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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 5-8 (Row Houses)-Tigard, OR DESIGN SUMMARY: The proposed project is to be front-loaded row houses that are comprised of E6 exterior units and K6 interior units. The row house structures are three-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Middle floor framing is primarily with pre-manufactured wood joists. The lower floor is a slab-on- grade. The foundations are conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered: 2015 IBC and currently adopted ORSC and OSSC. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current IBC code. 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 2 of 58 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : 17075- River Terrace- Lots 5-8 (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_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 3 of 58 e ROOF BELOW 0 n 19'-1• �J1, .3.-7Y2" 2'-3Yp' 11'-2Y2" 11#1'-11)21. 5-7y4 �1 4'-244- 1'-4y1 : i COMMON WALL e ! Ih I' EXTENT OF 1 7-0 5 0 XOX EGRESS I HR. WALL 3/01 o TV NICHE \'-FLOOR:BELOW 1`—.I AT+36" 1NSULA:TE1FLOOR..::•:•:'::::::::::I::::::1 r OVER t1NNEATED 1 a A.F.F. • SPACE_ e VAULTER CEILING ♦ ` PER`.fI USS , _ MANUFACTURER.:: :::;;:::::(Matter Bedrooiti I 8 ink D3 'n Y 2'.93:r:1.1:3/4:i::_r:i3:= 5 .... =SY" 'Iy RADON i..:,.... . EDUCTION n 1,11„., 1 lial' I = r --- I , ll... 1 1 w o r 5' SHOWEE '® 2-6 0 1 d i II BIFOLD ' e a I�� i +� x I e I} � I III 11 ,N v STUDS AT 24 1B m PLANT s O'• D--m SHELF M Bath o` 2. LOCATE PLUMBING o - 1 __ I •t) ROUGH-IN ACCOUNTING o ',In n r— ® ® I FOR (2) LAYERS GWB lar n -I ae •WALL • AT PARTY WALL RADON 4 DRYER o 0 REDUCTION = i I O '� SYSTEM m •I •' ' VP wI o SEE SH T. F'�I'1'.".;: WASHER ,n iiikA I �' U4 FOR STAIR OPEN TO T I DETAILS :.;..$ECOW-. _3,_�Y2 Bath I 24 1B ?3'-7.:::'::t:':�::::..':9 L I 1 , .:::l::::::....... i AT11C S &P ' n LOW WALL AccEssl .iIN N i -AT+42 W/': gm, r-- WOOD CAP 3 ITir 6-0 BIPASS ., / 1 •::::::.::::::.::.::.::::.::-:.::6:.::.:':.4..7. 1 :..pp1. 1. `� -% I TYP. ::'....T. ch::.Rm.:: D1 n o ':RAISEO::I EIUNG:4 is{::ii::': I I a 1 .':.::::.6:40. 3.W..:::...:....:.:-:-..:-.-:.:-:.:-: p a):V;::UPPER::F:F :: Bedroom 2 T"' I VP I .!..........._ Eli...- _--•=rn 2-6 47 SH 1-9 2-6 4-6 1-9 bf 4-6 F CSMT 4-6 F......� N �i EXTENT OF 1 HR. WALL I I i I I 4 3-3 } 3-10 5_p• I 5_0• 1 10.-0• 2.-0.1 19,-1" ,Jr. UNIT E-6(A) UPPER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.11_RiverTerrace(Lots 5-8)_Calculations.pdf Page 4 of 58 Ez 1 19-1" r s 2'-6) 4,-i" I U r RoorAa-ow —'—'— --_i_-I--I '.7 o < GUARDRAIL AT+42" 7 1 1 i ABV. DECK SURFACE Deck D6 6 4'-5" 4-BY2 + 6-4" t--q COMMON WALL N FLOOR;ABOVE 204 1n w 2-0-0 SH A1-0 6-10 F OVER D6 a 3AFEtt-C ASNG 6-0 .-10 SGD _ ♦ ♦ ♦ r L ��[=jam- .•L. ___�I o = � -� I j N FT— nl— TO 1 ro I f--^ 0 7 2x6 WALL W/R-21 BATT INSUL. 1 N + 1 r_-e I FACTORY-BUILT I I eDIRECT-VENT GAS FIREPLACE j I k$. : a VENT UP THRU LOW ROOF 1 Co)04 I �I [: TILE HEARTH '® J ^' I I �4f(OPTIONAL) I '',':-.:2 I IROOF I [ , I1 BELOW'L=..s INSUL. FLOOR JOISTS AND ROOF RAFTERS + "i' 11 _ Al F/P ENCLOSURE j II ) I 1 Living io O INSULATE FLOOR OVER 1 • '� IIRADON n + UNHEATED SPACES 0 j REDUCTION n y7�}ir' " :1-1I 3-10" 10J 2-6" 2'-B 1, I � -, s&r I oINI i • o � I ♦-----4— H ix 0 ON 1 i bM N 5.6 1, O Q' i : o —LOW WAL_ AT a 6 I .. n +42"A.F.F. e v IIN ,_----C\c"--.- p ',`;' Kjcheen 1 \� i I DW-� 2]211 1 I IN _ RADON m I 1 REDUCTION I I SEE SHT. SYSTEM i U4 FOR STAIR D9 + DETAILS - i'-6", J' 4Z ��} I -S ♦ i el1 — , v 481 t-----y� 18 ®Vli 1 %> CONTINUE PARTY WALL `1 N� 'V GWB THROUGH FURRING ...-Z, °x33 TYPICAL V Ix E" °� Din./Fam I so o Pw.r. 0 INSULATE FLOOR OVER 1 lo UNHEATED SPACES I t-�I FLOOR BELOW _ + 0 �� 2-6 3 0 F 1-9 2-6 4-6 1-9 p I I 4-6 F CSMT 4-6 FIN IN 1 i •- (i) i 0 I EXTEEN TOLL I 1 HA 3/01 I i 3'-3" j 2'-2" 5'-0" �, 5'-0" 11'-B"� 10'-0" ,2'-0"L 1 19,-1- .1' UNIT E-6(A) MIDDLE FLOOR PLAN 1/4"=1'-0• ENGLISH REVIVAL 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 5 of 58 0 19.-1. t 15-0'_ { 3.- //4..3Y' Im rr 0 �, . DECK ABOVE 1 , 1:,F_ ry I e o �._—_—_—_—_ 4�`1g 2D6 ", --1—fE COMMON WALL oo0 In a �a ♦ ♦ ♦ .................. ' ) ♦ .1, ii.._ I WOOD TREAD, MAX. RISER 6" I N Mech. (ADD OR REMOVE STEPS AS m 3'-0' REQUIRED PER SITE CONDITION) IN I 0 R3 OCUP. 1 FIREPLA• DIRECT VENT GASI ABOVE WATER HEATER : ,!■1I I DOORS SHALL BE _—_—_— _ _--i_I � _— SELF-CLOSING :kr"' _ L-.-1 , 20-MIN. RATED I. DIRECT VFURNACE—N T GAS � FURN. bpi -_j Tandem 2-Car 1 RADON 1/ - --1 Garage 1 < REDUCTION ® _ - � v U OCCUPANCY it ♦ SYSTEM _ ..::.1 WALL FINISH: %' GWB CEILING FINISH 1 4'-1" I I 4,-0' FURR DOWN 4b" TYPE 'X' GWB i FOR DUCT RUN FIRE-TAPE ALL i I e - INSULATE GWB WRAP BEAMS r� BELOW CEILING In I I/ I UNDER STAIRS LEVEL INSULATE I 19 1 1 1 AND LANDING FLOOR ABOVE. 1 _ 1 I t 4'-1 I 31-9Y2I �� �� LJ so INSULATE WALL I i ti. - - PER DETAIL 4/D1 ... RADON c-` WHERE ADJACENT ' irk REDUCTION ,'`S TO HEATED SPACE--1 SYSTEMI SEE T .i U4 FOR STAIRAIR I ., DETAILS \ ® 1 3.-0" 9Y2 �6 /1 WOOD TREAD, MAX. RISER B" I A DS S (ADD OR REMOVE STEPS AS g _=♦ REQUIRED PER SITE CONDITION) 1 0 I lo „t o j y Entry g N )._ e 1 N y I , ,.., X -- -- I ® IN I O .. 1... I _ 1 D2 I D7 1 8-0 7-0 S. D ♦ I` FLOOR ABOVE I I i�'I ♦ li ,2'�y}2 1yz S I �' I • ♦ Porch FLOOR ABOVE AT I STEPS I o I •0 UP i 1Y4 4-3 i-8y" 10-0 `2-O ,, r 19'-1" if UNIT E-6(A) LOWER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 6 of 58 SIM. ilh A% %IP NEP r -- e-). -� 4x12 HDR L, will 1111 N N -'O O;r HUC416 HUC416 o �' (21:1±'x20�L FB I -- MN - L Iir-- 4 0 HDR1P TO 13= 1* �- J a z _ ; • 'II 1 L____! 1 (2)2x10 FB ::H . ip I ii :.... ..-7,1•- i OVER-FRAMING PLAN I TO MATCH HT. :•:...:*.::: i i ......:.:,. 1 OF RAISED FLR. I :-...,:.::: 1 RAISEuDppFLEROORFL0A0TR+w1A4a3/4" 2x10 0 16"_„,7 2x6 LEDGER ..., .. 14.75 STEP I AM HDR I ------1 . 030 RAISED UPPER FLOOR UNIT E-6(A) FRAMING PLAN 1/41-O" POWDER ROOM AND STAIR LANDING 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 8 of 58 18I" POST ABOVE 59. I POST ABOVE 6x6 P.T. POST W/ • ACE6 CAP, TYP. 1 P T. 6.c12 I-OR IV B6 '0.oI /BA NOVEDL7 STUDS P.T 2xE LEDGER a S2X TRUSSE 6x81H1" G— ,� AT 24" O.C. GiII 3)4 x934" BIG BEAR FB HU4 0 , ABOVE (il 1,.< o All _ m ®z GT ABOVE En 6 A LOW ROOF j y _ I it L; TYP. 3 ABOVE-Nit- %� rn o I`t I+x rn I m AT BLDG. 0 1 --— - �7 STEP a I i HU410 1 Mk .e 1 z � �I 3J4"x9)4" BIG BEAM FB TYP. 'v rI/ -�J �Y j~GT ABO ® I ©AT BLDG. �I i1 I H2.5 TO BEAM M B4 �.. I W STEP :...'-i. • y..x1 , :I :=AM 1" 'O LEDGER Ir w 11 6x6 PO.T GT A30VE ® II to - 13'4 x9Xi" RIGICLAM LVL -B UP C7)LANDING F.F. AT+7'-0" I CO m • /11 4h�4 PO FROM +T-0' ABOVE LOWER F.F. 2 x.7'.\ 11 Tp +8'-"ABV. L)W F F. 2x6 AT 16" O.C. `fi BTAIR q., /X\\FRMG. I 1 f4"x9)4" RIGICLAM LVL =B I STAIR m1 FRAJING �e I Io m BUNDLED / \ IT STUDS ABV. / \ I rn��) / 6x6 \\_ I l M B4 ON TO 1 j I TI -'4x1lT EIG BEAM SDR ' ENTRY----201—C82?1 1 1mI I RAISED FLOOR m I 1 (DOTFILL) Y .1 1 , I 1 631 SEEE LEFT �I =I QI TI M9 "I II lI1 : =:IE ,Jx1scJ GT ABOVE 1 I 13'.•x.." HUCO "I IILAM LVL FB Kir 1.81/9 HUCO 1.81/9 BUNDLED STUD FOR HEADER ABOVE MIDDLE FLOOR UNIT E-6(A) FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 9 of 58 U 1 I (2)2x10 FB BL f ) +Y4 PWD. I (3UNDERx (2) 2X1L0 EDGE OF TJI n n --# NM PONY WALL SUBFLOOR 1 14.75^ TO RAISED BENEATH 1 � �p FRAMING PLAN I I TOP OF JSTS i!