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Specifications (13)
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CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, NA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) OFFICE COPY #16043 DEC 2021;16 Structural Calculations o River Terrace ��c �G NF �,k Lots 152-156 1d (Row Houses) �REG' N�k� k 2 , Tigard, OR 4)/es T2 ���F 07/13/2016 Design Criteria: 2012 IBC (2014 ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 18043_2016.07.13_RiveI Tell due(Luta 152-158)_Cak,ulaliurlb.pdf Paye 1 of 58 CT ENGIN E E R I NG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace—Lots 152-156 (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: 2012 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. 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 2 of 58 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 16043-River Terrace-Lots 152-156(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 21.8'psf Misc./Meth. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0 psf 314"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 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 3 of 58 0 ROOF BELOW ❑ rl 3'-7V2' 2'-3) 11'-2)" 1'-11y2 5'-7y4 4'-23/a 1'- 4 11{.--q COMMON WALL e1 j' EXTENT OF 1 7-0 5 0 XOX EGRESS I I HR. WALL 3/D1 � 1 TV NICHE :FLOOR:-BELOW N :4';' INSULATE.FL00R 1 AT+36" OVER 11NBEATED e 4 A.F.F. • SPACE :. VAULTEOI CEILING ' PER::$RUS$ MANUFACTURER y! Master Bedroorh O7 a a I 'n. Q 8 0 D3 y 2' 9 .m.. ...i13Ja 3.7) :6' 5y4 RADON REDUCTION •.\ SYSTFM� 3 .. :.y .. Linen , _ o 1. ♦ 2 -6 N N 5' SHOWS '9 N E - WFOLD q '�- ' i'-119)DN 7 1' 2x4 FLAT 24"1a i i ro ..„,-,..4•-----44-:` f SHELF PLANT T 'S• M.S Bath 0 1 o +F. �� LOCATE PLUMBING Q ROUGH-IN ACCOUNTING o o . . -T- N ® ® t I FOR (2) LAYERS GWB n RADON .c, DRYER N+ 26 WALL ♦ AT PARTY WALL 0 REDUCTION = v a i 11 o .f SYSTEMm SEE SH T. :: f: ::: . µTI SHER ro 5' TUB U4 FOR STAIR OPEN T4 I © & • I n DETAILS SHOWS", + ♦ BELOW':. 3'--_)" Bath T 24"10 7y2 3'-.9 ��.v1'I i ' �: I ATI1C S & P .. %> -,::::::::::LOW.....WALL....•:':':•:::::::::::::::.:•: I.I_ N ofAT:+42 W/ t •---"" WOOD CAP :. _3m i � 6-0 BIPASS 1•:•(.178 :•••••:-1.•••••'••••:.:.:::::..•.......• _� ak ; Nh^- °': 1, I m i _::::::::,:,:.:.:::: ::::::::::::::::::::::44 N:6 i , '-5) TYP. :.1..." Tech:Rrm: :RAISE ::EING: ::•:•:•:: DIO 1 m ®+9 334 °° ® ABV UPPEI FF;:� Bedroom 2 �D7} � H '--.—��• `0 2-6 4;• SH 1-9 I2-6 4-6 1-9 o i 4-6 F CSMT 4-5 F ((''�\\\\\�I -4 .... 1 N\ _I 1 I l`L� N\ I EXTENT OF I 1 HR. WALL I I I 3'-3" • 3'-10" 5'-0" 1 5'-0' 1 7-1' 4 10-0 42-0 1 1 19'-1" Jr UNIT E-6(A) UPPER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 4 of 58 (:::> r 9'-1" , 2.-6 ,-1` I 8" 13/4" I r I Roar AEOVE 0 o aGUARDRAIL AT+42" -1 i ABV. DECK SURFACE Deck 0 o- 4'-5' 1 4'-8Y2 ,r6'-4" t q COMMON WALL .?y FLOOR'ABOVE 20A i In 2-915-0 6. D6 0 F OVER 'et.' SAF 1 Z;LALNG NG 6-6-0 •-10 SGD I 1I ‘11 inI _1 n 1� ®` I1. I 1 F-^ I ; 2x6 WALL W/R-21 BATT INSUL I, 1 N N + - I I q„,;e j FACTORY-BUILT 1 ;•t I e.. DIRECT-VENT GAS FIREPLACE j{. IlaI IN � } TILE HEARTH ROOF I r:: (OPTIONAL) m I BELOW[.± I a • L_. I INSUL. FLOOR JOISTS AND ROOF RAFTERS IN I^ Q AT F/P ENCLOSURE N I e ® Living INSULATE FLOOR OVER �_____—LL_—�� o I RADON UNHEATED SPACES i 9E¢UCTION c _ jf ♦�♦ t - b I N :1'-1I" 3'-10" iOYi 2_6. 3_8. 2-8 rt, 1 • 1 1 1- S s P ' N ---- . :li Z : IN 44 ___1... A,, cDN N • � �� NM1 — op I o 0 LOW WAL AT 3 n +42" A. F. -� No b I x 1 , 0 *cirri N I I DW 1.1 RADON I I REDUCTION SEE SHT. SYSTEMi' U4 FOR STAIR 0 I I I e DETAILS 1.-6; 00-.11 _ t (1,,1 ♦ .a • f1 0y 1 48" . ` r 1 D4 UP n CONTINUE PARTY WALL •2--*. TYPICAL THROUGH FURRING 3 DinTYPICAL .•...`..."' I 1- © �� © — JFam I :34 Nye r. I Cr INSULATE FLOOR OVER in UNHEATED SPACES I .........wow= FLOOR BELOW •,, 2-' , 1-9 2-6 4-6 1-9 1 4-• F CSMT 4-6 F o I 1 N IN 49 0 I EXTET OF 1 HR.NWALL I I 3/D1 I I 3'-3" j 2'-2" II J1'-8.4 10'-0" .2'-D"1, 19'-1" J. UNIT E-6(A) MIDDLE FLOOR PLAN 1/4"=1'-0' ENGLISH REVIVAL 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 5 of 58 0 19.-1" . t 4'-1" 15'-0" i 3'-6Y4-31" r1 DECK ABOVE 1 , oo 4.- (e) I I. 0 2 y� 6" D6 `' I ' COMMON WALL c 0 oN 1 In i a a • . . . ----- I ) E 1' • °p WOOD TREAD, MAX. RISER 6" N Z Meth (ADD OR REMOVE STEPS AS s REQUIRED PER SITE CONDITION) I, ® r� • R3 OCUP. FlREPLA• , DIRECT VENT GAS �I I ABOVE WATER HEATER i' ll DOORS SHALL BE _-_-_-_- i r — SELF-CLOSING 11..., f 29-MIN. RATED i DIRECT VENT GAS p�q�'� -.1 Tandem 2-Car FURNACE bI --.1 < RADON qgp ;;j q Garage ,I REDUCTION tl�0 --I e U OCCUPANCY • SYSTEM •• ....!-- (........... ..ra WALL FINISH: 96" GWB CEILING FINISH ........... 4'-1" I 4.-D' FURR DOWN 34" TYPE 'X' GWB } FOR DUCT RUN FIRE-TAPE ALL m - INSULATE GWB WRAP BEAMS-rf-� BELOW CEILING ;� I` I UNDER STAIRS LEVEL INSULATE ® I I I AND LANDING FLOOR ABOVE. 4'-1" I i I 31-9Y2- ••••••••• , LJ INSULATE WALL o I'? PER DETAIL 4/01 , RADON WHERE ADJACENT ' REDUCTION TO HEATED SPACE—).-1I SYSTEM SEE SH T. .' U4 FOR STAIR a DETAILS \ ID ....1 16 3.-°- 9;� WOOD TREAD, MAX. RISER 8" o D5 % ` (ADD OR REMOVE STEPS AS i 4 !, REQUIRED PER SITE CONDITION) -z UP N�"z o J <o �� — — — Entry �4 a N 3 A N O ® I �� TE 4 I D2 I D7 I 8-0 7-0 S. 0 ,-` • �` FLOORi ROVE ilk Za E1s�I �'I -.,• � 12-1)j2-1y21 : WV,V! �• Porch FLOOR ABOVE AT 1 'I` STEPS I ee UP 1-14" 4•-3" 1.-8Y2; 1D•-0" t 2'-0"t 19'-1" ♦• UNIT E-6(A) LOWER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 6 of 58 SIM. 4 4 59.1 59.1 r c- 4x12 HDR w U B4 ,-0- N N c O I a a HUC416 HUC416 1 0 ®, __LZ�"x20"LVL FB I n n n Ri 1 3,i' ., L r...s=4x10 H1 UP TO 1 B 1' HDR I .BED 1 UN TO "' I cc a I UVING c;,0,1 l I u IV i LI LI `W L I FLCOrt G-.4. 1 I. 20" OPEN WEB JOISTS 0 19.2" D.C. 6 m 1 ,r . =I I DSCS 1 20 AT BLDG. �I! FLOOR GIRDER__DRAG TRUSS 18/59.0 59.0 STEP Ir 1\1 ®TYP. 2x6 ATIIIMI ISI, 1 I'f, � 16"O.C. _ r 111 }jq AT BLDG. 10 1 1U"x20"LVL FB J- 1 b} a STEP 59.3 Eli_ j 1 I I- I �(2) 2X10 I 1A,ui STAIR FRMG. 1 DN TOEN I �I 2x6 LEDGER, LEDGER ir4Alt (3)2x6 FB1 T1P. U.N.O. \ . AT LANDING j 1 H lt1 r SUP TO' /\\ = li M. BATH 1 / \\ / i r fI ti--- 1 j / \ i / ( O 1 1---I I I-a-�I , III 0" FRMGIR 1 " I I It µI RAISED / / \ 1 UP To 1. 1µ1 I PLATE i \ BATH l ' \ 1 I 1 / 1 o LANDING/POWDER 1 EXTENT OF I T AT+1'-244" - L_/RAISED FLR. ABV. MIDDLE F.F. 1 I RAISED FLOOR =u 1 WOO*LVL F8 I (DOT FILL) SEE LEFT .;A I% I GT ABOVE 4::::.....4:.:'.: ',/:..: I 0::rWDR:;':; '::: I : 0 ■ 2x10 LEDGER 0 ::y,.... - 6x6 I I... . IF-�F a DN TO I DINING 1H—UH.. J i UP TO TECH 1 e I UB2 —___ y' �_—_HD UP TO BED 2 UPPER FLOOR UNIT E-6(A) FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 7 of 58 til 1 I 1 I UB5 L --- � ii ir (2)2x10 FB I 09 ET OVER-FRAMING PLAN I x, TO MATCH HT. I--I^'.?: 1 OF RAISED FIR. I RAISED FLOOR AT+14W ;UPPER FLOOR WALLS 2x10 ®i6-W �' O.C. T . c-,„ .,I 1 �iS' i 2x6 LEDGER I 1 14.75" STEP E UBBF 1 1 Q HDR 7 59.3 RAISED UPPER FLOOR UNIT E-6(A) FRAMING PLAN 1/4"=1'-0- POWDER ROOM AND STAIR LANDING 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 8 of 58 18 r. POST ABOVE 59. POST ABOVE iii 6x6 P.T. POST W/ - - -- - -- -- - -- - --- - ACE6 CAP, TYP. PT. 6 12 DR _ Fie B6 ®lIIIIHNOMIN BL STUDS pr ABOVE I g --W---,J 2X TRUSSES I ?i 6x8.H II AT 24" O.C. _ .'e 1 \ � H3)4 U4x974 BIG':EA 1 GT m I ABOVE w I %� CO - GT ABOVE o m I %� Il ' i C9 ni 3 LOW ROOF I•, p 1 ��TTP. ABOVE e- � r } � Rr �." ••`� An,AT BLDG. O ,., .