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Specifications CT ENGINEERING r vV Structural Engineers INC. .a. y Nickerson Street Suite 302 Seattle, WA 98109 PERMIT 'nR 2HF_4512 (vl 206.285.0618 (F) ADDRESS CLOSED 137 MST2016-00332 17004 SW JEAN LOUISE RD 136 MST2016-00333 17018 SW JEAN LOUISE RD #16043135 MST2016-00334 17034 SW JEAN LOUISE RD 11 134 MST2016-00335 17048 SW JEAN LOUISE RD Structural Calculations �0 PRO, River Terrace 60 i10,. Lots 134-137 4d (Row Houses) it,4REcfme;!k_o_Ti9and OR 'p/ T2' �`� 03/30/2016 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 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 1 of 60 CT ENGINEERINGG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace—Lots 134-137 (Row Houses)-Tigard,OR DESIGN SUMMARY: The proposed project is to be alley-loaded row houses that are comprised of E5 exterior units and K5 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_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 2 of 60 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 16043-River Terrace-Lots 134-137(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.',4 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NOgypsum concrete 0.0`psf 3/4"plywood (O.S.B.) 2.7 psf Floor Framing(Trusses/Joists) 4.3 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 3 of 60 0 ROOF BELOW 0 r 19'-1" I 3'-2Y2 3'-0" -1Y2" 3' 4^ jt ♦ . EXTENT OF 1-HR 4'-63/4" 4.-64/4" 1 EXTERIOR WALL. 3/01 EGRiSS 1 i-- 4 COMMON WALL 7-0 5 DBL SL Mil TV NICHE l �� µ WALL II 1 AT+36" BELOW � 1 A.F.F._ INSULATE .1p i FLOOR OVEIA II UNHEATED;. PACEII II i M I aster Bedroom nof I'a 1i i I m G RAISED CEILINPER 1 IA I .;i o . TRUSS MANUF 1 2g::L S-11% 3 3l2 5^5}74 -1 RADON r REDUCTION I II SYSTEM I II '� N S 1 r _ `� I 5' SHOWS `�` '�N-. BIFOLD ® v . 01 II 4- :: ON� ! ° M. Bath f� e -.._p m , i 2x4 FLAT o PLANT �' STUDS24"T8 1667' '"Q-i I SHELF 6' m 0+42 LOCATE PLUMBING IT a ■ _% ® ®, •• I� ROUGH-IN ACCOUNTING � '� FOR (2) LAYERS GWB n o -_ e j f AT PARTY WALL tD DRYER WAL I P...7 1 , m , ^' 'II WASHER ,I A •I' 1, u�i OPEN I ^' I 1 ` TO BELOW Bath 2-4 HCW Bath 1' "' 24"TB 3.-73'7 3'-9" I • el ATTIC a 1 m _ LOW WALL UPj1ACCESSI S & P II ..0„, I . ., AT +42" W/ . II WOOD CAP c.�� i 6-0 BIFOLD \I i Q a r 1-5}7 3'-5y2" 'I TYP.a i 6'-1" Tech Rm. ii e RADON p TYP• k IRO 0 rRDUCTION'edrOOm 2 ® I SYSTEM tw 1 . . m 2-6 6 SH5-0 4-6 SI o of AT 61-8"ABV. EGRESS N iv TEQH F.F. 1 ,A«+-.....- 1 3'-C" 4'-1" r 5'-0" l 5'-0" r EXTENT OF 2'-1" ♦2'-0" 1-HR I EXTERIOR WALL. 3/D1 UNIT E-5(D) UPPER FLOOR PLAN 1/4"=1'-0" FRENCH REVIVAL 16043 2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 4 of 60 19•-1" { 15'-5)/2" 1 1 15'-33%" 1 0 I COMMON �• r ROOF ABOVE WALL N 42" GUARDRAIL 7 01 4,-0/2" 5'-0y" 6'-4y" D6 ) m DI tFLOOR i ABV. Deck{ 2-915-0 SH 1-0 6 ''F OVER 1 -- SFEN GLAZING 6-0 .-10 SGD I r L ��� . .. II _—_ >— — MI m® ö II N I <—" 01 p 2x6 WALL W/ R-21 BATT INSUL. N 4 r 0 I FACTORY-BUILT n I F. h DIRECT-VENT GAS FIREPLACE p 20 I I a VENT UP THRU LOW ROOF N• D4 ;:� 1 11LE HEARTH e __ tf (OPTIONAL) II I ILh 1In 4 l._ INSUL. FLOOR JOISTS AND ROOF RAFTERS II 0, ROOF • AT F/P ENCLOSURE 1 BELOW " ___ Living INSULATE FLOOR OVER II o� 0.1 I' UNHEATED SPACES �I RADON r -5y" 3'-10" 3'-4Y2" 1 • REDUC110N • SYSTEM • II U H. & P o 1 N Z 0 N I 1� , ? U �.. DN I, ?g.",-11 = 'I N o NQ 1 , -- -- rn`�° i 6 FLOOR II o o a I 1, n LOW WALL AT BELOW II I I +42" A.F. �Z 1 II I I SEE L • I° Kitchen N U4 FOR STAIR nF - [ DETAILS \ 1 1 DW az D !! w m I II ak ii filo Z 4?a - Ip 'dil, 1 I �'Iv.m i _6"I N 2'_8" I i _4.----- ....A.-.- e UP 1 N�•i 18 .1 CONTINUE PARTY WALL- ! r� �- D4 GAB THROUGH FURRING I 1- i-3 TYPICAL I1 r i U 1 I = 1I a G i I I Din./Fam. iIj ',..'r7- L J a SIM. PWdr. 0 RADON REDUCTION SYSTEM II D� 0 C_ INSULATE FLOOR OVER I ' UNHEATED SPACE Ir-i FLOOR BELOW ' . I I 2-6 3-0 F •I I 5-0 1-6 f OVER I - _ _____,, jI AT 6'-'11"ABV. L_i , 5-0 4-6 SL of 4 IN PN9�2. F.F. # , N m I fill m Ur I I I EXTENT OF I EXTERIOR I WALL. 3/D1 3-3" I2-2"• 5-0" 5-0" 5-5' 1'-6'* 10'-0" /2'-0" I • 1 19.-1" 1 UNIT E-5(D) MIDDLE FLOOR PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 5 of 60 19.-1" 4'-1" 15•-0 COMMON S-10)/4" 23/q' WALL Il Ir- I ; DECK ABOVE I-II Q _ i 6'-6" B-4 .n In IINIIIIIInllIlla " 10-0 7-0 SOHD mgEk 1 Mee li GarageDY WALL FINISH: 36" GWB SIM. CEILING FINISH 3'e" TYPE 'X' GWB Atk .. ----FIRE-.TAP-E.-A61-GWB- mar " R3 OCCup_:.I: WRAP BEAMS:BELOW CEILING:LEVEL. i DIRECT VENT GAS ���''' - INSULATE FLOOR ABOVE.' WATER HEAlar A R _ I- 61R ACE ABOVE \�� DOORS SHALL BE I SELF-CLOSING DIRECT VENT GAS M FURN. �A.A5,`,/_ 20 MIN. RATED FURNACE - inik REDUCTIRADONON I I. INSULATE IN SYSTEM I STAIR 1 N I I I �- STAIRS 1.1 m _I 1 F,1RR DOWN FOR DUCT RUN 4-1 I I 15-2h" 9.-9Y2 v. I I WOOD "EAD, MAX. RISER L P 8" (ADD OR REMOVE i o 'STEPS S REQUIRED PER n jSITE CINDITION) gar ; 0 �� � � it i MA� N O ?ao ilBath' as' SIM. J o +36" RAIL IHamo ,z" N x 1` 1 & PICKETS _=, o N I — 24"TB 1.1 Ak N N ` ><-N �� ��-° 6X6lur® .� 1. 1 111 mar wil I LOCATE PLUMBING 11 4 z UP '' ROUGH-IN ACCOUNTING I. 7 a I Entry I FOR (2) LAYERS GWB 11 a ' AT PARTY WALL 1' ------- u �N + 2•-DY2" 7•-3Y2" 1 k t g N I o Bedroom 3 1 0 N ii. ", 4s R3 OCCUPANCY 1'\II ry - -iirTT I� I I 2.-133T �.-DY2 o Q I _ 1 m I RADON 1, -'4.'':' 1-0 IV I 4 m ' REDUCTION 1 "' Porch cREss I �_\ SYSTEMS-0 4-6 SL m I ' e I AT 1® Bill lii S� FLOOR;ABOVE © I STEPS up NV I 3-7. 7•-0. 20'-5" UNIT E-5(D) LOWER FLOOR PLAN 1,4.=1._0" FRENCH REVIVAL 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 6 of 60 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E5(D) 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.