` 0+10'-1Y." I 4 241"0 r.. MIDDLE FLOOR WALLS EDGE OF TA ® 1fi• 7C 1 SUBFLOOR I 3 I BENEATH _ __ - ' 59.3 PLATE +8'-1" i—.s_ I ��jgoj 2x10 LEDGER / HOEDOWN STRAP TOP 0+10'-1Ya FROM ABOVE I—L j 1110 I 59 3 PLATE +8'-1" 9. 2 5 RAISED MIDDLE FLOOR UNIT E-6(A) FRAMING PLAN 1/4'=1'-0" POWDER ROOM AND STAIR LANDING 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 10 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed',19 DEC 2013,6.39PM MU11.1 ,10 Ship{ Bea[t1 ,•I" ,,, 1ti 0A 1i. .,,, 1 cs ------,----.----,---,--------=t AL a203 ' Ver.613 8.31,, Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Wood Beam Design : UB1, Calculations ND per 2005 S,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-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.750 ft Unif Load: D=0.0180, S=0.0250 klft,Trib=8.330 ft Design Summary 4Ro14R THN Max fb/Fb Ratio = 0.635: 1 fb:Actual: 700.00 psi at 1.750 ft in Span#1 Fb:Allowable: 1,102.10 psi • • Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-2,6 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-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=2.0 ft Unif Load: D=0.0180, S=0.0250 klft,Trib=2.0 ft Design Summary :°e ozl tV e Max fb/Fb Ratio = 0.347: 1 fb:Actual: 352.07 psi at 3.250 ft in Span#1 Fb:Allowable: 1,013.55 psi ,x,., ;-x , ,,- ..._ Load Comb: +D+L+H Max fv/FvRatio= 0.179: 1 A A fv:Actual: 26.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.042 in Downward Total 0.064 in Left Support 0.21 0.26 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.26 0.16 Live Load Defl Ratio 1840 >360 Total Defl Ratio 1220 >180 Wood Beam Design UB3 Calculations per 2005 NDS41BC;2006,CBC 2007,ASCE 7-05 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Unif Load: D=0.0180, S=0.0250 klft,Trib=4.750 ft Design Summary off...;.WM6 Max fb/Fb Ratio = 0.082: 1 - ®,i, fb:Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi ,,, _ Load Comb: +D+0.750L+0.7505+H Max fv/FvRatio= 0.070: 1 A A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 ft,4,10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr SW E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152 >360 Total Defl Ratio 13898 >180 17075_2017.05.11_River Terrace(Lots 5-8)_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 `Multiple Simple Beam ' • ' ' Etyt;t C ,tr , - 3 a�, s1i�i;3'i,1u �aaai' Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design UB4 W... ' 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: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.0 ft Design Summary Max fb/Fb Ratio = 0.934. 1 D(0.0720)S(0.10) fb:Actual: 786.29 psi at 7.500 ft in Span#1 Fb:Allowable: 841.45 psi �„ ;:, Load Comb: +D+S+H i • A A Max fv/FvRatio= 0.313: 1 fv:Actual: 43.25 psi at 0.000 ft in Span#1 15.0 ft, 4x12 Fv:Allowable: 138.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S 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 NDS,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(0.09750 x(0.200) Max fb/Fb Ratio = 0.165. 1 , . fb:Actual: 153.55 psi at 1.750 ft in Span#1 Fb:Allowable: 931.44 psi , =4.- ° • Load Comb: +D+L+H Max fv/FvRatio= 0.126: 1 A A fv:Actual: 18.94 psi at 2.730 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S _Al 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-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary -- MaxEgg ' Ti4)°PO', fb/Fb Ratio = 0.199. 1 fb:Actual: 202.13 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H il Max fv/FvRatio= 0.163: 1 fv:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.20 0.39 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.39 0.08 Live Load Defl Ratio 7849 >360 Total Defl Ratio 5486 >180 17075_2017.05.11_River Terrace(Lots 5-8)_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 `.. s , . ,ff FIe . 1ENERCA 111327t .EC8 �U i:, #e Ber . j 'a� NAN ; , - ..'' EtL 1C. 613, uVr13- . 1,ves18- Lic.#:KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams Wood Beam Design: MB1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: 1-lem 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: ID=0.0150, L=0.040 k/ft,Trib=20.0 ft I Design Summary D(0.30)L(0.80) Max fb/Fb Ratio = 0.555. 1 fb:Actual: 565.04 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fv/FvRatio= 0.455: 1 A A fv:Actual: 68.28 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 R,2-21(8 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 E Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.50 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary .,05,..0, Max fb/Fb Ratio = 0.913: 1 fb:Actual: 848.86 psi at 1.400 ft in Span#1 I Fb:Allowable: 929.74 psi Load Comb: +D+L+H "' Max fv/FvRatio= 0.803: 1 fv:Actual: 120.38 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 5, 2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.037 in Downward Total 0.050 in Left Support 0.71 1.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 1.22 Live Load Defl Ratio 1638 >360 Total Defl Ratio 1189 >180 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 13 of 58 C T E N G I N E E R I N G ckerson St. ul a 302 INC, Seattle,WA RIVER TERRACE 98109 Project: Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 MB3 GAg1 i40, -. tiro = 6 o/y y) C 4 o t z Swsv) + 4-' (tat v..1-0050)4- (0' z s t-►-t P5k' _ "c.-7 #1.0-r /01_ 11.!e,• v. S>v . 1 733_ /- t • 17075 2017.05.11 River Terrace(Lots 5-8) 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: (M20u6)l2ti8 5 0618 � 1t ��p� , Fie �: . s 14 'uIIEN RCA 111327 i1EC6 ..,,,,q,,,,....,„•,....• rr ----` a, <, „ �lEiCA<C,YNG.1983-2013,Bc$.10$.31,iS� 3 8.31 , Lic.#:KW-06002997 Licensee:c.t.engineering Wood BeamIiisign MB4 Calculations per 2005 NUS.IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 5.25x11.875,Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Pill 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.605; 1 nil„ D(0.150 L(0.40) fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 • Fb:Allowable: 2,866.74 psi s•;• Load Comb: +D+L+H Max fv/FvRatio= 0.455: 1 • • fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477 >360 Total Defl Ratio 347 >180 Wood Beam Design : MB6 Calculations per 2005 NOS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.50 ft Design Summary Max fb/Fb Ratio = 0.990: 1 D(0.06750)L(0.180) fb:Actual: 689.04 psi at 7.500 ft in Span#1 Fb:Allowable: 695.89 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.283: 1 A A fv:Actual: 38.45 psi at 0.000 ft in Span#1 15.0 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_2017.05.11_River Terrace(Lots 5-8)_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 MultipleSimple BeaI'r ; 0 17 0 00*,0 tit 1s -241 , t °� Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design MB7 ,,:,, <.„.,,,,-T,,; "' ...._ .. c1attons per 2005 NDS,IBC 200E CBC 2007,',ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-PrIl 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=-0.0150, L=-0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.213. 