>C,,,, 1Z7 STEP a HU4 0 X I 3)4"974" BIG :EAM •TYP. I, "' cV 1 GT AB. i® ©AT BLDG. / •..$' II Ani TO :EAM i� i '� STEP LEDGER �I W I1 6x. .T T .;� 2 ® ' m . i4" RIGIILAM 1 LANDING F.F. AT+7'-0' I CCl m i� 4bc4 FRIM r ABOVE LOWER F.F. o, \ III TT1) " A:V. Li 2x6 AT 16" O.C. M X\ I' ' I FR if " RIGIILAM STAIR i w FRAOING m n ' BUNDLED / \ I m STUDS ABV. , ` / \ I rn ' _, 6x6 � I' ON TO I �r ENTRY _ol m > :,..1.,_ IRAISED FLOOR =I ':; -(DOT FILL) m •SEE LEFT mHOR , � cr ABovE .,IIJI p '„, _= . r � S=J' ii 1 oh HUCQ -I 'LAM LVL : 1.81/9 HUCQ 1.81/9 BUNDLED STUD FOR HEADER ABOVE MIDDLE FLOOR UNIT E-6(A) FRAMING PLAN 1/4"=1'-0” ENGLISH REVIVAL 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 9 of 58 (2)2x10 FB i TOP @+10'-1Y" (3) 2x +Ya PLWD. i UNDER (2) 2X10 EDGE OF TJI n PONY WALL TO RAISED BENEATH �114.75" FRAMING PLAN BENEA hI 1 T7=p 1 I TOP OF STS I 0+10'-1Yi — `-' EDGE OF TJI ®1E10DC I MIDDY FLOOR WALLS SUBFLOOR � I © I BENEATH _ J qr PLATE +8'-1" i-.-r` I I IMO 2x10 LEDGER HOEDOWN STRAP TOP a+10'-1Ya FROM ABOVE r li 10 /12 PLATE +8'-1" 59.9. 3 RAISED MIDDLE FLOOR UNIT E-6(A) FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 10 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: • (206)285 4512 Fax: (206)285 0618 Panted:19 DEC 2013,639P , - 4 moi � -,__ a , - ( , ,,, [ - ?; . t Licemnse,e:cr.tengineerin gLic.#:KW-06002997 Description Upper Floor Beams e (,BBBm'1'1` kk• UB1 ,, ;J���`,-V-:`; VCjlS1 !5� ,IBC ,CBC ,:ASCE,7-3 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-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.750 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=8.330 ft Desiqn Summary Vol4?e? di°411 Max fb/Fb Ratio = 0.835. 1 fb:Actual: 700.00 psi at 1.750 ft in Span#1 Fb:Allowable: 1,102.10 psi 410 4110 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 82-2.6 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr 5 w E H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.47 0.54 0.36 Live Load Deft Ratio 1290>360 Total Defl Ratio 852 >180 Wein ft)( 1g ' UB2 /H '' � l r 20035 IS,iBC 2006,CSC�' E 7-1S,, BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary wed Shoe° 1 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 . ... __ ..- Load Comb: +D+L+H MP IMP 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 It,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 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 � 6 '�BeB}; ���UB3g Cal�� Quv ' "510 LB:2007,A.. . 7 ?5\•- xr \ t% ii ,, , . :<` >„/ " i , 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-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 kfft,Trib=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary D ;,,�,li01 6 Max fb/Fb Ratio = 0.082. 1 fb:Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi Load Comb: +D+0.750L+0.750S+H • • Max fv/FvRatio= 0.070: 1 A A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 ft,4510 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152 >360 Total Defl Ratio 13898 >180 16043_2016.07.13_River Terrace(Lots 152-156)_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 .._ . .. : �A1117Cl-fi.. t , -_ rte, ,� r, & �� ,,�_ u i ._ . 9 ,,,. 4 A®W„�; :F.i3.8.,st Vil2 Lic.#: KW-06002997 Licensee:c.t.engineering o j153 �tpsi• U B4 \ ° 4 r ons per 2005,1ibS 2006 CBC 2007 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-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0180, 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.._, ,� • 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 6 t Beeit>I'i esi UB5 r,,,A' ', :�`�. 1 NW�a Calculations. per2005111DOEW',2006,BBC 2007,ASCE 7-05i BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unit Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary D 0.09750 0260 Max fb/Fb Ratio = 0.165. 1 :::: fb:Actual: 153.55 psi at 1.750 ft in Span#1 , Fb:Allowable: 931.44 psi Load Comb: +D+L+H • II 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 3506,2-2,10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SW 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 Dell Ratio 8902 >180 Wto •• ®esign UB6 Ai 4, s,:Y ,,,,, , Calcu `„,,,t , ' PE,IBC 2006,CRP,,,,, 10. E T-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unit 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 :�� � Max fb/Fb Ratio = 0.199• 1 fb:Actual: 202.13 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi . Load Comb: +D+L+H III 4111 Max fv/FvRatio= 0.163: 1 A A fv:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2,8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.20 0.39 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.39 0.08 Live Load Dell Ratio 7849 >360 Total Defl Ratio 5486>180 16043_2016.07.13_River Terrace(Lots 152-156)_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 im a.$ia1C� !�<< PRIFi *, s,�,» i i Lic.#: KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams Wood Beam Design MB1 I '/' 2008 P401 ' M C8C 2Q0",/!,, E i`-os BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!' 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=20.0 ft Desiqn Summary .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 ft24x8 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's 0 . ',,7).S',- _ - 4 7W2005 NDS C 2006 : t107;ASCE 7.015 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Alowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.50 ft Point D=0.530, L=1.40 k @ 1.330 ft Desiqn Summary W... Max fb/Fb Ratio = 0.913: 1 &8).61, d tt6°03.j) fb:Actual: 848.86 psi at 1.400 ft in Span#1 ' � '--- Fb:Allowable: 929.74 psi , - Load Comb: +D+L+H Max fv/FvRatio= 0.803: 1 A A fv:Actual: 120.38 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.037 in Downward Total 0.050 in Left Support 0.71 1.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 1.22 Live Load Defl Ratio 1638 >360 Total Defl Ratio 1189>180 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 13 of 58 } a ,ickerson St. CT ENGINEERING Su'Ir<302 I N C. Seattle,WA RIVER TERRACEDate: 98109 Protect: (206)285-4512 FAX: Client: Page Number: (206)285-0618 MB3 o~dee' acv mixtvoc 0' x-1 s 6 oby+ z) C 4 o t' rpwx) (tot zs o (' z 3 f-r7 15k) - c'7 '/► 7s, \= S7 3 3 f 'sI'? 0 2,014,. • 16043 2016.07.13 River Terrace(Lots 152-156) Calculations.pdf Page 14 of 58 Structural Engineers CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Lic.#: KW-06002997 Licensee:c.t.engineering W ( Design MB4, j� r � ; ,.. ik /y ii�A...�.. ': .. aCu euna per'ZflOS N13S,ABcx#106,reqh�074J4��u>f''.1i'f-€{A' BEAM Size: 5.25x11.875,Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Pill 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Point D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.605; 1 D(0150 L(040) fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 Fb:Allowable: 2,866.74 psi , 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 Ige, ,.,�oC 20#' ASCI" rte'; 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 psis ' Load Comb: +D+L+H •_��._� �a�a. :.., �. �, .... • Max fv/FvRatio= 0.283: 1 • • 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 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 15 of 58 I CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 ,;47711g,;," . ...> e r,4. .. �. ="`", _ ENE CAtDi �" ;g= <,4%44443.8M.V•41.114;j1 Lic.