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usqs.qov/desiqnmaps/us/application.php http://earthquake.usgs.gov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMS=Fa*Ss Skits= 1.08 EQ 16-37 EQ 11.4-1 SMi=F„ Si 5M1= 0.67 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS SIDS= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SDI= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor no= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor f20= 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 Page 1 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 7 of 60 SHEET TITLE: CT PROJECT#: Unit E5(D) Sos= 0.70 h„ = 25.92(ft) Sin= 0.44 x= 0.75'..ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.41 k = 1'ASCE 7-10(Section 12.8.3) TL= 6'ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sps/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=Sp,/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Sot*IV(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 51)/(R115) 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) Cu,, = DIAPHR. Story Elevation Height AREA DL w; w. *h;k wX *hXk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h1k Vi DESIGN Vi Roof - 25.92 25.92 693 0.030' 20.79 538.8 0.49 236 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_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 8 of 60 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: Unit E5(D) N-S E-W F-B S-S IBC ASCE Ridge Elevation(ft)= 44,00' 40,00:ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. --- --- Building Width= 19.0 40.0 ft. Basic Wind Speed 3 sec.Gust= 95 95 mph Figure 1609 Figure 6-1 Exposure= B > B Roof Type= Gable Gable PS30A= 16.1 16.1;psf Figure 6-2 PS30 B= 11.0 11.0'psf Figure 6-2 Ps30 c= 12.9 12.9 psf Figure 6-2 PS30o=' 8.9 8.9'psf Figure 6-2 N= 1.00 1.00' Figure 6-2 Kn=' 1.00 1.00' Section 6.5.7 windward/lee=: 1.00 0.61:(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) X*Kn*Iw*windward/lee : 1.00 0.61 Ps=A*Kzt*I*poo= (Eq.6-1) PS = 16.10 9.82 psf (Eq.6-1) Pse= 11.00 6.71 psf (Eq.6-1) Psc = 12.90 7.87 psf (Eq.6-1) Ps o= 8.90 5.43 psf (Eq.6-1) PS A and c average= 14.5 8.8 psf PSB and Daverage= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2*2a= 7 28 MAIN WIND-METHOD 1 PER ASCE Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.00 1.00' 1.00: 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB 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-W) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 AF= 626.2 Ar= 1318 6.3 8.0 V(n-s). 8.32 V(e-w)= 9.93 kips kips kips kips 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 9 of 60 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: Unit E5(D) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.00 0.00 0.00' 0.00 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00' 0.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(S-S)= 9.93 kips kips kips kips DESIGN WIND-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 let(base) 0 0 V(F-B)= 8.32 V(S-S)= 9.93 kips kips 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 10 of 60 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 -"Stiff Soil" Risk Category I/II/III It W ) `erton, rf, § r fes: w....� 9f �7�y�� � q[#j ^s "' r, e& � �, 13 � 1K�Yd1t7F w e �� -� �•¥/gym - � � � ' {# • l k t �lrirallsie '8 210 w LakeOwe 4 l • h€ y�yy :lati'l f PW„ Mapauest USGS-Provided Output SS = 0.972 g SMS = 1.080 g S. = 0.720 g Si = 0.423 g SM: = 0.667 g Sol = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. NICER.Response Spectrum Design Response Spectrum 0. 1.10040 '01 O=ff 002 OU 0,7x 4.sb S 042 f 44: a ass ttosv l 4.44 a22 412-4 0.22 OAS 0.11 0.0t "00.00 i 2.00 0060_00 _ 0. 4_#00,4 040 1.001.201, * 1.co L 2.00 Period I Its Period,I( ) 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_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 11 of 60 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... MUMS 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)w SS = 0.972 g From Figure 1613.3.1(2)`Z' Si = 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 Nn, s. A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 12 of 60 Section 1613eleration.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acc TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site ClassMapped Spectral Response Acceleration at Short Period 5550.25 S5 = 0.50 Ss = 0.75 S5 = 1.00 Ss ? 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and S5= 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period Si 5 0.10 Si = 0.20 Si = 0.30 Si = 0.40 Si >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Sl For Site Class = D and S. = 0.423 g, F„= 1.577 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 13 of 60 Equation (16-37): SMS = F.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 = % SMS = 24 x 1.080 = 0.720 g Equation (16-40): SDS = 2/ SMi = 2/ x 0.667 = 0.445 g 16043_2016.03.30_RiverTenace(Lots 134-137)_Calculations.pdf Page 14 of 60 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDS I or II III IV SDs < 0.167g A A A 0.167g _< SDs< 0.33g B B C 0.33g <_ SDs < 0.50g C C D 0.50g <_ SDs D D D For Risk Category= I and SDs= 0.720 g,Seismic Design Category= D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF SD1 I or II III IV S01 < 0.067g A A A 0.067g <_ Sr. < 0.133g B B C 0.133g <_ Sin < 0.20g C C D 0.20g <_ So, 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- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 15 of 60 SHEET TITLE: LATERAL E-B(front to back) CT PROJECT#: Unit E5(D) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.36 kips Design Wind Fa V i= 3.38 kips Max.aspect= 3.5I 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 of. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM RoTM Line U.um OTM RoTM Unet U.um Ueum HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 139.6 6.8 6.8 1.00 0.100.68 0.00 0.47 0.00 1.00 1.00 70 P6TN P6TN 101 3.80 2.05 0.29 0.29 5.45 1.52 0.65 0.65 0.65 A A.3b 206.9 10.0 10.0 1.00 0.10' 1.01 0.00 070 0.00 1.00 1.00 70 P6TN P6TN 101 5.62 4.50 0.12 0.12 8.07 3.33 0.51 0.51 0.51 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3b' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.3a 87.35 7.8 7.8 1.00 0.15' 0.47 0.00 0.33 0.00 1.00 1.00 43 P6TN P6TN 61 2.65 4.05 -0.20 -0.20 3.80 3.00 0.11 0.11 0.11 C C.3b 102,6 8.2 0.0 1.00 0.00 0.50 0.00 0.35 0.00 1.00 1.00 43 P6TN P6TN 61 2.79 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.63 C C.3c 146.6 11.7 117 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 0.36 572 0.00 0.52 0.52 0.52 693 44.3 44.3=L eff. 3.38 0.00 2.36 0.00 EVxind 3.38 EVEQ 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 16 of 60 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E5(D) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V I= 1.62 kips Design Wind F-B V i= 2.41 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.98 kips Sum Wind F-B V I= 5.79 klps 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 vi Type Type It i OTM ROTM Unet Usem OTM ROTM Unet Usum Ut m HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 0 6.8 6,8 1.00 0.10 0.00 0.68 0.00 0.47 1.00 1.00 70 P6TN P6TN 101 4.27 2.05 0.37 0.65 6.13 1.52 0.76 1.40 1.40 A A.2b 0 10.0 10.0 1,00 0.10 0.00 1.01 0.00 0.70 1.00 1.00 70 P6TN P6TN 101 6.33 4.50 0.20 0.32 9.08 3.33 0.62 1.12 1.12 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 346.5' 5.0 6.0 1,00 0,15' 1.21 0.00 0.81 0.00 1.00 1.00 162 P6 P6 241 7.30 2.03 1.22 1.22 10.85 1.50 2.16 2.16 2.16 B 13,21, 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.2a 92.53 9.0 9.0 1.00 0.15 0.32 0.47 0.22 0.33 1.00 1.00 61 P6TN P6TN 89 4.93 5.47 -0.06 -0.26 7.17 4.05 0.37 0.49 0.49 C C.2b 115.7 11.3 11.3 1.00 0.15' 0.40 0.50 0.27 0.35 1.00 1.00 55 P6TN P6TN 80 5.57 8.54 -0.28 0.09 8.13 6.33 0.17 0.70 0.70 C C.2c 138 13.4 13.4 1.00 0.15 0.48 0.71 0.32 0.50 1.00 1.00 61 P6TN P6TN 89 7.39 12.15 -0.37 -0.01 10.75 9.00 0.14 0.66 0.66 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVN,,nd 5.79 EVEQ 3.98 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 17 of 60 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E5(D) 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 Off C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM ROTM Unet Usum U.um HD (soft) (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.la 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.65 0.00 0.00 0.00 1.40 1.40 A A.1b' 0 20.8 20.8 1.00 0.15 0.00 1.69 0.00 1.18 1.00 1.00 57 P6TN P6TN 81 10.60 29.30 -0.93 -0.61 15.21 21.70 -0.32 0.80 0.80 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1a 144.4 5,0 5.0 1,00 0.00' 0.53 0.50 0.17 0.34 1.00 1.00 101 P6TN P6 206 4.56 0.00 1.05 2.27 9.26 0.00 2.14 4.29 4.29 B B.1b 202.1 7.0 7,0 1.00 0.00 0.74 0.70 0.24 0.47 1.00 1.00 101 P6TN P6 206 6.38 0.00 1.01 1.01 12.96 0.00 2.05 2.05 2.05 - - 0 0,0 0.0 1,00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.1a 109.8 11.3 11.3 1.00 0.15 0.40 0.92 0.13 0.55 1.00 1.00 60 P6TN P6TN 117 6.08 8.54 -0.23 -0.50 11.86 6.33 0.52 1.01 1.01 C C.1b 48.8 5,0 5.0 1.00 0,16' 0.18 0.41 0.06 0.62 1.00 1.00 135 P6TN P6TN 117 6.09 1.80 0.99 0.99 5.27 1.33 0.91 0.91 0.99 C C.1c 187.9 19.3 19.3 1.00 0.15 0.69 1.57 0.22 0.82 1.00 1.00 54 P6TN P6TN 117 9.37 25.01 -0.84 -0.85 20.29 18.53 0.10 0.75 0.76 - - 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'i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0; 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00 0.00' 0,00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 r 00, 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0` 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 i 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVnd 8.32 EVEQ 4.79 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043 2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 18 of 60 SHEET TITLE: LATERAL S•S(side to side) CT PROJECT#: Unit E5(D) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.36 kips Design Wind F-B V I= 4.04 kips Max.aspect= 3.5SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.36 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. Wall ID T.A. Lwall LIL,x. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Row Un,1 Ueu,n OTM ROTM Line U,nn, U.un, HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (PIO) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.3a 173.3 3.0 3.0 1.00 0.20 1.01 0.00 0.59 0.00 1.00 0.75 262 P4 P6 337 4.71 0.81 1.67 1.67 8.08 0.60 3.21 3.21 3.21 1 1.3b 173.3 3.0 3.0 1.00 0.20 1.01 0.00 0.59 0.00 1.00 0.75 262 P4 P6 337 471 0.81 1.67 1.67 8.08 0.60 3.21 3.21 3.21 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 154 2.0 7.0 1.00 0.15' 0.90 0.00 0.52 0.00 1.00 0.50 523** ** 449 4.19 0.95 2.43 2.43 7.18 070 4.86 4.86 4.86 4 4,3b 192,51 2.5 7,0 1.00 0.15 1.12 0.00 0.65 0.00 1.00 0.63 419** ** 449 5.23 1.18 2.21 2.21 8.98 0.88 4.42 4.42 4.42 693 10.5 10.5=Leff. 4.04 0.00 2.36 0.00 EVnnd 4.04 EVE° 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 19 of 60 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E5(D) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-B V I= 2.87 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.98 kips Sum Wind F-B V I= 6.92 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. HD Wall ID T.A. Lwall Logy eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Line Usum OTM ROTM Une1 U,um U,um (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2a 56.83 3.0 3.0 1.00 0.20 0.24 ' 1.01 0.13 0.59 1.00 0.67 361 P3 P4 415 6.50 0.81 2.44 4.11 11.21 0.60 4.55 7.76 7.76 1 1.2b; 56.83 3.0 3.0 1.00 0.20 0.24 1.01 0.13 0.59 1.00 0.67 361 P3 P4 415 6.50 0.81 2.44 4.11 11.21 0.60 4.55 7.76 7.76 - - 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 2 2,3a' 346.5 4.0 3.5 1.00 0.20 1.44 0.00 0.81 0.00 1.00 0.89 228 P6 P4 359 7.29 1.26 1.81 1.81 12.94 0.93 3.60 3.60 3.60 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 103.5 2.0 7.0 1.00 0.15 0.43 0.90 0.24 0.52 1.00 0.44 861** ** 664 6.89 0.95 4.46 6.89 11.95 0.70 8.43 13.30 13.30 4 4.2b 129.4 2.5 7.0 1.00 0.15 0.54 1.12 0.30 0.65 1.00 0.56 689** ** 664 8.61 1.18 4.05 6.26 14.93 0.88 7.67 12.09 12.09 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0`> 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 14.5 14.5=L eff. 2.87 4.04 1.62 2.36 2:V,„„d 6.92 ZVEQ 3.98 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 20 of 60 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E5(D) Diaph.Level: 2nd(main) Panel Height= 8 ft. Seismic V I= 0.81 kips Design Wind F-B V I= 3.02 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.79 kips Sum Wind F-B V I= 9.93 kips Min.Lwall= 2.29 ft. per SDPWS-08 HD 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. Wall ID T.A. Lwall LOQ off C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoIM Unet Unum OTM Roan Unst Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2a 74.69 5.8 10.7 1.00 0.27' 0.40 1.64 0.11 0.95 1.00 1.00 183 P6 P4 354 8.44 7.45 0.19 4.30 16.26 5.52 2.11 9.87 9.87 1 1.2b 38.97 3.0 8.0 1.00 0.27 0.21 0.85 0.06 0.49 1.00 0.75 245 P4 P4 354 4.40 2.92 0.64 4.75 8.48 2.16 2.71 10.47 10.47 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 173.3 4.0 11.5 1.00 0.27 0.92 1.44 0.25 0.81 1.00 1.00 264 P4 P3 588 8.45 5.59 0.86 2.67 18.83 4.14 4.41 8.01 8.01 - - 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 3 3.1a' 173.3' 9.3 9.3 1.00 0.27 0.92 0.00 0.25 0.00 1.00 1.00 26 P6TN P6TN 98 1.97 10.58 -0.99 -0.99 7.33 7.84 -0.06 -0.06 -0.06 4 4.2a 50,52 3.8 13.3 1.00 0,15 0.27 1.33 0.07 0.77 1.00 0.96 228** ** 416 6.70 3.45 1.03 7.92 12.76 2.55 3.22 16.52** 4 4.2b 59.31 4.5 13.3 1.00 0.15 0.31 1.66 0.08 0.96 1.00 1.00 231** ** 438 8.33 4.05 1.12 7.38 15.78 3.00 3.33 15.42** - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ; 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 570 30.4 30.4=L eff. 3.02 6.92 0.81 3.98 2:V,v d 9.93 2iVEQ 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.03.30 River Terrace(Lots 134-137)_Calculations.pdf Page 21 of 60 JOB#: Unit E5(D) ID: 4.3a&4.3b ALT w dl= 150 plf V eq 1177.6 pounds V1 eq= 523.4 pounds V3 eq= 654.2 pounds V w= 2020.5 pounds V1 w= 898.0 pounds V3 w= 1122.5 pounds v hdr eq= 168.2 plf •H head= A v hdr w= 288.6 plf 1 v Fdragl eq= 187 F2 eq= 234 A Fdrag1 w= 1 F2 . 401 H pier= v1 eq= 327.1 plf v3 eq= 261.7 plf 5.0 v1 w= 449.0 plf v3 w= 449.0 plf feet H total= 2w/h= 0.8 2w/h= 1 9 . Fdrag3 eq= s F4 e.- 234 feet A Fdrag3 w= 321 F4 w= 401 P4 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 168.2 plf 3.0 EQ Wind v sill w= 288.6 Of feet OTM 10599 18184 R OTM 3308 2450 v . UPLIFT 1157 2498 UP sum 1157 2498 H/L Ratios: L1= 2.0 L2= 2.5 L3= 2.5 Htotal/L= 1.29 ► 4 0.4 ► Hpier/L1= 2.50 ► Hpier/L3= 2.00 L total= 7.0 feet 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 22 of 60 JOB#: Unit E5(D) ID: 4.2a&4.2b ALT w d1= 150 plf V eq 1722.2 pounds V1 eq= 765.4 pounds V3 eq= 956.8 pounds V w= 2986.3 pounds V1 w= 1327.3 pounds V3 w= 1659.1 pounds v hdr eq= 246.0 plf i A H head= A v hdr w= 426.6 plf 1 v Fdragl eq= 273 F2 eq= 342 Fdragl w= , 4 F2 . 593 H pier= v1 eq= 382.7 plf v3 eq= 382.7 plf 3.0 v1 w= 663.6 plf v3 w= 663.6 plf feet H total= 2w/h= 1 2w/h= 1 9 . Fdrag3 eq= F4 e.- 342 feet A Fdrag3 w= 474 F4 w= 593 P3 E.Q. 2w/h= 1 P2 WIND H sill= v sill eq= 246.0 plf 5.0 EQ Wind v sill w= 426.6 plf feet OTM 15500 26877 R OTM 3308 2450 v • UPLIFT 1935 3877 UP above 1157 2498 UP sum 3093 6375 H/L Ratios: L1= 2.0 L2= 2.5 L3= 2.5 Htotal/L= 1.29 Hpier/L1= 1.50 Hpier/L3= 1.20 L total= 7.0 feet 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 23 of 60 JOB#: Unit E5(D) ID: 4.1a&4.11)ALT w dl= 150 plf V eq 1878.3 pounds V1 eq= 864.0 pounds V3 eq= 1014.3 pounds V w= 3567.4 pounds V1 w= 1641.0 pounds V3 w= 1926.4 pounds — v hdr eq= 140.9 plf •H head= A v hdr w= 267.6 plf 1 v Fdragl eq= 324 F2 eq= 380 • Fdragl w= = 5 F2 . 722 H pier= vl eq= 225.4 Of v3 eq= 225.4 plf 5.0 vl w= 428.1 plf v3 w= 428.1 plf feet H total= 2w/h= 1 2w/h= 1 9 . Fdrag3 eq= 4 F4 e.- 380 feet • Fdrag3 w= 615 F4 w= 722 P6 E.Q. 2w/h= 1 P4 WIND Hsill= vsill eq= 140.9p/f 3.0 EQ Wind v sill w= 267.6 p/f feet OTM 16905 32107 R OTM 12000 8889 UPLIFT 409 1935 UP above 0 0 UP sum 409 1935 H/L Ratios: L1= 3.8 L2= 5.0' L3= 4.5 Htotal/L= 0.68 ► I ►4 ► Hpier/L1= 1.30 ► Hpier/L3= 1.11 L total= 13.3 feet 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 24 of 60 SIM. 4 4 S9.1 S9.1 I- 7 c 4x12 HDR UB4 in � ILIo 4o N I 0 ® HUC416 HUC416 i Z _0134x21 LV1L FB L 1 - x1 HD' R -01 •• 'a�b"p6R—n—T" i oo Nl I ^UP TO T NI I M. BE) N..-. N.- U 11 U U U U U 1 ,SII FLOOR GT i et 20" OPEN WEB JOIIASTS e 19.2" O.C. Ili 6 o D 'i` iF, S9.0 TYP. DSC5 I 1I FLOOR GTJDRAG TRUSS (18JS9.0) j -in T -r--- --- ii I Ir 1\111 2x6 AT HIT420 I III- I Illi, i6" D.C. tkiii H1T4P. ;----.J . II i II; I m 13:"x20"LVL FB 1 JI_ "I ' Elar =I �I STAIR FRMG. 1 ; I ISI 1 (2) 2X10^ . li (3)2x6 FB � 1 I I 'I 2x6 LEDGER, �� LEDGER I I AT LANDING � �M.UP TO I L T1P. U.N.O. \ 'I ` ' 'Y'' DATI I I b 1 \ I = 11 I it iiJILL YiT 1 1 i I 1 1 1 ir 1 Ili \� �__ 1 r11I ,.' 1111I Lt: STXIR l I 1 i 1 1 I i l Ili RAISED F . I I ii '-� 11' Id' I PLATE • / \\ r":` UP TOIi; I, / \ i r4- I- JI / \ I 1 \ o LANDING/POWDER I I 1 AT +1'-234" 1 HIT420 I I ABV. MIDDLE F.F. --: ', T. T1PF EXTENT OF I I 0RAISED FLOOR = I� IRAISED FLR. I ll (DOT FILL) ft ,.,4 131";20 LVL FB , SEE BELOW r I i4I GT ABOVE I �; li � uP TO I 1. 