D) 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 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 LOQ eft. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM I-1.r” OTM ROT,., U Us„n, U*„, (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 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 /41wt 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 1-t"dc> 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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**** 51 oo iJ 4 4.2b 6E-12 0.0 11.3 1.00 0.15 0.00 0.00 0.00 1.90 1.30 0.00#####*" 0 22.24 0.00 -33.35 -24.97 0.00 0.00 0.00 -1.15**** 693 21.5 21.5=Leff. 0.00 0.00 0.86 3.80 !J w Q t x� EV w 'ina 0.00 VE0 4.66 V Notes: * denotes a wall under a discontinuity OC2u ** denotes a wall with force transfer � �_ " *** denotes a SIMPSON SHEARWALL 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 56 of 58 ESR-2652 I Most Widely Accepted and Trusted TABLE 3-STRONG-WALL6SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES''''' . Seismic(SDC C-E) Wind(SDC A-B ' Nominal Drift et Hold-down Drift at: Hold-down Haight. Allowable- Uplik at Allowablo Uplift at Model No, Width Allowable• Allaltrpble; (in) (In)' Sheac(Iba) Shear(In) Allole Shear(ibis) Shear Ohs) Shear(In) Shear(lbs) SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 5600 0.30 13495 6160 0.33 14845 SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 SWSB 12X7.5 12 , 8615. 2520 0 32 9920 2770 0,35 10906 t, SWSB 18x7.5 ,18 85,5 53801; 0,34 - '14215 . 5910 0,37' 15615' a' o SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 .0 00''- SWSB 18x8 18 9325 5150 0.37 14840 5665 0,40 16325 SWSB 24x8 24 9325 8870 0.37 21415 9760 0.42 23560 SWSB 12x9 12 10525 1580 0.43 9570 1780 048 10780 ' SWSB 18x9 18j': 10525'' 3810 .0.43 13770 4180 0.51 15105 SWSB 24x9 ' 24 10525. 7810 , ; 042 21280 . 8590 047 23405 SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 ' SWSB 12x7.5. 12. ' 85.5 ` ` 1200 0.31 9450 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 -iC. SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 :I II' SWSB 24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 =S 12 "•'105.25 790 0:43• 9570 '' ,890 0.48 10780 . SWSB 18x9 18 105.25- 1905 0.43 13770 ' 2090 .'"0.51 15105` SWSB 24x9 24 105.25 3905 0.42 21280' 4295 " 0.47- 23405 ,r For SI:1 Inch=25.4 mm,1 lb.=4.45 N,1 elf=14.6 N/m. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 'Hold-down uplift at allowable shear is based on a moment arm of 8.688 Inches,14.563 Inches and 19.313 Inches for 12-Inch,18-Inch and 24-Inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-Inch panels 93.25 Inches or less In height,respectively.In-plane'shear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load Is allowed. 'Panels may be trimmed to a minimum height of 74%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_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 57 of 58' 180 Nickerson St. CT ENGINEERING Stale 302 I N C. Seattle,WA 98109 Project: Date:- (206)285-4512 FAX: Client: Page Number: (206)285-0618 1 qP MSr+ td 417) '�r IA Pty ' - i (A.1 ZAP( _ „{", I I 1 t j 1 II —7" � t. • f ilin..4)6( , --------- 1 ---- h y 1 I� 14 I. / ! t �` wil � _Ii. w (4.14(25r#S) _ CEJ( / 6a +- 1( ),•2)L ) � 7L` `" .JC((J �) Qac P 'F--. 9 -9D 95F- 1, -1 ---;i- -- Ay-2.9.pb ____ doc-__ 0.11,61.14.2.,_ _______ � G m,N, [e i` w T YR aN, v . M145 . 4\ X l 5( -9— (--°---)/ L-C) /47-.)s) q--(4-0.1-- ) = 2(33 off- ✓ 17075_2017.05.10_River Terrace(Lots 29-33)_Calculations.pdf Page 58 of 58 Structural Engineers Roseburg J6 MAIN 1-25-16 t42:28 m .Irerre5i fTrodaic t'.Cussed.;ny 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 Y , 1' ¶ ,ir 2 0 00 10 6 0 ® 14 3 0 2690 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 2' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 678# -- 2 12' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 1030# -- 3 26' 9.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Roof Dead 1 369#(277p1f) 82#(62p10 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" 2U999+ 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 respec ive owne s KAMI L HENDERSON EWP MANAGER Strong-Tie copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Port is defined as when the member,frit oist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 5503-858-9663 L Roseburg J7 MAIN 1-25-16 N. 2:26p m t 1earest Pnoilttcls C'ona)5:anti 1 of 1 CS Beam 2015.7.0.1 kmB eamEngi ne 4.13.10.1 Materials Database 1543 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 / 11 0 0 / 94 6 0 / 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#(192plf) 55#(42p1f) 2 849#(637p10 255#(191p10 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 IL Deflection 0.2167" 0.7141" L/790 18.85' Even Spans D+L LL Deflection 0.1753" 0.3570" L/977 18.85' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow-115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong-Tie r Copyright(C)2015 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this dravn ng meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663