1 . j Df�(-01 t8 reg4o) fb:Actual: 201.88 psi at 6.250 ft in Span#1 • . Fb:Allowable: 946.00 psis '° Load Comb: +D+L+H .411 Max fv/FvRatio= 0.064: 1 A A fv:Actual: 10.96 psi at 11.750 ft in Span#1 12.50 ft, 2-2x10 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.000 in Downward Total 0.000 in Left Support -0.06 -0.17 Upward L+Lr+S -0.058 in Upward Total -0.079 in Right Support -0.06 -0.17 Live Load Defl Ratio 2606 >360 Total Defl Ratio 1895 >180 Wood Beam Design;: MB9 Calculations per 2005 NOS,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-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.010 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0.413; 1 ---- PtP 075O,i 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_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 16 of 58 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E6(A) Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usgs.aov/designmaps/us/applicatian.php http://earthquake.usgs.gov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMS= Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM1= Fv*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 Sps=2/3*SMS SDS= 0.72 EQ 16-39 EQ 11.4-3 Sal=2/3*SM, SDI= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor Cp= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 17 of 58 SHEET TITLE: 17075-River Terrace(Lots 5-8)-Unit E6(A) CT PROJECT#: SDs= 0.70 h„ = 25.92(ft) SD1= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-10(Table 12.8-2) 1E= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.41 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD1*TO/(TZ"(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,� = DIAPHR. Story Elevation Height AREA DL w; w; *f1k wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) E w1 "h,k Vi DESIGN Vi Roof - 25.92 25.92 693 0.030 20.79 538.8 0.49 2.36 2.36 3rd(uppr); 8.08 17.83 17.83 693 0.030' 20.79 370.8 0.34 1.62 3.98 2nd(main) 8.92 8.92 8.92 693 0.030 20.79 185.4 0.17 0.81 4.79 1st(base) 8.92 0;00 SUM= 62.4 1094.9 1.00 4.79 E=V= 6.70 E/1.4= 4.79 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 18 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 5-8)-Unit E6(A) N-S E-W F-B S-S IBC ASCE Ridge Elevation(ft)= 44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. --- Building Width= 19.0 40.0 ft, Basic Wind Speed 3 see.Gnat= 95 95 mph Figure 1609 Figure 6-1 Exposure= B B Roof Type= Gable Gable Ps3oA= 16.1 16,1psf Figure 6-2 Ps3o B= 11.0 11.0 psf Figure 6-2 Ps3o c= 12.9 12.9 psf Figure 6-2 Ps3o o= 8.9 8.9 psf Figure 6-2 N= 1.00` 1.00' Figure 6-2 Ka= 1.00 1.00 Section 6.5.7 windward/lee= 1.00 0.61 (Exposed to wind load on front,back and one side-apply max of leeward or windward forces) N*Kit*Iw*windward/lee : 1.00 0.61 Ps=N*Kzt*I*poo= (Eq.6-1) PsA= 16.10 9.82 psf (Eq.6-1) PsB= 11.00 6.71 psf (Eq.6-1) Psc= 12.90 7.87 psf (Eq.6-1) Pso= 8.90 5.43 psf (Eq.6-1) Ps A and c average= 14.5 8.8 psf Ps B and D average= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2*2a= 7 28 MAIN WIND-METHOD 1 PER ASCE Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.00 1.00 1.00 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA AB Ac 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 6.1.4.1 Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 AF= 626.2 AF= 1318 6.3 8.0,V(n-s). 8.32 V(e-w)= 9.93 kips kips kips kips 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 19 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: 17075-River Terrace(Lots 5-8)-Unit E6(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) •Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.00 0.00 0.00 0.00 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.000.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(S-S)= 9.93 kips kips kips kips DESIGN WIND-Min/Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08 17.83 17.83 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.92 8.92 8.92 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.92 0.00 0.00 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 9.93 kips kips 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 20 of 58 Design Maps Summary Report Design Maps Summary Report User-Specified Input Building Code Reference Document International (2015which utilizes USGS hazard data Building availabCodele in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III ei '^m - E.f gy- ..- '"' l A ,'''," 7 Iri �„q �P , ce u ° ;.A " ' • l 0 { .I a ,"'•:.,1',i''''-',';'' ,r-----,----- ; ,,,,,,,,,,-. -s-,.. , .ha. ,,,t1,-,x, i.:1 — ' E'R 1 t A \e',.:: k4,- ," T .latin 4 fy,, F "- _ USGS-Provided Output S5 = 0.972 g SMS = 1.080 g Soy = 0.720 g S1 = 0.423 g SM1 = 0.667 g S°1 = 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 SpectrumDesign Response Spectrum 0,20 1.10 0fit#- 012 0 50 0.04 0.02 0 11 It 0.48 P 01 s 0.4o tit. r 0,32 tA 0,24 0,44 0,21 i:.22 &T. G 0.08 011 0,00 Q-Qo T# o O. Q.CQ ro-ii 1.: 1.20 1.40 LS8 1. 2.000,00 i,2x �1.ae o, e o.00 1<Lafl 1<28 1. 8 1.C4 LAW 2 Period T(sec)0 08 Period.I(sac) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 21 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 S1). Maps in the 2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)113 Ss = 0.972 g From Figure 1613.3.1(2)`2] S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs Nor Nch s. A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength s. < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 22 of 58 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at Short Period Ss _< 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 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, <_ 0.10 S, = 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 S, For Site Class = D and Si = 0.423 g, F„= 1.577 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 23 of 58 Equation (16-37): SMS = Ss = 1.111 x 0.972 = 1.080 g Equation (16-38): SM1 = F,S, = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDs = % SMS = % x 1.080 = 0.720 g Equation (16-40): Sol = % SM1 = % x 0.667 = 0.445 g 17075_2017.05.11_River Terrace(Lots 5-8)_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 Sos < 0.167g A A A 0.167g 5 Sos < 0.33g B B C 0.33g <_ Sns < 0.50g C C D 0.508 <_ SOS D D D For Risk Category=I and S. = 0.720 g,Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sol I or II III IV Sol < 0.067g A A A 0.067g <_ S01 < 0.133g B B C 0.133g <_ S01 < 0.20g C C D 0.20g <_ Sol D D D For Risk Category= I and Sol = 0.445 g,Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = ''the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 25 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 5-8)-Unit E6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.36 kips Design Wind F-B V I= 3.38 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.36 kips Sum Wind F-B V i= 3.38 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL aR C p w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM Row Unet OTM Row Line U,„n U,.,,, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 139.6 6.8 6.8 s 1.00 0.10 0.68 0.00 0.47 0.00 1.00 1.00 70 P6TN P6TN 101 3.80 2.05 0.29 0.29 5.45 1.52 0.65 0.65 0.65 A A.3b 206.9' 10.0 10.0 1:00 0.10 1.01 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 101 5.62 4.50 0.12 0.12 8.07 3.33 0.51 0.51 0.61 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.3a 97.35 7.8 _ 7.8 1.00 0.15' 0.47 0.00 0.33 0.00 1.00 1.00 43 P6TN P6TN 61 2.65 4.05 -0.20 -0.20 3.80 3.00 0.11 0.11 0.11 C C.3b 102.6 8.2 0.0 1.00 0.00' 0.50 0.00 0.35 0.00 