6X6 / //' i�// BED 2 II HDI UP TO -y- TECH. I 2x10 HDR LEDGER UPPER FLOOR UNIT E-5(D) FRAMING PLAN 1/4"-1'-0" FRENCH REVIVAL 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 25 of 60 U I ,I j r1 L I (2)2x10 FB B& 1' 'I I i.' J11 I SIM. 1 --- 59.2 0• OVER-FRAMING PLAN I. 1 TO MATCH HT. j �! OF RAISED FLR. *RAISED FLOOR AT +14W /�_�� I �'� UPPER FLOOR WALLS 2x10 1 16 I . 2 'I O.C. TYP. 3 I r:.. !, 1 E.: 59 2x6 LEDGER I sJ 1 4.75" STEP j 8 HDR I1 I S9.3 i I F 7 S9.3 RAISED UPPER FLOOR UNIT E-5(D) FRAMING PLAN 1/4"=1'-0" TECH ROOM 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 26 of 60 18 eh POST ABOVE 59.2 V. POST ABOVE EDGE OF DECK ABOVE 6x6 P.T. POST W/ , ACES CAP, TYP. PT 6X12�R 7 o ._4 r MB6 ai F.' 10'-fr ® B NDLEIIID STUDS • { /A OVF 6x6-1 A PT xB LEDGER I I' r 6- __L 7 __� ---t I 1 i 'it' .., .. - 2X TRUSSESi '�"_'.- © 3)4"x103;' CAS&i, 6x6 AT 24" O.C. GT SL HDR N16� 6;6 �� 1 LOW ROOF I 'iz ABOVE ABOVE 1H2.5 TO BEAM 1 UP TO II 314 914"BIG I LIVI'1G I, -J III �k BEAM FB I r I w SIM. • __ _ - HU410 ao i al..--GT ABOVE W r aci i H N • {/- LD'Sm mW �. 1 I 6 ':� ` -'./1 1 - a:® ` '.23----� �--, 59.2 TYP. 3 I x HU410 I >- A z _ ; ,� 'I� o a Thi-�� T B 93FB IG J 1I ,, 131"x9YZ" I % I I GT ABOVE 12 I RIGIDLAM LVL FB I / - H2.5 TO SEAM S9.0 L _—"� -. " CONT�5J4'x1P/c" BIC BEAM_�._.�0 LEDGER I 410 ,,.- • .�,L 6x. POST MB4 ® I w 13:" 9)4" RIGICLAM 4° m _ • LVL FB LANDING F.F. AT +T-0" ' .T2j 4x4 POST FR)M +7'-0" • ABOVE LOWER F.F. `:,2.k i I• TO 8'-1" ABV. LJW F F. SIM. 2x6 AT 16" O.C. . 1 Sr-R FFMG. 3 '' Al 134" 934" RIGICLAM S9.2 LVL FB \ '`3J4 934"BIG • \ / �, 6 BE'M FB —-J__—— BUNDLED STAIR ■ ( xT , (•-•-• " STUDS ABV. I1I 0 n `' FRAMING �'G I— v) RAISED FLOOR / \ ror.1-- I (DOT FILL) i \gym I HU4 I SEE LEFT / I 4 1II B J j i 6x6 \ •"' li "T Yz'{934" BIG BEAM iO3 Crre T ii. = I la m m ml Im i 1-,41 r j. j.i .ii j� w w W. W ■-4x oT,R, Im m co, i PWDR 1 j m •m m• E6 I ILD i' N �I le .i ,; ' Irn I of I rnl rnrn 1. a SIM. �I 3 1 BIG In I -JN 3 I "� GT ABOVE ® I BEA Fe i 1 M_�10 xa" nR I '.I HU ..O 'i • �DN/FAM. " II �~�__ Md9-4x8 H1)R _ I - ,13"x y21GID AM LEL FB + I® HUC01.81/9 BUNDLED STUD J HUC01.81/9 FOR HEADER ABOVE R.H. PER 12/07 I UNITMIDDLE FLOOR E-5(D) FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 27 of 60 lb L., I I (2)2x10 FB !_11� 1 Al 1 TOP @ +10.--1Y4" I J(3) 2x +Y♦" PLWD. UNDER (2) 2X10 EDGE OF TJI ` I n n 1 PONY WALL SUBFLOORTO RAISED ta.75" TO PLAN BENEATH STEP I PWDR. RM. ''7 __J FIN. FLOOR ® - +1'-3Yi"ABV. 241 MIDDLE FLOOR WALLS i MIDDLE FLOOR. ® 16" DC 1114.75 ` I IS'P i3 PLATE +8'-1"—J' i--J ;1 S9.3 L 2x1f LEDGER HOLDOWN STRAP L. 1 1 dor 10'-1Ya" l FROM ABOVE 1 13 I S9 3 � 12 PLATE +8'-1" S9.3 RAISED MIDDLE FLOOR UNIT E-5(D) FRAMING PLAN 1/4"-1'-0" POWDER ROOM AND STAIR LANDING 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 28 of 60 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 ;< .r., a:3 „gi3583 .:, Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Wea Des n UB1 .Lt" �' / Calc laticn€...r $.ND tll ZttNl> BC � � � ��� ,. ,��� � ,,,-. 5,� itrq `7-45 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-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=7.750 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=8.330 ft Design Summary .Ves0 ' Max fb/Fb Ratio = 0.635: 1 fb:Actual: 700.00 psi at 1.750 ft in Span#1 Fb:Allowable: 1,102.10 psi - Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3.501t,2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.47 0.54 0.36 Live Load Defl Ratio 1290 >360 Total Defl Ratio 852 >180 Wood Beam design', UB2 _. %,... utatkfis per 2005#DS 1BC 2�➢Q.6 BC 2007,A Cf 7- 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 o v)s 05> Max fb/Fb Ratio = 0.347; 1 ° `�o ba� fb:Actual: 352.07 psi at 3.250 ft in Span#1 Fb:Allowable: 1,013.55 psi Load Comb: +D+L+H Max fv/FvRatio= 0.179: 1 A A fv:Actual: 26.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 n.2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L is 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 Otociftetilitp‘ilin UB3 Cain Mations r209# DS: %' 0CCBG 207,ASCE 7-05 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary o gig: W6 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 .,..1., z.,. 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 3.5 4x10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152 >360 Total Defl Ratio 13898 >180 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 29 of 60 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 Bei 81'1 i .,� U64 1r6434WW. \ `•• <.,1� ,,, h1s�1�SZ000Jr -iii: 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 Fv150.0 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 klft,Trib=4.0 ft Design Summary Max fb/Fb Ratio = 0.934; 1 D(0.0720 S(0.10) fb:Actual: 786.29 psi at 7.500 ft in Span#1 Fb:Allowable: 841.45 psi _ Load Comb: +D+S+H •__ .,A A Max fv/FvRatio= 0.313: 1 fv:Actual: 43.25 psi at 0.000 ft in Span#1 15.on 4x12 Fv:Allowable: 138.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E LI 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 l3 IY8 g 1 U B5 i ` y $, 14DS E3 I;c$c 200VASC 7s4# BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary 00.09750L0260 mimillIMMIIIIIml -_ Max fb/Fb Ratio = 0.165; 1 ' fb:Actual: 153.55 psi at 1.750 ft in Span#1 Fb:Allowable: 931.44 psi ' Load Comb: +D+L+H • • Max fv/FvRatio= 0.126: 1 A A fv:Actual: 18.94 psi at 2.730 ft in Span#1 Fv:Allowable: 150.00 psi 3.506,2-zoo Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.17 0.46 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.46 Live Load Defl Ratio 12241 >360 Total Defl Ratio 8902 >180 • Beaa, m aesign : UB6 / - \ ,� 6', `c,2007AsC itS-, , . , - -'' " . - S '. BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150"0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525"0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Desiqn Summary 8`8t•"-)iitAfil, Max fb/Fb Ratio = 0.199; 1 fb:Actual: 202.13 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.163: 1 fv:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr E W E El 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 020 0.39 0.08 Live Load Defl Ratio 7849>360 Total Defl Ratio 5486>180 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 30 of 60 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 06 ''' ,.r,, : '''''''"4' `� ..t z t" ! � 4983 c en .. 