#: KW-06002997 Licensee:c.t.engineering a • y \\ ,4 \1 Calculations per 2005.. x lB CBC 2007,ASCE7.0$. BEAM Size: 2-2x10 Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Pril 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=-0.0150, L=-0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.213- 1 DE4t�1c8§$ 1-0oadot fb:Actual: 201.88 psi at 6.250 ft in Span#1 Fb:Allowable: 946.00 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.064: 1 A A fv:Actual: 10.96 psi at 11.750 ft in Span#1 12.50 ft, 2-2x10 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SINE 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 . . . ..� t11 MB9 r fatiens per 20ff5 ,a CB(2007.ASCE'745 Nib 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-Prll 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 0 0.0750 L 0.20 Max fb/Fb Ratio = 0.413; 1 1•111•1111111111111M1111111111111111111U211., fb:Actual: 1,511.55 psi at 1.018 ft in Span#1 7•111MM11011111111111101. Fb:Allowable: 3,663.90 psi ;, Load Comb: +D+W+H _... , ��., ,. ..�_W..;.....__......_.... 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 n, 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 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 16 of 58 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E6(A) Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR Is= 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 S1= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthouake.usos.00vklesicinmags/us/application.pho http://earthquake.usgs.gov/hazards/ 6. Site Coefficient(short period) F.= 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 Sans=Fa*Ss Skis= 1.08 EQ 16-37 EQ 11.4-1 SMI=Fv*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 Sul= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = 0 Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= 0 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 X20= 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 too= 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 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 17 of 58 SHEET TITLE: CT PROJECT#: Unit E6(A) Sos= 0.70 h„ = 25.92(ft) SDI= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S,= 0.41 k= 1ASCE 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=Sol/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Sol*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C. = DIAPHR. Story Elevation Height AREA DL w, w, *h,k w, *h,ck DESIGN SUM LEVEL Height (ft) h, (ft) (sgft) (ksf) (kips) (kips) Ew 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 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 18 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: 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= 19.040.0'ft. Basic Wind Speed 3 Sec.Gust= 95 95'mph Figure 1609 Figure 6-1 Exposure= B B Roof Type= Gable Gable Ps3oA='. 16.1 16.1;psf Figure 6-2 Ps3o B= 11.0 11.0 psf Figure 6-2 Ps3o c= 12.9 12,9 psf Figure 6-2 PS30D=: 8.9 8.9 psf Figure 6-2 X= 1.00 - 1.00' Figure 6-2 Krt= 1.00 ` 1,00f 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) *Ke*Iw*windward/lee : 1.00 0.61 Ps=A*Kzt*I*I4.3o= (Eq.6-1) PsA= 16.10 9.82 psf (Eq.6-1) PsB = 11.00 6.71 psf (Eq.6-1) Psc = 12.90 7.87 psf (Eq.6-1) Ps o= 8.90 5.43 psf (Eq.6-1) Ps A ane 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 A5 AB Ac Ao AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-1N) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 Ar. 626.2 AF= 1318 6.3 8.0 V(n-s)= 8.32 V(e-w)= 9.93 kips kips kips_ kips 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 19 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: 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' 0.00 241 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 100 0.00 0.00' 0.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(S-S). 9.93 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08 17.83 17.83 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.92 8.92 8.92 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.92 0.00 0.00 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 9.93 kips kips 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 20 of 58 Design Maps Summary Report Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 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 "S — tiff Soil" Risk Category I/II/III . 7,,,,x,.i,a,,,,a1.1!":7_,....,,,:i,„,:ii:;;,::„:,,,:;„.:::,,,,,,, ▪ h , � fi r ` i,I4 t # V�- Lake Oswe o 8 ' � %sT - / € ,,, r r` Kin City : hAgi /" f, ,�' 9 s,. '' x _ icy ' x§ �✓,��'`�' atm,: ce � - � 4• 4, 4 „ fipatemst ,,.i ;.. . ..,. tax. ,,,N ;'...... �. .z. a�__..:_z .. .. ,.�., USGS—Provided Output Ss = 0.972 g SM: = 1.080 g S°s = 0.720 g S1 = 0.423 g SMl = 0.667 g and S°, = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application select the"2009 NEHRP"building code reference document. MCE*Response Spectrum Design Reponse Spectrum 1,10 c tla an 0.11 0.SO {t. 440 a 0,s 0,40 ,: 0.12 0-44 a1 vii t .1 G .22 X11 0.O 010 toe f1, COO o:eo 1. 1,20 1.431 Y,CO. 1 3 b. #�.' ' o.to �.sta 4t. 1. Y> LAO 1.4fl II* 2.00 I(set) period.1t`(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or.implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. 16043_2016.07.13_RiverTerrace(Lots 152-156)_Calculations.pdf Page 21 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... EMS Design Maps Detailed Report 2012 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 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)`1] Ss = 0.972 g From Figure 1613.3.1(2)`2' S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs N or Nth s. A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength su < 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 16043_2016.07.13_River Terrace(Lots 152-156)_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 Ss= 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at 1-s Period S, <_ 0.10 S1 = 0.20 S, = 0.30 S1 = 0.40 Sl >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and Si= 0.423 g, F.= 1.577 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 23 of 58 Equation (16-37): SMS = Ss = 1.111 x 0.972 = 1.080 g Equation (16-38): SMl = F,,S1 = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % JMS = % x 1.080 = 0.720 g Equation (16-40): SDS = % SMS = % x 0.667 = 0.445 g 16043_2016.07.13_River Terrace(Lots 152-156)_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 S0 I or II III IV Sus < 0.167g A A A 0.167g <_ Sin< 0.33g B B C 0.33g <_ Sin < 0.50g C C D 0.50g SDS D D D For Risk Category= I and Sos= 0.720 g,Seismic Design Category= D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sol I or II III IV SDI < 0.067g A A A 0.067g <_ S01 < 0.133g B B C 0.133g <_ S,1 < 0.20g C C D 0.20g <_ SD D D D For Risk Category =I and SDI = 0.445 g,Seismic Design Category= D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 25 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 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-BVI= 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 eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Unet U.um OTM ROrM Unet U.um U.um HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 139.6 6.8 6.8 1.00' 0.10 0.68 0.00 0.47 0.00 1.00 1.00 70 P6TN P6TN 101 3.80 2.05 0.29 0.29 5.45 1.52 0.65 0.65 0.66 A A.3b 206.9 '10.0 10.0 1.00' 0.10 1.01 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 101 5.62 4.50 0.12 0.12 8.07 3.33 0.51 0.51 0.51 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B' B.3a 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B' 8.3b 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', 0.00,1 