1.00 1.00 43 P6TN P6TN 61 2.79 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.53 C C,3c 146.6 11.7 .11.7 1.00= 0.00' 0.71 0.00 0.50 0.00 1.00 1.00 43 P6TN P6TN 61 3.98 0.00 0.36 0.36 5.72 0.00 0.52 0.52 0.52 693 44.3 44.3 =L eff. 3.38 0.00 2.36 0.00 EVvs;,,d 3.38 EVEQ 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 26 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 5-8)-Unit E6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-B V I= 2.41 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.98 kips Sum Wind F-B V i= 5.79 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL off. Co w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM Rum Ufe1 U,„,„ OTM RoTM UU.., U,,R, HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a "'0 6.8 6.8 1.000.10 0.00 0.68 0.00 0.47 1.00 1.00 70 P6TN P6TN 101 4.27 2.05 0.37 0.65 6.13 1.52 0.76 1.40 1.40 A A.2b 0 10.0 10.0 1.00'' 0.10 0.00 1.01 0.00 0.70 1.00 1.00 70 P6TN P6TN 101 6.33 4.50 0.20 0.32 9.08 3.33 0.62 1.12 1.12 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 346.5 5.0 6.0 1.00 0.15 1.21 0.00 0.81 0.00 1.00 1.00 162 P6 P6 241 7.30 2.03 1.22 1.22 10.85 1.50 2.16 2.16 2.16 B B.2b 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.2a 92.53 9.0 9.0 1.00 0.15 0.32 0.47 0.22 0.33 1.00 1.00 61 P6TN P6TN 89 4.93 5.47 -0.06 -0.26 7.17 4.05 0.37 0.49 0.49 C C.2b S 115.7 11.3 11.3 1.00 0.15' 0.40 0.50 0.27 0.35 1.00 1.00 55 P6TN P6TN 80 5.57 8.54 -0.28 0.09 8.13 6.33 0.17 0.70 0.70 C C.2c'` 138 13.4 13.4 1.00 0.15 0.48 0.71 0.32 0.50 1.00 1.00 61 P6TN P6TN 89 7.39 12.15 -0.37 -0.01 10.75 9.00 0.14 0.66 0.66 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00` `0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00- 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00J 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00- 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0` 0.0 1.00" 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00-' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 692.7 55.4 55.4 =L eff. 2.41 3.38 1.62 2.36 1.00 EV,,,fd 5.79 EVE0 3.98 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 27 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 5-8)-Unit E6(A) 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 Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall Logy eft C p w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM RQTM U„et Usom 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.1 a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.65 0.00 0.00 0.00 1.40 1.40 A A.1b 0 20,8 20.8 1.00 0.15 0.00 1,69 0.00 1,18 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 1.00 0,00 0,53 0.50 0.17 0.34 1.00 1.00 101 P6TN P6 206 4.56 0.00 1.05 2.27 9.26 0.00 2.14 4.29 4.29 B B,lb=."202.1 7.0 7.0 1.00 0,00 0.74 0.70 0.24 0.47 1.00 1.00 101 P6TN P6 206 6.38 0.00 1.01 1.01 12.96 0.00 2.05 2.05 2.05 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.1a 109.8 11.3 11.3 1.00 0.15 0.40 0,92 0.13 0.55 1.00 1.00 60 P6TN P6TN 117 6.08 8.54 -0.23 -0.50 11.86 6.33 0.52 1.01 1.01 C C.1b 48.8 5.0 5.0 1,00 0.16 0.18 0,41 0.06 0.62 1.00 1,00 135 P6TN P6TN 117 6,09 1,80 0.99 0.99 5.27 1.33 0.91 0,91 0.99 C C.1c 187.9 19.3 19.3 1.00- >0.15 0.69 1.57 0.22 0.82 1.00 1.00 54 P6TN P6TN 117 9.37 25.01 -0.84 -0.85 20.29 18.53 0.10 0.75 0.75 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0,00 0--- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0 00 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0,00 0,00 0 00 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 0.00 693 68.3 68.3 =L eff. 2.53 5.79 0.81 3.98 8.32 L'VEQ 4.79 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 28 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 5-8)-Unit E6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.43 kips Design Wind F-B V i= 2.42 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.43 kips Sum Wind F-B V i= 2.42 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.60+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 LDL e„ C a w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM U„e, U,„, OTM Row U„e, Us„m Us„,„ HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) fet 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 wt."? 6° 1 1.3b 173.3 3.0 3.0 1.00 0.20 0.61 0.00 0.61 0.00 1.00 0.75 351 P4 P6 202 6.31 0.72 2.40 2.40 4.85 0.54 1.85 1.85 2.40 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,j C 4 4.3a 346.5 7.0 10.0 1.00 0.15 1.21 0.00 1.21 0.00 1.30 1.00 225 P6 P6 173 12.63 4.20 1.33 1.33 9.70 3.15 1.03 1.03 1.33 4 4.3b 5E-04 0.0 10.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 #####N.G. P6 173 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 13.0 13.0=L eff. 2.42 0.00 2.43 0.00 V win# 2.42 E V EO 2.43 Notes: denotes a wall under a discontinuity "" denotes a wall with force transfer "" denotes a TJSB 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 29 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 5-8)-Unit E6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.67 kips Design Wind F-B V 1= 1.72 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.1D kips Sum Wind F-B V i= 4.15 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall LOL aN, C p w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM R017,1 U,ie1 OTM ROM Una, U,,,, Us,„„ (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 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 Sri 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 Ire y(-L�ro33 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 yvi zprett, 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Rip Air j yUs) 4,53 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 #414#14t 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 2V50 4.10 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer "' denotes a TJSB 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 30 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT 4: 17075-River Terrace(Lots 5-8)-Unit E6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.84 kips Design Wind F-B V I= 1.81 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V 1= 4.93 kips Sum Wind F-B V i= 5.96 kips Min.Lwall= 2.57 ft. • (0.6-0.14Sds)0+0.7 p Qe 0.6D+W per SDPWS-08 HD Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL aft. C C w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Un„ U,,,,,, OTM Ro-,,, U,,, U,,,,,, U,,,m (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) i, (p11) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 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 o' 4 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 44444 N.G. P6 173 0.00 0.00 0.00 5.82 0.00 0.00 0.00 4.50 -4182- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Altai - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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.x.0.12 1.78 ''1.30 0.44 2775** ** 1028 22.20 1.20 15.75 19.70 18.50 0.90 13.20 16.29 4 4.2b 116.4 2.0 10.0 1.00 0.15 0.26 0.00 :0.12 0.00 1.00 0.44 178** ** 132 1.43 1.20 0.17 0.17 2.38 0.90 1.11 1.11** "vi4 J 797.2 19.0 19.0=L eff. 1.81 4.15 0.84 4.10 pp,, EiVwf„d 5.96 1'VE0 4.93 (1w �✓�Z/73� Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 31 of 58 ESR-2652 I Most Widely Accepted and Trusted TABLE 3-STRONG-WALL4DSB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES"'s Seismic(BDC C-E) Wind(SDC A-B Hold-down Hold-down Nominal Drift at Drift at Height Allowable Uplift at Allowable • Uplift at Model No Width Allowable. Ailoyveble le (in) `' (n), Shear(lbs) Shear(In) heaAllow(be)ble shear(iba) Shear(In) Shear(lobs) SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 5600 0.30 13495 6160 0.33 14845 SWSB 24x7 24 78 10300 0.29 20800 10400 0,30 21000 - SWSB 12X7.6 ., 12. 