8 er6 Isisv Lic.#: KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams Weam1-41 Isidit. M61 V 40.'i 'IT \N/i, CalcuIado> per W.Y LdiktB `r:LS 7 A 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-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=20.0 ft Design Summary D0.30 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 -a .-- �� ••�_> �� 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 n,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 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 Dell Ratio 3041 >360 Total Defl Ratio 2212>180 Vaal Beam Design MB2 R '-4k r- „: .,,t. �§.: €. �. °, 2 �„ r . C4G[ila#l4i$pB1`V (b 1VrxS,'IBC:$0Q6,CiE3�.�2{W</US{`iE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.50 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary w. Max fb/Fb Ratio = 0.913. 1 RiP.e1i .'6690Fdr fb:Actual: 848.86 psi at 1.400 ft in Span#1 Fb:Allowable: 929.74 psi . Load Comb: +D+L+H • a • 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) 2 L Lr S w E H Downward L+Lr+S 0.037 in Downward Total 0.050 in Left Support 0.71 1.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 1.22 Live Load Defl Ratio 1638>360 Total Defl Ratio 1189 >180 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 31 of 60 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 , , „ iR j ifie iia 7' 11,t 1 `'': Lic.#: KW-06002997 Licensee:c.t.engineering Yt g1�n>,fl MB4 a '' ''': -'4.41-':'''' ,.•';''''f,'-'; 4 a ,Ca C liafiaii ,r `.' ct; ,�±G 20 ) , , , '7\4,4,', BEAM Size: 5.25x11.875,Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-PrIl 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unit 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:Load Comb Allowable: +D+L+H psi • • Max fv/FvRatio= 0.455: 1 A A fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477>360 Total Defl Ratio 347 >180 W Be2kj 11�esi MB5 V °' :','"e, Caiculations psr'200fi sS,IBG 2006, BC 2007;llSf 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: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-PrIl 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.250 ft Point D=0.220, L=0.240, S=0.180 k@1.Oft Point: D=0.660, L=0.720, S=0.540 k @ 4.0 ft Point: D=0.440, L=0.480, S=0.360 k @ 10.50 ft Design Summary MUM .. kw.• Max fb/Fb Ratio = 0.708. 1 D(0.1238 L(0.330) fb:Actual: 2,006.31 psi at 4.025 ft in Span#14. Fb:Allowable: 2,834.87 psi � Load Comb: +D+L+H ,zR ._. , • ..... r��... Max fv/FvRatio= 0.513: 1 A A fv:Actual: 148.83 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi 10.50 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 0.240 in Downward Total 0.343 in Left Support 1.26 2.40 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.36 2.51 0.58 Live Load Defl Ratio 525 >360 Total Defl Ratio 367>180 ' « 8 yma &gn!MB6 4 4 '• , y -. ,, -, ears r 200 IVDB;p 2O0 frBC 2007i Asi*7-IS BEAM Size: 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Pill 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.50 ft Design Summary Max fb/Fb Ratio = 0.990; 1D(0.06750 L(0.180) fb:Actual: 689.04 psi at 7.500 ft in Span#1 Fb:Allowable: 695.89 psi Load Comb: +D+L+H •,tea.:._...... x �.��,:__. _ �. .,.. . • 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) 2 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_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 32 of 60 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 o a 7 �� Lic. :KW 06002997 Licensee:c.t.engineering ai MB7 is per 200'ti[i0B 100k/ Erif ?-iF 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-Prll 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 DR%18§8 NSW) fb:Actual: 201.88 psi at 6.250 ft in Span#1 Fb:Allowable: 946.00 psi Load Comb: +p+L+H • .. . .. � ....� _ ,� :�.... ��..:� ..�F �,,..� Max fv/FvRatio= 0.064: 1 A A• fv:Actual: 10.96 psi at 11.750 ft in Span#1 12.50 n, 2-2x10 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.000 in Downward Total 0.000 in Left Support -0.06 -0.17 Upward L+Lr+S -0.058 in Upward Total -0.079 in Right Support -0.06 -0.17 Live Load Defl Ratio 2606 >360 Total Defl Ratio 1895>180 1 k'SiCi1 MB9 .. � kula na rjoo3 .iif006, T As4'7-QS 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-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.010 k/ft,Trib=1.0 ft Unit Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Point W=7.582, E=7.732 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0.413. 1 D(0 0750 Lo()0 20) fb:Actual: 1,511.55 psi at 1.018 ft in Span#1 Fb:Allowable: 3,663.90p si �s� , Load Comb: +D+W+H • Max fv/FvRatio= 0.603: 1 A fv:Actual: 298.89 psi at 0.000 ft in Span#1 Fv:Allowable: 496.00 psi 6.50 ft, 3.5x9.5 Load Comb: +D+W+H Max Deflections Max Reactions (k) D L Lr SW 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_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 33 of 60 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: .. Vi as o 43t(206)285 0618 ,° i ' G <1 ' i3 3c. .17,,,.. s i , r ' - s. ,. Licensee c t engineering Lic # KW 06002997 M � � MB10 f MC„:7,„ -O BEAM Size: 3.125x9,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Pill 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.020 k/ft,Trib=4.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary o 0 . .320 Max fb/Fb Ratio = 0.521; 1 31" "m1""D O. . . 