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.3a 97.35 7,8 7.8 1.00' 0.15' 0.47 0.00 0.33 0.00 1.00 1.00 43 P6TN P6TN 61 2.65 4.05 -0.20 -0.20 3.80 3.00 0.11 0.11 0.11 C C.3b 102.6 8.2 0.0 1.00' 0.00 0.50 0.00 0.35 0.00 1.00 1.00 43 P6TN P6TN 61 2.79 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.63 G' 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 0.62 693 44.3 44.3 =L eff. 3.38 0.00 2.36 0.00 EVxnd 3.38 EVEO 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 26 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-B V I= 2.41 kips Max.aspect= 3.5SDPWS-08 Table 4.3.4 Sum Seismic V 1= 3.98 kips Sum Wind F-B V 1= 5.79 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL aft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM RoTM Line Usum Ueum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 0 3 6.8 6.8 1,00 0.10' 0.00 0.68 0.00 0.47 1.00 1.00 70 P6TN P6TN 101 4.27 2.05 0.37 0.65 6.13 1.52 0.76 1.40 1.40 A A.2b 0 10.0 10.0 1.00 0,10' 0.00 1.01 0.00 0.70 1.00 1.00 70 P6TN P6TN 101 6.33 4.50 0.20 0.32 9.08 3.33 0.62 1.12 1.12 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 346.5 5,0 6.0 1,00 0,15' 1.21 0.00 0.81 0.00 1.00 1.00 162 P6 P6 241 7.30 2.03 1.22 1.22 10.85 1.50 2.16 2.16 2.16 B B,2b' 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.2a 92.53 '+ 9.0 9.0 1.00 0.15' 0.32 0.47 0.22 0.33 1.00 1.00 61 P6TN P6TN 89 4.93 5.47 -0.06 -0.26 7.17 4.05 0.37 0.49 0.49 C C.2b 115.7 11.3 11.3 1.00 0.15' 0.40 0.50 0.27 0.35 1.00 1.00 55 P6TN P6TN 80 5.57 8.54 -0.28 0.09 8.13 6.33 0.17 0.70 0.70 C C.2c> 138 r 13.4 13.4 1.00 0.15 0.48 0.71 0.32 0.50 1.00 1.00 61 P6TN P6TN 89 7.39 12.15 -0.37 -0.01 10.75 9.00 0.14 0.66 0.66 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0,00': 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ! 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 692.7 55.4 55.4=L eff. 2.41 3.38 1.62 2.36 1.00 EVnnd 5.79 VEQ 3.98 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 27 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.81 kips Design Wind F-B V I= 2.53 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.79 kips Sum Wind F-B V I= 8.32 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff C 0 w dl V level V abv. V level V abv. 2w/h v 1 Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Ueum Ueum 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 Ala 0 0.0 0.0 1:00 0.000.00 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 1,15 1.00 1.00 57 P6TN P6TN 81 10.60 29.30 -0.93 -0.61 15.21 21.70 -0.32 0.80 0.80 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1a` 144,4 5.0 5.0 1.00 0,00' 0.53 0.50 0.17 0.34 1.00 1.00 101 P6TN P6 206 4.56 0.00 1.05 2.27 9.26 0.00 2.14 4.29 4.29 B B,1b' 202.1 7.0 7.0 1.00 0,00' 0.74 0.70 0.24 0.47 1.00 1.00 101 P6TN P6 206 6.38 0.00 1.01 1.01 12.96 0.00 2.05 2.05 2.05 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.1a' 109.8 11.3 11.3 1.00 0,151 0.40 0.92 0.13 0.55 1.00 1.00 60 P6TN P6TN 117 6.08 8.54 -0.23 -0.50 11.86 6.33 0.52 1.01 1.01 C C.lb 48.8 5.0 5,0 1.00 0.16 0.18 0.41 0.06 0.62 1.00 1.00 135 P6TN P6TN 117 6.09 1.80 0.99 0.99 5.27 1.33 0.91 0.91 0.99 C C.1c' 187.9 19.3 19.3 1.00 0.15 0.69 1.57 0.22 0.82 1.00 1.00 54 P6TN P6TN 117 9.37 25.01 -0.84 -0.85 20.29 18.53 0.10 0.75 0.76 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0,00' 0,00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0,00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00II 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1,00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 68.3 68.3 =L eff. 2.53 5.79 0.81 3.98 EVufnd 8.32 EVEQ 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043 2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 28 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.43 kips Design Wind F-B V i= 2.42 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 2.43 kips Sum Wind F-B V i= 2.42 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 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 of C0 w dl V level V abv.V level V abv. 2w/h v 1 Type Type v 1 OTM ROTM Unet U,,,,n OTM ROTbt Un.t U... U..n, HD (soft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (Plf) (Of) (kiP-ft)(kilo-ft) (kiP) (kiP) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.3a 173.3 3.0 3.0 1.00 0.20 0.61 0.00 0.61 0.00 1.00 0.75 351 P4 P6 202 6.31 0.72 2.40 2.40 4.85 0.54 1.85 1.85 2.40'\ dD 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 J 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 ,�}, edd 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 �Gj,ti'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 �Vwind 2.42 f,VEa 2.43 Notes: denotes a wall under a discontinuity •• denotes a wall with force transfer . -- denotes a TJSB 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 29 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.67 kips Design Wind F-B V I= 1.72 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.10 kips Sum Wind F-B V I= 4.15 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 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 Lox oft Co w dl V level V abv.V level V abv. 2w/h v/ Type Type vi OTM Rom' U,K1 U,,,, OTM HOT11 Un„ U,,,,, U,,,,, (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kiP) /i (Plfl (plf) (klp-ft)(kip-ft) (kip) (kip) (klp-ft)(klp-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 r1A6SrcoO 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 re.yre_e,„ 33 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 346.5 3.5 8.0 1.00 0.20 0.86 0.00 0.84 0.00 1.00 0.78 399 P3 P6 246 9.78 2.24 2.66 2.66 7.76 1.68 2.15 2.15 2.66 i44 SSD 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Riga 5 J 1M yn,4,55 4 4.2b 3E-04 0.0 10.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00#####N.G. P6 256 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 16.5 16.5=L eff. 1.72 2.42 1.67 2.43 EV,„„d 4.15l'VE0 4.10 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 30 of 58 • SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.84 kips Design Wind F-B V i= 1.81 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.93 kips Sum Wind F-B V I= 5.96 kips Min.Lwall= 2.57 ft. • per SDPWS-08 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W 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. EQ. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LPL Of Ca w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM line U.m OTM RoTM U„si Liam, U,,,m (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) /; (Pi() (Pi() (klP-(i)(kip-(t) (kiP) (kip) (klP-ft)(klP-(i) (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 ({'tfaK 1 1.2b 2E-12 0.0 3.0 1.00 0.20 0.00 0.00 0.00 0.00 1.00 0.00#####N.G. P6 173 0.00 0.00 0.00 5.82 0.00 0.00 0.00 4.50 -6182^- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 KWh'h' - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 116.4 2.0 10.0 1.00 0.15 0.26 1.79- 0.12 1.78 v1.30 0.44 2775" " 1028 22.20 1.20 15.75 19.70 18.50 0.90 13.20 16.29'""t 4 4.2b 116.4 2.0 10.0 1.00 0.15 0.26 0.00 :0.12 0.00 1.00 0.44 178" " 132 1.43 1.20 0.17 0.17 2.38 0.90 1.11 1.11".II 1°10>pj J 797.2 19.0 19.0=L eff. 1.81 4.15 0.84 4.10 p, EV„�„d 5.96 EVEg 4.93 0(A) 1,t?.?