855 2520 ' 0,32 ` 9920 2770 535.a 10905 • •g ' SWSB 18x7,5 ,18 85.5 5380- . 0,34 14215 6910 .0.37 15615'• o SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 ";••a'''1 SWSB 18x8 18 93.25 5150 0.37 14840 5565 0,40 16325 SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWSB12x9' 12 10525' 1580 0.43' 9570 1780 048 • _10780 • SWSB 18x9 18,',,: 105.25`, 3810 • ` ,'0.43. ` 13770 4180 0.51 15105 SWSa24x9 '24= 10525.- '7810 , 042 21280. .,8590 047 `y 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 .: SWSB18x7.5 18 : 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: Date:, (206)285-4512 IMAX: Client: Page Number: (206)285-0618 f 1 P Ms 6,0v lSl4s vJ :42` 06-6,p4-_ ,---2,E,1 ptr cel r ' I i i / ( I 1 i { _ i 1 11M 1 4 --1 r __--- ..› , 1 • (f ) Ivo *(z57-4S) • ___ to .75_ (4)(0, 6) , 4- 2-( ),%)( 4-Di-4 --)---(uuk)(401-t---) )qn) ?\._7---- iib 9 ,-Do 9‘)F- ,e(r . ). .-" --fi- -- (t_zty-2.9_ __,_ 266?_10,p-__ oFpi,t,t.voAL_ __G 6 r p- ) f2 -/"' -( 15) 2(33 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 33 of 58 Structural Engineers E2 20D D6 ROOF BELOW 15.-4" ♦ q COMMON WALL V-:" € 9'-8" 10/2 5" 0 EXTENT OF + 1 1-HR EXT. �• 4•-10" 4'-10` ` I WEAI PER 'Ir jai 1—t COMMON WALL DETAIL 3/D 6-0 a 0 5L 7 II - �� 1 ��-r- WALL BELOW-- � _ AI VP L Bedroom 2 a 4 a 33 I D1 -6- n to FIREPLACE VENT C 2'-1Y4.-1Y4 F 8'-4Y2. 1-83, xI ?`•' { tO 5 H. m 4. I --. 01<� 24'T6 2-0 1 m K .:the 4 1� , aIFOLD �� 1 ~O 2'x3"41 v 5 TP I 1 in 4 // c1� 14CCE J n an '1.'-7:1';r'1.'-7:1';rf .9 III0 HOWER ..-AI L CV DW o MII 'v —m M. Bat MI 30"TB •-4 H w_ _ _ LOW WALL 4'-10}14 3-6 4 .0 42"A.F.F. mV. N. '' SEE SHT. 1 US FOR 0 ,11'I' STAIR ® DETAILS RADON RFQUCflON SYSTEM k I. 8."-4. " 3.-. $ SY21 e VAUk,,,,,,G,11,ING.'.':::.':..'.j MAVUFl4CTUR✓R'..V: :'.:i; Is I vi_?:4'r 'iE �6:a'2J:'i:':':.i:;I Master:Bedroom';:':':'::i ' I to I EXTENT OF -1-9 2-6'4-6 1-9 m WALL PER 4-6 F CS`lT 4-6 F 'Ur DETAIL 3/01 I I I I I I {I 4'-11" 1 l 9" 4'- l 1-8"/ 9-8" ♦ -2"♦ V-5* UNIT K-6(A) UPPER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 34 of 58 0 5-4" CL COMMON WALL 11•_10%4" 4 '-1" 1. g 1 Ol ROOF A-DDOVE .� ®. CL COMMON WALL . . _L �, la I Z a GUARDRAIL AT 442" o f I ABV. DECK SURFACE I 1 5 1'-{ 4'-3• 4'-3" t 5'-3" °o o°L,, t I 1 Deck I I I.t= I j FLO ABOVE1 j l n EC 1- F EC 1 1-645-)SH 6-0 6-10 SG0 I I I ti -4.-1- SAFETY GLAZING I Living m I CIF11 1 I ID' TILE HEARTH I . I (OPTIONAL)--_,. FACTORY-BUILT .� I DIRECT VENT GAS_�� I �; FIREPLACE m 4 •a I I INSULATE FLOOR OVER I UNHEATED SPACE —Ii IiI I I I I I t 6t 3'-6" ; o C DN Io I '? LOW WALL I 42"A.F.F. _7 ------ I Dining - I i I -CONTINUE 36"ABV.LOW WALL -I COMMON WALL ^�'' GWB THRU NOSING "(rte; AftI FURRING TYP. a 2'-B" RADON i%l 1r SEE US FORTSTAIR 4_a� t MITIGATION ( DETAILS I xe VENT STACK `�1 I v _ I I I I /1--* OPEN RAIL 0/PONY WALL: I TOP OF WALL +22" ABV. LANDING .i UTOP OF RAIL +42" ABV. LANDING I I II o I j Q o © pl> NIP o, :I I 0 12'-6Y2 1 S-1Y2 3'-11Y2 i II n 1 IN • SULATE FLOOR OVER II 1 UNHEATED SPACE I I FLOOR BELOW --- 45, I I OW I I' IA 1...,_:_ r 1-2 2-6 F i 1-HRN EXT.ER 4EXTET OF 491 09F 2 C4T 0 41 0 ( I DETAIL 3/01. I F in I I 4'-10" 1 4'-10" i'-10',2'-2"I 41.-6", B'-6" 4'-0" 1 • j 15'-4" } UNIT K-6(A) MIDDLE FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 35 of 58 e � +15-4" 4'11,-103/4 I 3'-53'4 t COMMON WALL I"r DECK ABOVE II , O F COMMON WALL I ;O. ° tL e 5.-11- 5-5- { v ¢ W 11 WOOD TREAD, MAX.I IEl I RISER (ADD OR m REMOVE-STEPS AS `? I I REQUIRED PER i SITE CONDITION), 3'-0" I e I • I I I ECT VENT GAS . i DIRWATER HEATER I e AND FURNACE I DOORS SHALL BE I SELF-CLOSING 1 f I 20-MIN. RATED '® I j' Tandem 2-Car - —�- •j Garage t,U OCCUPANCY ' I/I• I e I WALL FINISH: V ti-F- . .. I GWB CEILING FINISH I II3/4" TYPE X'GWB -0-MIfL FURN.T FIRE- TAPE ALL i.1N5tl! _ GWB WRAP BEAMS ?: C..,.,., m BELOW CEILING t:::.: I LEVEL. INSULATE l''''-' L:_ R3 OCCURFLOOR ABOVE ��• I - ,i I1. 6-' - I .1 "' I FURR DOWN} 3_6" - n FOR DUCT RUN 1I•••--INSULATE WALL PER DETAIL 4/D7 WHERE ADJACENT d _- - I TO HEATED SPACE ', �_.„. I RADON REDUCTION I SYSTEM I SEE SHT. �cp U8 FOR STAIR I DETAIL1".Sr. I 1 I WOOD TREAD, MAX. • D5 I ♦ 8" RISER (REMOVE STEPS AS REQUIRED o PER SITE CONDITION, .I lit.t.,+C' I I MAX 1 TREAD) 0 I • Hry.a I m mN 1 I Wolf oM I I UV 1:0,1:70, SOHD Mk''KW I' w 1 II 7CODR-ng6VE___ _• I- I o say" F1-71.1 I "-♦o VV . - ';18.01'-10-i z'-2 •. II II Porch I -, I II , • } 1V-4" UNIT K-6(A) LOWER FLOOR PLAN 1/4"=1`-0. ENGLISH REVIVAL 17075_2017.05.11_RiverTerrace(Lots 5-8)_Calculations.pdf Page 36 of 58 4x12 HDR U z N 14 -. 59.0 HUCr16 HUC416 (2)1%"x20" LVL FB x10 -• 4x1 -0z10 o I 1, UP TO BED 21x,_P,m `;n U B� I - DNLIVNG 'TO ' If la:� IJ I N I I �' _1L �.�I u L�_I II ly"'�I 1I 1-- FLOOR G.T. 6 � S9.0 TYR I 1 ( 20 @ BLDG. IL1 59.0 STEP ITYP 20" OPEN 151E8 JOISTS 0 19.2" D.C. ®®BLDG. I� III '®STEP I3 .7.---7.."---1-.- _ FLOOR GIRDER ©J,I I iI�' 1 TI IT420/I .6 I°i 1 1II'll - 1 ®BL G.TYR 5£ Illi ii \I --tf�BATHO11 it STEP I I'li I 1 ` i TAII1 III I I F AMI G TYP. ® I1�L`Sl-J- 1---1 L .; N 1, I -: 1 / i ®BLDG. I��;tv 11 I 1' 1111 STEP e I 1 E 11 I. 1 DINING �) I/ 1 Ili xI1 1 I 1I ��-UP IO If d\ M. BATH �N-- 1 .1 j- / IIi 1%LVLx20FB" I II [[. 1� I I I, I I„ ooI 1, 11 d01 1_ ; I`I ,. Ii I UP TQ DN TO I M. BED . . KITCHEN Z (2)14'4%20" LVL FB UNIT K-6(A) RPAMINGOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 37 of 58 E)i" 18 POST ABOVE �• S9 POST ABOVE e I6x6 P.T. POST W/ L I T P.T. 4x12 HDR I ACE6 POST CAP 11P. I mMB6 I 4x8 FB N QI ., BEARING Io:. 41W STUDS ABV.`1el \. 2x8 P.T. LEDGER\161_.L. 1 'T".i. Rr 9R-7km 4* r I 1 I 1 1 1 0 1 0 1 . 1 6 TIP. -o S9.2 1 ,IIID 11 0 BLDG. N S9 STEP T1P. cr 0 BLDG. S9.0 m e STEP G7 ABOVE MB5 �� 3h x10 CCAASCAD= S.L HD i I TYP. 0 � 0 BLDG. STEP I TYP. 1 1 .`1.,I. ru u^ 1 II 13:'x914' /€. 0 BLDG.® 1 IRIGIDLAM LW/I 1 STEP I USN W/JSIt)1 1 111 1 I p, 1 I €I €1 II I `1 / €1 MB4I 1 'I • II 11 © 1 x10'CAS:ADE S.L. HDR T € € POST I" i I I ABOVE I I I I/STAIR AIRGII I " I 11€4 HU410 1 a . Q II B - I1 r A mm€I� BM TB ft 0/2 j gD4 TO 1 m" ENTRY xHT ,.Q I I IM I ^7v1B1 I HDR_� I I 1 3!z"x1014" CASCADE • HUO ' 9 G ABV. I Tillli. 314"x 934"BIG BEAM FB BUNDLED STUDS 13rx414"RIGIDLAM LVL GT ABV. FOR HDR ABV. 1121 MAIN FLOOR UNIT K-6(A) FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 17075_2017.05.11 River Terrace(Lots 5-8)_Calculations.pdf Page 38 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 19 DEC 2013,6:38PM e i P 1ka tERCA-1i13276V 3.EC6 1IIti"" im le' eam P ,. ,. cAL:0114C X1983-2413,� �:��a�1,Ver.643,821m Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Wood Beam Design : UB-1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-45 BEAM Size: 4x10,Sawn, Fully Unpraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 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 Wo°aa°.TO97 ) Max fb/Fb Ratio = 0.327: 1 fb:Actual: 321.48 psi at 4.250 ft in Span#1 Fb:Allowable: 982.51 psi Load Comb: +D+L+H Max fv/FvRatio= 0.154: 1 A A fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.50 ft,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.035 in Downward Total 0.052 in Left Support 0.42 0.51 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.42 0.51 0.32 Live Load Defl Ratio 2943 >360 Total Defl Ratio 1952 >180 17075_2017.05.11_River Terrace(Lots 5-8)_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 Printed.19 DEC 2013,6 39PM Multiple Simple Beam ', ,.. �' iiii� ;e �� f filtiNklitliri Lic.#:KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams Wood Beam design MB1 Calculations per 2005 NDS IBC 2000 CBC 2007,ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Wood Grade: Fb-Tension 1,000.0 psi Fc-Prll 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Design Summary D 0.1950 L 0520 Max fb/Fb Ratio = 0.368: 1 fb:Actual: 367-28 psi at 1.500 ft in Span#1 d - Fb:Allowable: 999.05 psi Load Comb: +D+L+H W 4 Max fv/FvRatio= 0.683: 1 A A N: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 IN E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.78 Live Load Defl Ratio 4679 >360 Total Defl Ratio 3403 >180 Wood Beam Design': MB2 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-OS BEAM Size: 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 9.a0 4 Point: D=0.120, L=0.320 k @ 4.50 ft Design Summary - „wiu,=n 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 1. ..X :, = Fb:Allowable: 1,977.35 psi • V •Load Comb: +D+L+H ; . ( t _-. _ ,. Max fv/FvRatio= 0.164: 1 LV, N:Actual: 50.69 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.0 n, 1.75x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.141 in Downward Total 0.194 in Left Support 0.16 0.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 1.55 Live Load Defl Ratio 851 >360 Total Defl Ratio 619 >180 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 40 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed,19 DEC 2013,5.39PM AB E r .cfolsersItstar E7 €1 2t;A 111"32'-6,1/11�04 u.1 t e $imp1e Be tl ... -_-1 ........ . .. .._..•. <...1. ...' u «:xENEsiaA C 6,4C 663466,Bt,Ad 613.8.31,V 013.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design : MB4 ' Calculations per 2005 NOS,IBC 2006,CBC'2007!ASCE 7-05 BEAM Size: 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 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.965. 1 D(0.180 L(0.480) fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 t,, Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H 0 • Max fv/FvRatio= 0.559: 1 A A fv:Actual: 148.04 psi at 0.000 ft in Span#1 11.50 ft, 3.125x10.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.350 in Downward Total 0.481 in Left Support 1.04 2.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.04 2.76 Live Load Defl Ratio 394 >360 Total Deli Ratio 286 >180 Wood Beam Design MB5 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pr!! 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point: D=0.420, L=0.510, S=0.320 k @ 10.250 ft Design Summary r„,„,„,,-s,_.N, .:<. .: Max fb/Fb Ratio = 0.746. 1 D(0.120 L(0.320) fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H . `. Max fv/FvRatio= 0.533: 1 fv:Actual: 141.21 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 11.50 ft, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.287 in Downward Total 0.402 in Left Support 1.11 2.35 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.11 2.35 0.32 Live Load Defl Ratio 480 >360 Total Defl Ratio 343 >180 Wood BeamDesign`:T MB6; Calculations per 2005 NOS,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-Pr!! 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.943. 1 D(0.0750 L(0.20) fb:Actual: 738.92 psi at 5.750 ft in Span#1 x• :. _ D Fb:Allowable: 783.50 psi .g4 "� $ ,? Load Comb: +D+L+H . io Max fv/FvRatio= 0.351 : 1 A A fv:Actual: 50.60 psi at 0.000 ft in Span#1 11.50 ft, 4x12 Fv:Allowable: 144.00 psi , Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.119 in Downward Total 0.164 in Left Support 0.43 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.43 1.15 Live Load Defl Ratio 1158 >360 Total Defl Ratio 842 >180 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 41 of 58 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K6(A) Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = 0 Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S,= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usqs.qov/desiqnmaps/us/application.php http://earthquake.usgs.gov/hazards/ 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 SM,= Fv*S, SM,= 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 SD1= 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 no= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor Do= 3,0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4,0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 42 of 58 SHEET TITLE: 17075-River Terrace(Lots 5-8)-Unit K6(A) 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 Ci= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) Si= 0.41 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sips/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=Sp1/(T*(R/IE)) (for T<TO 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Sul*TL)/(T2x(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if 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,„, = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sgft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof - 25.92 25.92 598 0.030 17.94 464.9 0.49 2.03 2.03 3rd(uppr) 8.08 17.83 17.83 598 0.030 17.94 319.9 0.34 1.40 3.43 2nd(main) 8.92 8.92 8.92 598 0.030 17.94 160.0 0.17 0.70 4.13 1st(base) 8.92 0.00 SUM= 53.8 944.8 1.00 4.13 E=V= 5.78 E/1.4= 4.13 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 43 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: 17075-River Terrace(Lots 5-8)-Unit K6(A) F-B S-S ASCE IBC Ridge Elevation(ft)= 44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. --- --- Building Wdth= 19.0 40.0 ft. Basic Wind Speed 3see Gae= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= '. B B Roof Type= Gable Gable PsaoA= 24.1 24.1 psf Figure 28.6-1 Psaoa= 3.9 3.9.psf Figure 28.6-1 psso c= 17.4 17.4 psf Figure 28.6-1 Psso 0= 4.0 4.0 psf Figure 28.6-1 >\= 1.00 1.00'. Figure 28.6-1 1<,,= 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) 7,*4C *Iw*windward/lee: 1.00 0.00 ps=T*Kzt*I*Rao= (Eq.28.6-1) Pse= 24.10 0.00 psf (Eq.28.6-1) Pse= 3.90 0.00 psf (Eq.28.6-1) Psc= 17.40 0.00 psf (Eq.28.6-1) Ps o= 4.00 0.00 psf (Eq.28.6-1) Ps A and C average= 20.8 0.0 psf Ps B and D average= 4.0 0.0 psf a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 7 28 MAIN WIND-ASCE CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00 1.00, 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB AC AD AA As AC AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.to (sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 44.00 18.1 0 217 0 126.6 0 217 0 506.3 Roof -- 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 6.7 0.0 3.01 6.73 6.73 6.73 0.00 0.00 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 2.6 0.0 3.49 2,58 2.58 9.31 0.00 0.00 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 2.7 0.0 3.66 2.71 2.71 12.02 0.00 0.00 0.00 0.00 1st(base) 8.92 0.00 AF= 751.3 AF= 1582 12.0 0.0 V(F-B)= 12.02 V(S-S)= 0.00 kips klps kips kips 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 44 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: 17075-River Terrace(Lots 5-8)-Unit K6(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.00 0.00 0.00 0.00 6.73 6.73 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.000.00 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 0.00 271 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-MinJPart 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 6.73 4.04 4.04 0.00 0.00 0.00 3rd(uppr) 8.91667 8.91667 8.91667 2.58 1.55 5.59 0.00 0.00 0.00 2nd(main) 8.91667 0 0 2.71 1.63 7.21 0.00 0.00 0.00 1st(base) 0 0 V(F-B)= 7.21 V(S-S)= 0.00 kips kips 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 45 of 58 Design Maps Summary Report Design Maps Summary Report User—Specified Input Building Code Reference Document 2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III g • .4-Vii.,,,,/ fir.744 y ,-,-.0.