2O fb:Actual: 1,977.56 psi at 1.018 ft in Span#1 Fb:Allowable: 3,795.92 psi _ „_ �__�- ... Load Comb: +D+W+H • A Max fv/FvRatio= 0.870: 1 A A fv:Actual: 368.97 psi at 0.000 ft in Span#1 6.50 ft, 3.125x9 Fv:Allowable: 424.00 psi Load Comb: +D+W+H Max Deflections Max Reactions (k) D L Lr S w E I Downward L+Lr+S 0.038 in Downward Total 0.164 in Left Support 0.65 1.04 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.65 1.04 1.17 1.19 Live Load Dell Ratio 2062 >360 Total Defl Ratio 477 >180 Page 34 of 60 16043_2016.03.30 River Terrace(Lots 134-137)_Calculations.pdf 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 Ms 1� 1 ^- ^f&`J '11,72% 4- � IApt's I1 1. i ) I :( re.."----..... --------''il .11 ) \ ( S iii,„ . • nH 1W Zit ' • _ 40 :5_ (4-3(0‘3/6) i- )/2)i 47' 4--(2, )( ). • )��J Qac p g 9vo 16-' -- -- (4-.,Y-2-91,b —__ 266�-0 F t//, 6- miltto f W - Me u,A) D . . y$ 1 6 x l 51 -P-= (z)( ) L rkt-i fiat?-1--)5] = 0(33 -- o --- ,/ 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 35 of 60 Structural Engineers ROOF BELOW 0 15-4" 1-8" 9.-8" 1032+ 2'-5" 832{E CL COMMON WALL }–q4'-70" 4'-10' � COMMON WALL EXTENT OF 1-HR I 1 6-0 4 0 SL _ Q EXTERIOR i WALL. 3/D1 0�V 9 -/` EGRESS L la" WALL BELOW— I INSULATE FLOORUr II OVER UNHEATEDr I SPACE II Bedroom 2 1 711 N a 'I �" D1 11. n..3D1 0 N II b 11 I 8'-432' 3' 10"ii ' I -1' 22"z30" ATTIC ACCESS 1 J 5 SH. �y' N i �N .I ' 1 24"is = BIFOLD2-0 II a 11� M e�i �3 Bath ' �� 1. '' 0 N 1 i DN 11 bvv, n© I n 1 1 In I i(�uP'L�® L_� II �n dS , ( 0 1 � Q l i M ♦ 1 V 1 1 D3 'll SHOWER 'Iq i?� 1 a m 1 M. Bath 4Y4V _ _1 !1' LOW WALL -1D' b 1 42" A.F.F. ro 124 Jl� ,t' N SEE SHT. I u(1/^-\1d\ U8 FOR I lo'i' m❑ ® ® STAIR l DETAILS 1 I.1 RADON REDUCTION SYSTEM .'1' tl 8'-4/2" 3' 532 1.1.1 11 1 v ii 1 i1 Master m 11 1 Bedroom I j � � I 1 11 RAISED CEILING i1 1 PER TRUSS 4 I. IIMANUFACTURER 1 II I, 'I 1 1 Off- :.:.:.I .- _ EXTENT I 5-0 44-6 SL Go W I OF 1-HR EXTERIOR I 4'-11' , 4'-9" # I WALL 3/D1 ,1 6' 9'-8" (1.-7" 2.-5" i. UNIT K-5(D) UPPER FLOOR PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 36 of 60 t15'-4" t t 11'-103/4 3'-5y FE COMMON WALL-I ROE ABQVE____ _i, �„`1.-----' fp-c. COMMON WALL 1'-{ 4'-3" t 4'-3. { 5'-3. 1 .' I{ t CO70 j I © Deck FLOOR!ABOVE I 4 1-60 SH I 1-6,$-0 SH 6-0 6-10 SGD SAFE�IOLAZNG I �� --- --- II m Ur II I . m I. II Living Ii ® II TILE HEARTH 11 • 11 (OPTIONAL). �' j1FACTORY-BUILT I 11 DIRECT VENT GAS I I FIREPLACE--- I i j` INSULATE UNHEAFLOORED OVER D II III v N II 11 1. I N ' CE • I1 .- 0I 3-6" f1 ji :-....1_ D 0 N 1�. e IT 7 Ii Dining o I II -CONTINUE COMMON . IIWALL GWB v 1I THROUGH FURRING LOW WALL o 3'-2" 1 1 TYPICAL 42" A.F.F.i ` �I m II 1 alk 11 I I N 01 -6" L FLOOR j n 1 Icor r 2' 11 SEE SHT. f BELOW I U8 FOR STAIR "� lir x + I DETAILS n •I+ o #I Ii RADON _i I MITIGATION Ij VENT STACK II OPEN RAIL 0/PONY WALL: ! i r „II ry Ura 1/ TOP OF WALL +22” A.F.F. TOP OF RAIL +36" A.F.F. M O II • v -I Q 461 ` QOl I 11, J 17,- ; � -n 'I I, o 12'-6Y" 3'-1}�2" ' 3'-111/.. Y o II I I F WALL BELOW. I I I / INS. FLOOR L// OVER UN- I DWI I HEATED SPACE , -:-. i...»......1 1 2 2-6 Eon EXTENT 5-0 4t6 SL i j 1 ROOF OF 1-HR 1 e j ® J BELOW EXTERIOR I 1 3/D1 I 1 , el SIM. I 4'-10" 4'-10" i �1-6" 9'-6" 4'-0" X15'-4' ` Jr UNIT K—5(D) MIDDLE FLOOR PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 37 of 60 15'-4" {} Jr 11'-103/4" { 3.-5Y4 t CL COMMON WALL DECK ABOVE I, r q COMMON WALL i e r (0) I _ 1 5-9" I 9-7 t ' r t ♦ 1\ 1 B-D 7-0 SOHD J m49 I Ur Garage I U OCCUPANCY I WALL FINISH: 46" GWB CEILING FINISH °D m FIRE-TAPE ALLB B o DIRECT VENT GAS I o e GWB WRAP HEATER BELOW CEILING BEAMS A WATER D FURNACE I LEVEL INSULATE FLOOR ABOVE. I I DOORS SHALL BE p 1 SELF-CLOSING NI 20 MIN. RATED : • V. �� i1 o j• 1- �. I �I 1 1s INSU441 Dl 4-0 MOL.-IVJ I I L+I .. R3 OCCUP.II := UP, STEPS 0p - I AS REQ'D °p - 5.-10" ��3-2" I 2'-10" - 3'-6" I n r j' r# ' ^I_ & P N 1 S - ��II II 4 _ o�.S 2-0 - "v 3 ~ -".=0- `BIFOLD1 N♦ I� I. PW Lx �o RADON II` A ♦ 0 of i z" •"EDUCTION 20 L I�I "— i o SYSTEM , 11 UP=4 IILOW WALL +36" iABV. NOSING 3'-6"/ I' W/WOOD CAP 1 1 11 f Den R3 OCCUPANCY II II Entry II ll 1 _ ems - I 5-0 4 6 SL ♦ I ( 1 �-.)SAFETY GLAZING J -FLORIA,�tsvE—;-- aI 4211 I I. e 1 N'j 6-6" 3-6" 110 2-1"k 2-5" 1 Porch j I P I 10"-10" 4.-6" UNIT K-5(D) LOWER FLOOR PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 38 of 60 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K5(D) 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.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usqs.qov/designmaps/us/application.php http://earthquake.usos.gov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMs=Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM,=Fv*Si 5M1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM, Sat= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor 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 I6043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 39 of 60 SHEET TITLE: CT PROJECT#: Unit K5(D) SDs= 0.70 h„ = 25.92(ft) SD1= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.41 k= 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<Ti.) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD1*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„x = DIAPHR. Story Elevation Height AREA DL w, w, *h,k w, "h„k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof - 25.92' 25.92 598 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 8.921 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_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 40 of 60 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K5(D) F-B S-S ASCE IBC Ridge Elevation(ft)= 44,00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. -- --- Building Width= 19.0 40,0 ft. Basic Wind Speed 3s.o.ou.,= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable. Ps30 A= 24.1 24.1 psf Figure 28.6-1 Ps3os= 3.9 3.9 psf Figure 28.6-1 Psso c= .17.4 17;4psf Figure 28.6-1 Psso0= '.4.0 4.0 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 K5= 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) A*Kn'Iw'windward/lee: 1.00 0.00 ps=A"KZt'I'Aso= (Eq.28.6-1) PS= 24.10 0.00 psf (Eq.28.6-1) Pse= 3.90 0.00 psf (Eq.28.6-1) psc= 17.40 0.00 psf (Eq.28.6-1) Ps o= 4.00 0.00 psf (Eq.28.6-1) PsAend c....we= 20.8 0.0 psf Ps B.nd o...r.o,. 