<f5 Notes: • denotes a wall under a discontinuity " denotes a wall with force transfer "' denotes a TJSB 16043_2016.07.13_River Terrace(Lots 152-156)_Caicuiations.pdf Page 31 of 58 ESR-2652 I Most Widely Accepted and Trusted TABLE 3-STRONG-WALL°SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIESt'2'' Seismic(SDC:C.E) Wind(SDC A B) '- Hold�down Hold-down; Nominal Adit at Drift'ab: Height, Allowable Upllttat Allowableier Upliftat;: Model No W°' (in) Sheer(lbs,, shear on) hieawa blse) Shear(lbs) Shear(in) ." 'Shear(lbs) SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 5600 0.30 13495 6160 0.33 14845 SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 SWSB 12x7.6. 12... 86:5. .2520 • 0.32. 9920. r' 2770 035, i. 10906 '; 'SWSB.18x7.5 18 -` 85.5..` 5380 '• 034 14215 6910 0.37 15616 o..: SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 :1'..,171::.,:'i 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': 112 10525.'; 1580• • ';••043 9570: ,1780 R 048 ;10780 ;,: .SWSB:18x9 18; 10525', 3310 ' 043. 137701' ..'4180 ".6..51'.": ,15.105 SWSB 24x9 . . . 24 ':.' 10525, 7810 04 21280; y 8590 :,:-..q.47;:':.:, 23405 r,.; 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 SWSt3 12x75.' 12.• 85.5:'` 1200 '0 31 9450: 1320 038`;:r ":10390 r SWSB:18x7 5 18 85 5 2625 =0 33 , 13870 2885 0.40--:'' 15245 SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 .;0 SWSB 24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 SWSB12x9 12 !' 105.25'; 790 ,043 8570., ;':890 ;,,,,y;19:19, ..',-..i10780 SWSB169 . 18; .< 105.25 -1905 .:043 73770: ,:2090 0511 , 15105 SWSB:24x9 ..,,'::.,-; k:.:'': 105 25',i 39.06 ;0 42 ',i.:1,.:.'?.106',:.:.:.:i '4295 0 47. _ 23905 For Si:1 Inch=25.4 mm,1 lb.=4.45 N,1 pif=14.6 N/m. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 2Hold-down uplift at allowable shear is based on a moment arm or 8.688 Inches,14.583 Inches and 19.313 Inches for 12-inch,18-Inch and 24-Inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-Inch panels 93.25 inches or less In height,respectively.In-plane'shear must I also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No increase for duration of load Is allowed. 'Panels may be trimmed to a minimum height of 7414 Inches.For panels trimmed to a height less than 78 Inches,use allowable shear values shown for 78 inches height.To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,Interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value In accordance with Section 4.1.4 of this report. 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 32 of 58' 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: Date:, (206)285-4512 FAX: Client: Page Number: (206)285-0618 P Ms l '' or it UA P5 1 I _ _________ zAp.. . .j„, „,\- . I 1 ! i i ( ,..„..________ 1 _ _f_._ __ _ , ,( J_ -,--I , , _____TI , , ‘ 11 ,4( 1 ( , 1 1 1 i I r1 __ __ t , an” . _____ i-{--- i 1 . ii ( iiis MIN 4 461 ,w (f414(Zr S' 40 4 (4),( 16.) i- 1( )Y7) 41)#'14 4-04 11.4.Y417're) 2fc) ?�7 lib pF-.- ti 9VD ?‘) 1 b.1 - �� -2-s ) = 2v6,?-0 �5G MSN, to W i,o� T�'P�l,/y, v . 6\ x l 5r "P ( -.)( 1----c) Z*7-17) ( -1-151 .7- 2(33 1154 SI? ,> std z = 9) -1 o ,/ 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 33 of 58 Structural Engineers aE2 20D D6 ROOF BELOW 0 15'-4" FL COMMON WALL l'-9" 9,-6" 10Y2• -5" 6Y2f EXTENT OF ,, 1-HR EXT. 1 4'-10" * 4'-10" tj l WALL. PER I 1 DETAIL 3/D 6-0 4 00 Si. I 1.---- COMMON WALL o, 11 ----CNNALLL uLLOW ` - ----_ 1 Url I 1 I Bedroom 2 " N a 1 a d, rn i e p N I I 1 IFIREPLACE VENT rr- I I V-1)/4- I 8'-4Y2" 1-4Y2 1-6 JrI ,i 5 SH. �1 24'TB n 2-0 NV t m :;thY icy l DIFaD 1 I'1 . ,0 O acce J I 4 - 1 1 83 c-ie oqq a D3 SHOWER LW �- n 1 ffi M. Bathe — ., r 1H -4 HCW� = LOW WALL 4'-10Y4 3'-6y io �� 42"A.F.F. m 7� tj`, "' SEE SH T. 1 I U8 FOR I m TPG '� STAIR 1 ® I1 DETAILS RADON RE15uC1iON SYSTEM . 4 0.--4 4Y2` .6 I 3' 5Y2f I e 4 -I' I VAULTS CEILING I y PER TRUSS c a 1 MANUFaETURER t- 1 .Master Bedroom.:.... I I k I 7 I 1 I Ai EXTENT OF �� 1-9 2-6'4-6 1-9-AgalzrI WALLR. PER 4-6 F CS`AT 4-6 F '� ' DETAIL 3/01 I I I I I I I I I I1 4-11" j 4-9" i I 1 1-g".f *1'-7*e 2-5" '. UN IT K-6(A) UPPER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 34 of 58 42) 15'-4" FL COMMON WALL--11 11'-103/4" Ti: 1 I{ i i :00F ABOVE I qt COMMON WALL o ja `� 0GUARDRAIL AT+42" O F a` I ABV. DECK SURFACE I 1 0 1'-Y 4'-3" 4'-3" 5 3" i;w tlo 1 Deck t o0 Le FLOOR!ABOVE, I- EL 11-615-1 SN 6-0 6-10 SGB I I SAFETY GLAZING I Living m e I Ur I I I D1 TILE HEARTH I I (OP110NAL)----..„ O I FACTORY-BUILT DIRECT VENT GAS I a FIREPLACE B I D - I I INSULATE FLOOR OVER UNHEATED SPACE -1---.. n ' I II I N i I tot 36" t -.--C ®N I I LOW WALL"6 I I 42"A.F.F. _'1 i Dining - — -CONTINUE LOW WALL _I -n I I COMMON WALL 36"ABV. 'N11 GWB THRU NOSING �'(r�p 0 I FURRING TYP. a I SEE SH T. 2'-8" RADON :i VENT STACK U8 FOR STAIR t MITIGATION ////I DETAILS ~ Lk f II I I ^� I OPEN RAIL 0/PONY WALL: TOP OF WALL +22"ABV. LANDING r U TOP OF RAIL +42" ABV. LANDING I {--. I Qo` © p1> o ii I �Q 0 .2'-BY2 1 3-1Y2 , 3.--11Y2" 41 I I 11 INSULATE FLOOR OVER I "' UNHEATED SPACE I I FLOOR BELOW r--- 01.1 I I I OW IWI '__ I� , ` a� --- �7 1�-4...- 1-2 2-6 F EXT1-HR EXT. OT . ®41 00F 2 C9AT 4-0 4-O F LI i WALL PER DETAIL 3/01 I I I I I I 4'-10" 1 4'-10" .-10"}2'-2" I ;1'-8"♦ W-8" . 4'-0' 1 j 15-4" } UNIT K-6(A) MIDDLE FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 35 of 58 E2 4' 15-4 4'y 11'-1,,'7.�5,4 3'-5Y4 I I f FL COMMON WALL Ir DECK ABOVE r I \� IO 6 1' FL COMMON WALL 1.7 I 6 w 9'-11" I 5-5" 1 -‘73 o in e 1 "'w II I I a WOOD TREAD, MAX. F2 I---- -. I RISER REMOVE"STEPS AADDAS N I I IREQUIRED PER SITE CONDITION){ 3'-0" I 0 e 1 In 1 o I DIRECT VENT GAS WATER HEATER I '® AND FURNACE IDOORS SHALL BE I SELF-CLOSING 1 I 20-MIN. RATED '® I I' Tandem 2-Car -_q I 1 Garage a I j• (�; I 1 U OCCUPANCY • n I ' I I I WALL FINISH: 96" �,_ --! I GWB CEILING FINISH _0-MIR FURN. I Vg" TYPE 'X'GWB I-.INSu! FIRE-TAPE ALL IGWB WRAP BEAMS ?: I:: m BELOW CEILING i I R3 OCCUP. I ' o I LEVEL INSULATE ~h -- -MEA IFLOOR ABOVE. c ' 6 " 7. "' I FURR DOWN , 9 3'-6- I n FOR DUCT RUN k------INSULATE WALL -- 44- PER DETAIL 4/D1 , --CD: I WHERE ADJACENT TO HEATED SPACE V.W I RADON I REDUCTION I SYSTEM I SEE SHY. I U8 FOR STAIR DETAILS tt"• WOOD TREAD, MAX.^ - 05 .I \ RISER 8- (REMOVE 1 STEPS AS REQUIRED `o c),' PER SITE CONDITION, n ,rip4' I I MAX 1 TREAD) /moo- I i tiry?• 3i ( 1, Ark N I wir [ XI n m®m © I I COP n-®0 SOHD Cir 1A i, o 1 l' '-1' _J f '.\ FLaatF n66vE--__ I 7 vBv" --P I ^t eykr B'-D- .rf jr,8-1'-tO-j 2'-2-i o n Porch I • Ii I 1V-4" Jr UNIT K-6(A) LOWER FLOOR PLAN 1/4-=1'-0" ENGLISH REVIVAL 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 36 of 58 111%,,. {{` 4x12 HDR N 1 1/4 1 — t O0 .e• a P ® 14 E 59.0 HUC416 HUCI416 I (2)131.x20 LVL FB ' ` I II Tr x 0 ', 4x1, ,' x10 I•o I 1 II ,o PTO BED 2,:m I' :b UBS •IDN TO I^5' ILIV NG 1l- 1 u u I LI_61_,HIP- I I I I I I r- FLOOR G.T. S9.0 II II 20 ®BLDG. S9.0 STEP ; I ` 20" OPEN t,,,,, JOISTS @ 19.2" O.C. L I'I '® TYP. ®BLDG. STEP I II E .® Sf I _ I FLOOR GIRDER @.J. I1-7-11 1 111420 I I. IIIl 11 .\ I 6 11 1 11 1 ®BLDG. 20 ,III I I `1 "¢'BATH I \\\ /I I STEP S9.0 (nI I I I ~ TAI I ® 111 11 J TYP. , I` =S7_=� Id 1. L r1,, AMI"G rr. _ 11 ®BLDG. I , STEP 8 I�,r�L ,J� , �m, I \II 111: I i � I1 JI I I I DINING I \ . I). x �' i 1 1 I ' ' F —UP 10 - ' 1 \ 1 M. BATH T 1 J S r l-- / I 1 LVL TB I` ,4.:-- LVL FB 111 I1 II III I I go' i; I I ' 1 , IIII I'i ; UP TQ DN TO 1 I M. BED Hie Al KITCHEN (2)14'4%20" LVL FB UNIT K-6(A) RPAMINGOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 37 of 58 iii.t" 18 POST ABOVE t• S9. POST ABOVE 6x6 P.T. POST W/ AI I ACES POST CAP P.T. 4x1. HD' I' TYP. B6�' jj MIFB 1 N BEARING I d- %VSTUDS ABV. ',1 11 _ ___ I. I I^ I. DR ri ' I I II I 0 I6TYP e p S9.2 . I CD 11 ®BLDG. o I N S9. STEP L ct ® TYP. I ® ©®BLDG. GT ABOVE- I O ® IV O STEP � I 3$x SCAD_ S.L HD' �- I II © iTYP. e 1 I �. 