-.-.. :Lt",-;k.: ...°- ,,,,- '-',:- ,-'-':'k::'''..-;.if'r!'.-,'.r"-"L----'.''-',:'#:4 k ' --. ,l'e;,,&,i-,,,,,\'<'; Ue5t % 02015 '. r, , t €"1 3pQmesi USGS—Provided Output SS = 0.972 g SMS = 1.080 g Soy = 0.720 g Si = 0.423 g S„1 = 0.667 g 501 = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCE Response Spectrum Design Response Spectrum tt. 1.10 0. o 010 0 72 0.92 0,44 077 4. S 0,40 a 0.55 , 0.30 0.44- 0.32 2 0.24 • £x.22 0.1 G .08 0 C41 o oo b, o .o 0. 0.9 k 1.0 1_20 1.3G t. 1, 2« .00 0, 0.0 0.co 0.00 1.r 1.2# 1.34 1_ fl 1.40 2.00 period.T(sea Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. 17075_2017.05.11_River Terrace(Lots 5-8)_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 Nth so A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength s. < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 17075_2017.05.11_River Terrace(Lots 5-8)_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 S5 = 0.50 Ss = 0.75 S5 = 1.00 Ss 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S5 For Site Class = D and 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, 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 S, For Site Class = D and Si = 0.423 g, F„ = 1.577 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 48 of 58 Equation (16-37): SMS = FaSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SM, = FvS, = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % SMS = 2/ x 1.080 = 0.720 g Equation (16-40): SD, = 2/ SM, = 2/ x 0.667 = 0.445 g 17075_2017.05.11_River Terrace(Lots 5-8)_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 Sps I or iI III IV SE's < 0.167g A A A 0.167g <_ SE's < 0.33g B B C 0.33g <_ SE's < 0.50g C C D 0.50g5SE'5 D D D For Risk Category = I and SE's = 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 SE's I or II III IV SE's < 0.067g A A A 0.067g <_ SE's < 0.133g B B C 0.133g <_ SE'l < 0.20g C C D 0.20g5S01 D D D For Risk Category = I and SE', = 0.445 g,Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(2).pdf 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 50 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 5-8)-Unit K6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 kips Design Wind F-B V i= 4.04 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.03 kips Sum Wind F-BVI= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wnd Max. Grid ID T.A. Lwall Logy ea. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet U,„,n OTM RoTM U,et U,u,,, 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.3a 108 ,10.8 10.8 1.000.15 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 A A.3b 82.92 8.3 8.3 1,00 0.15' 0.56 0.00 0.28 0.00 1.00 1.00 34 P6TN P6TN 68 2.25 4.59 -0.31 -0.31 4.48 3.40 0.14 0.14 0.14 R A.3c 108 10.8 10.8 1.00 0.15 0.73 0.00' 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a' 131.2 10.8 '10.8 1:00 0.15 0.89 0.00 0.45 0.00 1.00 1.00 41 P6TN P6TN 82 3.57 7.80 -0.42 -0.42 7.08 5.78 0.13 0.13 0.13 B B,3b 167.8 13.8 13.8 1.001 0,15' 1.13 0.00 0.57 0.00 1.00 1.00 41 P6TN P6TN 82 4.56 12.76 -0.63 -0.63 9.06 9.45 -0.03 -0.03 -0,03 B B.3c 0 0.0 0.0 1.00 0.15' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 598 54.3 54.3 =L eff. 4.04 0.00 2.03 0.00 EV,,,nd 4.04 EVEQ 2.03 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 51 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 5-8)-Unit K6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.40 kips Design Wind F-B V i= 1.65 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.43 kips Sum Wind F-B V i= 5.69 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LD_of. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM Unet OTM ROTM Unet U,,,,n U.., HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.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.2a0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 -0.42 0.00 0.00 0.00 0.13 0.13 B B.2b 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 -0.63 0.00 0.00 0.00 -0.03 -0.03 B B.2c 305.1 25.0 25.0 1.00 0.15 0.73 2.02 0.66 1.02 1.00 1.00 67 P6TN P6TN 110 15.05 42.19 -1.12 -1.12 24.71 31.25 -0.27 -0.27 -0.27 - 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 r 0.0 0.0 1.00 0.00" 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1:00 ;0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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 EV,,„d 5.58 r.VE0 3.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 52 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17075-River Terrace(Lots 5-8)-Unit K6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.70 kips Design Wind F-B V i= 1.63 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.13 kips Sum Wind F-B V i= 7.21 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wnd 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 OTM ROTM Unet U,um U,,,, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A,1 a''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.1 b 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.1 c 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 Bic 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 G 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -" - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 710.8 69.7 69.7 =L eff. 1.63 4.30 0.70 2.63 V„,d 5.92 EVEQ 3.33 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 53 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 5-8)-Unit K6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.08 kips Design Wind F-B V i= 0.00 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.08 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)0+0.7p Qe 0.60+W per SDP W S-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 Logy e,[ C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM R. Unst U,,,, OTM RoT,.I U,,,, U,,,m Us„,, HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 ,4%4TGF�s 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 pt.1 yT•"y`!b 693 8.0 8.0=L eff. 0.00 0.00 2.08 0.00 EVwlnd 0.00 L'V50 2.08 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer denotes a TJSB 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 54 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 5-8)-Unit K6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.72 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.80 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)0+0.7pQe 0.6D+W per SDPWS-06 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 L❑L�rr Cc w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM R❑TIO U.t IJ m OTM ROTI, U,er U*um Usum (sgft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Gy444P1r1 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 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2b 346.5 4.0 8.0 1.00 0.20 0.00 0.00 0.86 1.04 1.30 0.89 695 P2 --- 0 22.24 2.56 5.90 8.38 0.00 1.92 -0.58 -1.15 8.38 G yL4.y71 693 8.0 8.0=L eff. 0.00 0.00 1.72 2.08 1'V,„„a 0.00 E'VE❑ 3.80 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 55 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17075-River Terrace(Lots 5-8)-Unit K6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.86 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.66 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)0+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 LDL off. C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Rom/ U=, U.,n OTM ROTM Une, Us,,,,, U*,,,n (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 t-(-1.00t 1 1.2b 115.5 4.0 6.0 1.130 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 1-1412014- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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**** 41 10S0J 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 ##lt##*" " 0 22.24 0.00 -33.35 -24.97 0.00 0.00 0.00 -1.15**** 693 21.5 21.5=L eff. 0.00 0.00 0.86 3..80 1,4-15Ei5 axe EV wind 0.00 L VE0 4.66 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer �� � n_ L *** denotes a SIMPSON SHEARWALL 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 56 of 58 ESR-2652 I Most Widely Accepted and Trusted •, TABLE 3. STRONG-WALL°SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) . FOR PORTAL ASSEMBLIES1A3 Seismic(SDC CIE) Wind(80C A B) . ` Hold-down Hold,down- Nominal '` Driit at Drift at.. Height., Allowable Uplift at Allowable Uplift at Modsl,No >h°� ( shegr:(Ibe) (in), heap lois) •sheer(!. : 8h aar A"Pw(le) Shear(lobs) In) 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 0.28 20800 10400 0.30 21000 SWSB 12R.5 12. . 85.5 .2520::.-:,' 0,32_:!',-:: . -..8020. 2770 0 35, -:10906 SWSB.18x7 5 16 85 5, 5380';!:::. 034 . 14215 . 5910 = 017,..,:','ti ',151315'''•l ':m>, SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 :o;'= SWSB 18x8 18 93.25 5150 0.37 14840 5665 0.40 16325 SWSB 24x8 24 93.26 8870 0.37 21415 9760 0.42 23560 SWSB:12x9 : ..!12.'!y:. .195.24: 1580: r';.043 ;;...y.9570.. .1780 :.0,48:;....c.;. ,10780 SWSB:18x9 ... 18 :: s 106:25'.' 3810 :043. ?..13770. ,.4180 051,.x,_` 15.105; SWSB 24x9 24 105 25:= '7810; .. `0 4 21280: -.,•::,110.9.q.,.:.:',!, :23405 ;a:y 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 85k; :::0,31 9450-'.- ,:1320 038 10390 •t SWSB 8x7 5 (: 18 85 5 ' 2625; ,,;0;33 , 13870 2885 040 ,..',-,15245.!:. 1`a" SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 ':E.; SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 ,;-'i r;,! ) SWSB 24x8 24 9325 4435 0.37 21415 4880 0.42 23560 SWSB-12x9, "< ...i? ..;y•......... 10525':' 790' 0.43 8570 - :890 048 10780 SWSB18x9 .: 18 :105.25.:'. 1905 ':0:43i!-::!;:13770.!:.::.,..i! 2090 0 51 1 15105 • SWSB:24x9 ;;':,,,,,;i4'.....:,,,,:.. 105 26 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. 2Hold-down uplift at allowable shear is based on a moment arm of 8.688 Inches,14.563 Inches and 18.313 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-planershear must also be considered In hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load Is allowed. 3Panels may be trimmed to a minimum height of 74''%Inches.For panels trimmed to a height less than 78 inches,use allowable shear values shown for 78 inches height.To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,Interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 57 of 58 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: llate:• (206)285-4512 FAX: Client: Page Number: (206)285-0618 -VP Ms r, PA. - — 4-1-\?? I . I I 1 i i ( i 1 it______ i . - \ 1 i 1I 1-.- - -- _ - 1 9 4 . : 7_, t_____, ,, ,.. ___.„.._ __ . ---t,,,,, ( wii ) ./ 1- t. A_ 11,0 _<- (A-2.,, (25r#S • — t4.) :IS 6/-)( 6.) , • -i- le )Y2)( 4+-4 4-04 l'OC4,7-1e---) -L71-.) ` 4 ��,T i c) Qom. iib p • D 16,' - 4,5_4_9_ __ 26, O 0- ,1 t 1/1/ 6 MIN, IVf WAP SP Tl2.,N. v . 06645 . 4\ X t 5i - ---2,), iL--'0,--c) Z*7-17) ri--(41-ot 15) 2(301- -P-- (6 / 04 54 �t Z °l9 17075_2017.05.11_River Terrace(Lots 5-8)_Calculations.pdf Page 58 of 58 Structural Engineers . N J6 MAIN 1-25-16 , Roseburg 2:28pm A f=orest Products Compum 1 of 1 CS Beam 2015.7.0.1 kmBeamEngine 4.13.10.1 Materials Database 1543 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename: Beam1 Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 0' 0.00" 0 100 Live Point(PLF) Top 0' 0.00" 50 34 Roof T ir , '1 , 2 0 06) 10 6 0 ® 14 3 0 2690 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 2' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 678# -- 2 12' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 1030# -- 3 26' 9.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Roof Dead 1 369#(277p1f) 82#(62p1f) 309#(232p1f) 2 832#(624p1f) -16#(-12plf) 199#(149p1f) 3 322#(242p1f) 2#(2plf) 95#(72p1f) Design spans 2' 0.000"(left cant) 10' 6.000" 14' 0.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1255.'# 2820.'# 44% 20.22' Odd Spans D+L Negative Moment 1302.'# 2820.'# 46% 12.5' Adjacent 2 D+L Shear 579.# 1220.# 47% 12.5' Adjacent 2 D+L Cant.Shear,Lt 317.# 1220.# 25% 1.99' Total Load D+L End Reaction 418.# 1151.# 36% 26.75' Odd Spans D+L Int.Reaction 1030.# 1775.# 58% 12.5' Adjacent 2 D+L TL Deflection 0.2140" 0.7016" L/786 20.22' Odd Spans D+L LL Deflection 0.1661" 0.3508" L/999+ 20.22' Odd Spans L TL Defl.,Lt. 0.0489" 2L/980 0' Odd Spans D+L LL Defl.,Lt. -0.0334" 2L/999+ 0' Even Spans L Control: Max Int.React. DOLs: Live=100°/ Snow=115% Roof=125% Wind=160% Left cantilever allowable shear is for joist only SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON �}���� EWP MANAGER Strong- Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 J7 MAIN 1-25-16 r4 ., A Forest Products Company 1 of 1 CS Beam 2015.7.0.1 kmBeamEngine 4.13.10.1 Materials Database 1543 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 11 ',,, ,,,,, 1 , / / / 11 0 0 14 6 0 9 m ° 2560 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 312# -15# 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1103# -- 3 25' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 257#(192plf) 55#(42p1f) 2 849#(637p1f) 255#(191 plf) 3 327#(245p1f) 91#(68p1f) Design spans 10' 9.375" 14' 3.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1254.'# 2820.'# 44% 19.57' Even Spans D+L Negative Moment 1441.'# 2820.'# 51% 11' Total Load D+L Shear 596.# 1220.# 48% 11' Total Load D+L End Reaction 418.# 1151.# 36% 25.5' Even Spans D+L Int.Reaction 1103.# 1775.# 62% 11' Total Load D+L TL Deflection 0.2167" 0.7141" L/790 18.85' Even Spans D+L LL Deflection 0.1753" 0.3570" L/977 18.85' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow--115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663