0 BLDG. 11i I STEP S9. I c I TYPO II I ki.I I CO ®BLDG. I :'IMDLAM DU STEP t USH 111/14) I1 11 1 I 1 1 I 1 1 1 1 1 I 1 I 11 I M S41 ,c ''CAS,ADE S.L. HDR " i \ I POST I I 1 , I I I ABOVE I I, 1 STAIR 1 '1 1 'AMINGI I LI 1 , -"1 It1 HU410 1' I k 4 a w 1 1 f,YSY9lS o tw mm tl, 8M Fr �`: I �i.D Tx I r' 1 w1 " ETRI O, t•I , Pi , 1 ig,,,.., , I t� ' I DI, "x1C14" C45CADE41 " 1--—.14 314 x 935-BIG BEAM FB IV GT ABV. -- 7� -..=..,RIGID , LVL -- GT ABV. BUNDLED STUDS FOR HDR ABV. MAIN FLOOR UNIT K-6(A) FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 38 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 2013,6 38P 1 ✓ ®'1f 1t932TW1 xNC 9.63-2#113*IiU I13834; 13,8.31_, Lic.#:KW-06002997 Licensee:c.t.engineering Descri•tion : Upper Floor Beams Beam * ��614-i 200DStC2y...006CBC 'ASCE 7 ; , 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-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=3.0 ft Design Summary Max fb/Fb Ratio = 0.327. 1 ��� � fb:Actual: 321.48 psi. at 4.250 ft in Span#1 Fb:Allowable: 982.51 psi p Y 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 8.501t,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) S 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 DO Ratio 1952 >180 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 39 of 58 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Pnnted:19 DEC 2013,6:39PM it i lel"I�I/ x. _T€ ,g' ,i �, e -*;;„;,,,,,,,;;;',e_. �wi twr Lic.#:KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams -' i, ��,,,„ 1r:a��lte #It4IIB64ttO6,CBC i°64 T45 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Wood Grade: Fb-Tension 1,000.0 psi Fc-PrIl 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Desiqn Summary D 0.1950 L 0.520 Max fb/Fb Ratio = 0.368; 1 fb:Actual: 367.28 psi at 1.500 ft in Span#1 Fb:Allowable: 999.05 psi Load Comb: +D+L+H 0 0 Max fv/FvRatio= 0.683: 1 fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.0 s,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.78 Live Load Defl Ratio 4679>360 Total Defl Ratio 3403 >180 Woad Bier i0 ,MB2 y Calk:u 40#9 per 2005 NDS, B IOS,CEBC 2007,ASCE 7{3 BEAM Size: 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 9.a04 Point: D=0.120, L=0.320 k @ 4.50 ft Design Summary _ -u,,.) Max fb/Fb Ratio = 0.498: 1 D 0.0150 L 0.040 fb:Actual: 985.10 psi at 4.500 ft in Span#1 �_ Fb:Allowable: 1,977.35 psi •Load Comb: +p+L+H �. ,F.._; �......;., �• ,: .. : • Max fv/FvRatio= 0.164: 1 A A fv:Actual: 50.69 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.0 ft 1.75x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.141 in Downward Total 0.194 in Left Support 0.16 0.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 1.55 Live Load Defl Ratio 851 >360 Total Defl Ratio 619>180 16043_2016.07.13_River Terrace(Lots 152-156)_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 Pnnted:19 DEC 2013,6 39P lp ,Aipe$impe ia , i ,t E1 -2G13, Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam g ,� ro' MB4 ; %moi °-,a • ,-.`y✓,, Cake s 2005 NDS,IBC 2006,CBC 2007 E 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. 1D 0.180 L 0.480 fb:Actual: 2,280.10 psi at 5.750 ft in Span*1 = F Fb:Allowable: 2,362.27 psi s ; Load Comb: +D+L+H • Max fv/FvRatio= 0.559: 1 A A fv:Actual: 148.04 psi at 0.000 ft in Span#1 11.50 ft, 3.125x10.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.350 in Downward Total 0.481 in Left Support 1.04 2.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.04 2.76 Live Load Defl Ratio 394 >360 Total Defl Ratio 286 >180 JQOd Beam Desi. MB5 CE 7� " lations �Nt3S,IBC 200610B � 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 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: 2,362.27psi v�>� ��� � V Load Comb: +D+L+H Max fv/FvRatio= 0,533: 1 A A fv:Actual: 141.21 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00P si 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 Dell Ratio 480>360 Total Defl Ratio 343 >180 Wifiti Seem Design: MB6. " �: , / /-. w, Calculations �5 ND5 IBG 2 >m 7 C ¢ 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-Prll 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 Fb:Allowable: 783.50 psi Load Comb: +D+L+H •_ • Max fv/FvRatio= 0.351 : 1 A A fv:Actual: 50.60 psi at 0.000 ft in Span#1 11.50 ft, 4x12 Fv:Allowable: 144.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W 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 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 41 of 58 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K6(A) Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= 0 Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.uses.qov/designmaps/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=F.*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1=Fv*Si SM,= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 Sal= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor 00- 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor 00= 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 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 42 of 58 SHEET TITLE: CT PROJECT#: Unit K6(A) SPS= 0.70 h„ = 25.92(ft) Spy= 0.44 X = 0.75'ASCE 7-10(Table 12.8-2) R= 6.5 G= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S,= 0.41 k= 1 ASCE 7-10(Section 12.8.3) TL= 6'ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sps/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=Sol I(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(So,*TO/(1-2*(R/IE)) (for T>T L) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 Sl)/(RAE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx _ DIAPHR. Story Elevation Height AREA DL w, w. *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof - 25.921 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 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 43 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K6(A) F-B SS ASCE IBC Ridge Elevation(ft)= 44(.00 40:00ft. 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 3s.o.o,.= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable P530A= 24.1 24.1.psf Figure 28.6-1 Pssoe= 3.9 3.9 psf Figure 28.6-1 Paso c= 17.4 17.4'psf Figure 28.6-1 Pssoo= 4.0 4.0 psf Figure 28.6-1 = 1400 1.00 Figure 28.6-1 Krt= 1;00 1.00' Section 26.8 windward/lee= 1:00 0.00'(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) N *Iw*windward/lee: 1.00 0.00 ps=),"Kzt"I"P.so= (Eq.28.8-1) Ps = 24.10 0.00 psf (Eq.28.6-1) Pse= 3.90 0.00 psf (Eq.28.8-1) psc= 17.40 0.00 psf (Eq.28.6-1) Pso= 4.00 0.00 psf (Eq.28.6-1) Ps A end caverage= 20.8 0.0 psf Pseand oaverage= 4.0 0.0 psf a= 3 3 Figure 28.6-1 2a= 6 6 width-2"2a= 7 28 MAIN WIND-ASCE CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (5-5) Wind(F-B) Wind(SS) 1.00' 1.00 1.00< 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA As Ac AD AA As Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 44.00 18.1 0 217 0 126.6 0 217 0 506.3 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 6.7 0.0 3.01 6.73 6.73 6.73 0.00 0.00 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 2.6 0.0 3.49 2.58 2.58 9.31 0.00 0.00 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 2.7 0.0 3.66 2.71 2.71 12.02 0.00 0.00 0.00 0.00 1st(base) 8.92 0.00 AF= 751.3 Ar= 1582 12.0 0.0 V(F-B)= 12.02 V(S-S)- 0.00 kips kips kips kips 16043_2016.07.13 River Terrace(Lots 152-156)_Calculations.pdf Page 44 of 58 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K6(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.00 0.00 0.00-- 0.00 6.73 6.73 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.58 9.31 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.000.00 2.71 12.02 0.00 0.00 1st(base) 8.92 0.00 V(F-B)= 0.00 V(SS)= 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 I V(F-B)= 7.21 V(S-S)= 0.00 kips kips 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 45 of 58 Design Maps Summary Report Ili Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 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 � �,l fir " eta,' ✓' 4440, a m ,.% `4 101011110111111111=10 4 ;7'4..1 \ A "C - dP ..w1 + a �� ; ���# � i/ �/ Xaa `,,/5e aIlikie :k t; p m', s � .. :7 � y /ice ., VI' e ���� i] y p"w A tin PI' 8 / . c,6'-'-','''''/ h 1 � � #.SRF � 'YO/',.:, ,, , x � , y , .,.rr..r...,i.,, LY '...r,7751, .� ,i <., trtw,.w .. a u„-F a .«. r� ., .. USGS-Provided Output Ss = 0.972 g SMs = 1.080 g Sin = 0.720 g Si = 0.423 g SM1 = 0.667 g SDI = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP”building code reference document. CE Response Spectrum Design Response Spectrum 0,99 1.10 ; a 0,72 0.94 0.99 0,77 0. S 0„49 4,05t > A a.° 1, OA* 0.12 0,220,24 0.2s 019 0.11 0.04 0. , n o.0* 0.20 0.40 0.40 0.00 1./ 1..2* 1,40 1,90 1. 2 0.0* 0.20 0.40 0.4a 0,00 1.eO 1. 1.46 1.90 LSM! 100 Naiad*T i (fat) 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. 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 46 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... usGs Design Maps Detailed Report 2012 International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)11] Ss = 0.972 g From Figure 1613.3.1(2)127 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 Nk„ S� A. Bard 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 sL, < 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 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 47 of 58 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at Short Period Ss 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >-- 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and S.= 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 S1 = 0.30 Si = 0.40 S, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S. = 0.423 g, F.= 1.577 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 48 of 58 Equation (16-37): SMS = F.Ss = 1.111 x 0.972 = 1.080 g Equation (16-38): SMS = F,SS = 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): Sin = 33 SMS = 2/3 x 0.667 = 0.445 g 16043_2016.07.13_River Terrace(Lots 152-156)_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 SEs I or II III IV Sin < 0.167g A A A 0.167g <_ SEs < 0.33g B B C 0.33g 5 SEs< 0.50g C C D 0.50g 5 SEs D D D For Risk Category= I and SEs= 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 SEI I or Ii III IV SEI < 0.067g A A A 0.067g <_ 5EI < 0.133g B B C 0.133g _< S01 < 0.20g C C D 0.20g 5 Sr. D D D For Risk Category=I and SEI= 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- Fig 1613p3p1(2).pdf 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 50 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 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 Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL ett. C p w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM RoTM Unet Uaum OTM Row Unet Usum Ueum HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a' 108 ` 10.8 10.8 1.00 0,15' 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 A A.3b' 82.92 8.3 8.3 1.00 0,15' 0.56 0.00 0.28 0.00 1.00 1.00 34 P6TN P6TN 68 2.25 4.59 -0.31 -0.31 4.48 3.40 0.14 0.14 0.14 A A.3c' 108 10.8 10,8 1.00 0,15' 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 131.2 10.8 10.8 1.00 0.15' 0.89 0.00 0.45 0.00 1.00 1.00 41 P6TN P6TN 82 3.57 7.80 -0.42 -0.42 7.08 5.78 0.13 0.13 0.13 B B.3b 167.8 13.8 13.8 1.00 0.15 1.13 0.00 0.57 0.00 1.00 1.00 41 P6TN P6TN 82 4.56 12.76 -0.63 -0.63 9.06 9.45 -0.03 -0.03 -0.03 B 8.3c` 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 EVxind 4.04 EVEQ 2.03 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 51 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 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 LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM Ram Unet Uaum OTM RoTM Unet Usum U.um HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.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'i 0,00', 0.00 0.00 0.00 0.00 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 13,2a 0 0.0 0.0 1.00' 0.15' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 -0.42 0.00 0.00 0.00 0.13 0.13 B 13,2b 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 8.2c'' 305.1 25.0 25.0 1.00 0.15' 0.73 2.02 0.66 1.02 1.00 1.00 67 P6TN P6TN 110 15.05 42.19 -1.12 -1.12 24.71 31.25 -0.27 -0.27 -0.27 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 J 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00': 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00: 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 649.3 65.3 65.3 =Leff. 1.55 4.03 1.40 2.03 1.00 EV,d„d 5.58 EVE0 3.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.07.13 River Terrace(Lots 152-156)_Calculations.pdf Page 52 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 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 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 em. C U w dl V level V abv. V level V abv. 2w/h v i Type Type V i OTM ROTM Unet Usum OTM RorM Unet Usu, 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.la 97.99 9.8 9.8 1.00 0.15' 0.22 0.49 0.10 0.30 1.00 1.00 41 P6TN P6TN 73 3.60 6.42 -0.31 -1.07 6.45 4.75 0.19 0.41 0.41 A A.1b' 0 0.0 0.0 1.00 0.15' 0.00 0.00 0.00 0.00 1.00 0.00 0-• -- 0 0.00 0.00 0.00 -0.39 0.00 0.00 0.00 0.52 0.52 A A.1c' 211.1 21.0 21.0 1.00 0.15' 0.48 1.06 0.21 0.66 1.00 1.00 41 P6TN P6TN 74 7.77 29.77 -1.08 -2.17 13.89 22.05 -0.40 -0.43 -0.43 - 0 6,0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0••- -• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1a 142.4 11.7 11.7 1.00 0.15' 0.33 0.97 0.14 0.59 1.00 1.00 63 P6TN P6TN 111 6.59 9.19 -0.24 -0.66 11.69 6.81 0.44 0.57 0.67 B B.1 b' 137.3 11.3 11.3 1.00 0.15 0.31 0.94 0.14 0.57 1.00 1.00 63 P6TN P6TN 111 6.36 8.54 -0.21 -0.21 11.27 6.33 0.47 0.47 0.47 B B.1c' 122 10.0 10.0 1.00 0.00 0.28 0.83 0.12 0.51 1.00 1.00 63 P6TN P6TN 111 5.65 0.00 0.61 -0.51 10.02 0.00 1.07 0.80 0.80 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 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 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 710.8 69.7 69.7 =L eff. 1.63 4.30 0.70 2.63 EV„;,,d 5.92 EVEQ 3.33 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 53 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K6(A) Diaph.Level: Roof Panel Height= 8 ft Seismic V i= 2.08 kips Design Wind F-B V i= 0.00 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.08 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.29 ft (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall L0L e, C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM Ro¶„ Unet U,,,, OTM R0TM U„et U.,m, U..m HD (sgft) (ft) (ft) (klf) (kip) (kiP) (WP) (kiP) !t (plf) (Plf) (kiP-ft)(hiP-ft) (kiP) (kip) (kiP-ft)(kiP-ft) (WP) NO (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 1.313 346.5 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 /';t eiraF 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 , i Vrart2 693 6.0 8.0=L eff. 0.00 0.00 2.08 0.00 F.V wind 0.00 EVEa 2.08 Notes: denotes a wall under a discontinuity "' denotes a wall with force transfer "' denotes a TJSB 16043_2016.07.13_River Terrace(Lots 152-156) Calculations.pdf Page 54 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V I= 1.72 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.80 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wail ID T.A. Lwall LDL Of. C U w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM RoTti, U., U.=„ OTM Ron,., U., Usum Us,,,, (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pif) (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 348.5 4.0 8.0 1.00 0.20 0.00 0.00 0.86 1.04 1.30 0.89 695 P2 - 0 22.24 2.56 5.90 8.36 0.00 1.92 -0.58 -1.15 8.38 GY T1 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 D.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 C 16V 7T 20. 693 8.0 8.0=L eff. 0.00 0.00 1.72 2.08 EVwi,b 0.00 EVeo 3.80 Notes: denotes a wall under a discontinuity "' denotes a wall with force transfer -- denotes a TJSB • 16043_2016.07.13_River Terrace(Lots 152-156)_Calcuiations.pdf Page 55 of 58 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.86 kips Design Wind F-B V 1= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.66 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPW S-08 HD Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LEL aft C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM Ran,, Un„ U, , OTM Ran,, U,,,, U,,, U,,,,,, (sqft) (ft) (ft) (kif) (kiP) (kiP) (kiP) (kiP) N (Plf) (pif) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.2a 231 8.0 10.0 1.00 0.00 0.00 0.00 0.29 1.27 1.30 1.00 252 P4 -•- 0 18.16 0.00 2.48 2.48 0.00 0.00 0.00 0.00 2.48 14-V>!!9" 1 1.2b 115.5 4.0 6.0 1.00 0.20 0.00 0.00 0.14 0.63 1.00 0.89 284 P4 -- 0 9.09 1.92 2.15 10.54 0.00 1.44 -0.43 -1.58 10.54 I.#-vc. iq- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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**** f Wl.05d/J 4 4.2b 6E-12 0.0 11.3 1.00 0.15 0.00 0.00 0.00 1.90 1.30 0.00#####"" *" 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 w `75 t2 X EVwir,d 0.00 EVea 4.66 8 Notes: * denotes a wall under a discontinuity Ot ildggc, 1or1ilt ** denotes a wall with force transfer **" denotes a SIMPSON SHEARWALL r----- 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 56 of 58 ESR-2652 I Most Widely Accepted and Trusted TABLE 3-STRONG-WALL®SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES''' Seismic(SDC.CrE) . . Wind(SDC A-B) Nominal Drift at Hol -down Drift at:, Hold-down- Height Allowable ' Uplift at Allowable Uplift at Model•No ha) Shear.(Ibs), shA.'''at"'': Shoal,(bis) Sheol-013s).. 7,,,,""...7.7,... Sfieacaabble SWSB 12x7 12 78 2730 0.29 9806 3000 0.31 10775 SWSB 18x7 18 78 5600 0.30 13495 6160 0.33 14846 SWSB 24x7 24 78 10300 0.29 20800 10400 0,30 21000 SWSB:12x7 6 :; 12 8616. 2520 '0,32 9920. • 2770 0 35 10906 aSWSB.18x7.6 18 ... 855.: 5380' •' .. '034 - 14215 `.5910 037 ' *15815 SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 _'o'.": SWSB 18x8 18 93.26 5150 0.37 14840 5865 0,40 16325 SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SW38::12x9': 12 ;• . .-10525:; 1580 ':'•043 8670. 1780 i 048- :10780 ;;':: SWSB 18X8 ' 18 :: •166.25,,• 3810 :043, 13770; ,;4180 0.51 ,15105.',., SWSB 24x9 24 ; 164* '7810 0.4 i` 21280. ,,8590 047 23405. ;;;1;!:i SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 SWSB?12X7 6. 12 85.5: .1200 0 31 9450'. '=:1:320 0 38 ':10390 c: SWSB•18x7 5 18 85.5,-;: 2625. 033,, 13870_ ,.2885 040 ....,,,152:40.: ' . oSWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 '' " SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 .;4.i SWSB 24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 12 '1D5.25 790' 0:43 '9570 a ;'890 048 10780 SWSB 168 ‘i..-'-:!.,16;.'.: :: 105.25 1905 l'.....(1.4S' 13770' 2090 051 1: 15405 SWS3:24x9 24 : , 10525` ,..:-:.''1905. .,._-;0.12- . 21280' , ...4;2,6'0."..,:'„'c,47 23405• ; For Sl:1 Inch=25.4 mm,1 lb.=4.45 N,1 plf=14.6 N/m. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table . 'Hold-down uplift at allowable shear is based on a moment arm of 8.688 Inches,14.563 Inches and 19.313 Inches for 12-Inch,18-Inch and 24-Inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-Inch panels 93.25 inches or less In height,respectively.In-plane'shear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load Is allowed. 'Panels may be trimmed to a minimum height of 74Y 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. 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 57 of 58 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: Date:. (206)285-4512 FAX: Client: �--� Page Number: (206)285-0618 111P P MS �wVIV -a fJ Ill; . pr IA PST - - ; -57.5iSirS i i i / ( ivi i i ____,1_ i_ IF r ' I �' 41111 - .‘- ) � _itsmi k) (r44(Z54S) . • 4- 1( ),12)( ii'Dil4 4----(23(u2-)C471-t7) 1-' ?lic. 4- )gct) e�� & bP • 2669_0c--- 0,-, 1 w� S , . � G +N. l�'` 1011--LM r�,Iu, v . 066145 .. 6\ X l 51 'P-_ 4-2)( 1-4) Z4---t-);) -01-0-1-15 - 2(334 16043_2016.07.13_River Terrace(Lots 152-156)_Calculations.pdf Page 58 of 58 Structural Engineers Roseburg MAIN 1-25-16 2:28pm A Rarest PrrxlucLs 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: U480 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 / 2000 1060 1430 2690 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 2' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 678# -- 2 12' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 1030# -- 3 26' 9.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# -- Maximum Load Case Reactions Used tar appying pdid loads(or line loads)to carrying members Live Roof Dead 1 369#(277plf) 82#(62p1f) 309#(232plf) 2 832#(624p1f) -16#(-12p1f) 199#(149p1f) 3 322#(242p1f) 2#(2plf) 95#(72plf) 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 p oduct names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER StrongTie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS ® BEAVERTON,OREGON "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 must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifcafions. 503-858-9663 _.. --.. - .. • J7 MAIN 1-25-16 R r 2:26pm sose� g A Forest PrcrchreL.{om><m 1 of 1 I Y 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: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 „ x 11 0 0 14 6 0 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#(191p1f) 3 327#(245p1f) 91#(68p1f) Design spans 10' 9.375" 14' 3.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1254.'# 2820.W 44% 19.57' Even Spans D+L Negative Moment 1441.'# 2820.W 51% 11' Total Load D+L Shear 596.# 1220.# 48% 11' Total Load D+L End Reaction 418.# 1151.# 36% 25.5' Even Spans D+L Int.Reaction 1103.# 1775.# 62% 11' Total Load D+L TL Deflection 0.2167" 0.7141" U790 18.85' Even Spans D+L LL Deflection 0.1753" 0.3570" L/977 18.85' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON P l p oduct names are trademarks of their respective owners KAMI L HENDERSON Stran Tie co ri ht c 2015 sim EWP MANAGER py g O by pson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,fioorjoist,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 he reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663