4.0 0.0 psf a= 3 3 Figure 28.6-1 2a= 6 6 width-2'2a= 7 28 MAIN WIND-ASCE CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00; 1.00 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 44.00 18.1 0 217 0 126.6 0 217 0 506.3 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 6.7 0.0 3.01 6.73 6.73 6.73 0.00 0.00 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 2.6 0.0 3.49 2.58 2.58 9.31 0.00 0.00 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 2.7 0.0 3.66 2.71 2.71 12.02 0.00 0.00 0.00 0.00 1st(base) 8.92 0.00 AF= 751.3 AF= 1582 12.0 0.0 V(F-B). 12.02 V(S-S). 0.00 kips kips kips kips 16043 2016.03.30 River Terrace(Lots 134-137)_Calculations.pdf Page 41 of 60 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K5(D) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.000.00 0.001 0.00 6.73 6.73 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00' 0.00 0.00 0.00 2.58 9.31 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00' 0.00 2.71 12.02 0.00 0.00 1st(base) 8.92 0.00 V(F-B). 0.00 V(S-S)= 0.00 V(F-B). 12.02 V(S-S)= 0.00 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 6.73 4.04 4.04 0.00 0.00 0.00 3rd(uppr) 8.91667 8.91667 8.91667 2.58 1.55 5.59 0.00 0.00 0.00 2nd(main) 8.91667 0 0 2.71 1.63 7.21 0.00 0.00 0.00 1st(base) 0 0 V(F-B)= 7.21 V(SS)= 0.00 kips kips 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 42 of 60 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)r' Ss = 0.972 g From Figure 1613.3.1(2)(2' S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard —Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs Nor N,, s. A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >— 40%, and • Undrained shear strength < 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 2016.03.30 River Terrace(Lots 134-137)_Calculations.pdf Page 44 of 60 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss 5 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >- 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class= D and Ss= 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT Fv Site Class Mapped Spectral Response Acceleration at 1-s Period Sl <- 0.10 S1 = 0.20 S, = 0.30 S, = 0.40 Sl >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Si For Site Class = D and Si = 0.423 g, F.= 1.577 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 45 of 60 Equation (16-37): SMS = FaSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SMl = F,S, = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = 2/ SMs = 24 X 1.080 = 0.720 g Equation (16-40): SD, = 2/ SM, = % x 0.667 = 0.445 g I6043 2016.03.30 River Terrace(Lots 134-137)_Calculations.pdf Page 46 of 60 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF S. I or II III IV S. < 0.167g A A A 0.167g < S. < 0.33g B B C 0.33g _< S. < 0.50g C C D 0.50g <_ S. D D D For Risk Category=I and Sp.= 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 So, IorII III IV SD, < 0.067g A A A 0.067g < Sol < 0.133g B B C 0.133g <_ Sol < 0.20g C C D 0.20g <_ Sp3 D D D For Risk Category=I and S. = 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 E "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 47 of 60 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K5(D) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2,03 kips Design Wind Fa 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 LEL efl. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Ram Ur. U.um OTM Ram Unet Urn 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.38 108 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 PSTN 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 10.6 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 A.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ` 0.0 0,0 1.00 0.007 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 131,2 10.8 10.8 1.00 0,15', 0.89 0.00 0.45 0.00 1.00 1.00 41 P6TN P6TN 82 3.57 7.80 -0.42 -0.42 7.08 5.78 0.13 0.13 0.13 B B.3b' 167.8 13.8 13.8 1.00 0.15' 1.13 0.00 0.57 0.00 1.00 1.00 41 P6TN P6TN 82 4.56 12.76 -0.63 -0.63 9.06 9.45 -0.03 -0.03 -0.03 B B.3c 0 0.0 0.0 1.00 0.15' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 598 54.354.3 =Leff. 4.04 0.00 2.03 0.00 EVH;na 4.04 EVEQ 2.03 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 48 of 60 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K5(D) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.40 kips Design Wind F-B V i= 1.55 kips Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.43 kips Sum Wind F-B V i= 5.59 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL ae. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM R OTM U net Usum OTM RoTM Unet Usum Usu,,, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.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 0.62 A A.2c 155.8 15,5 15.5 1.00 0.15 0.37 0.91 0.34 0.46 1.00 1.00 51 P6TN P6TN 83 7.16 16.22 -0.61 -1.09 11.57 12.01 -0.03 -0.02 -0.02 0 6.0 6.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 1.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0,00'' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0-- B B.2b 0 0.0 0.0 1.00 0.15' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 -0.42 0.00 0.00 0.00 0. 0.13 0 0.00 0.00 0.00 -0.63 0.00 0.00 0.00 -0.033 -0.03 B B.2c 305.1 25.0 25.0 1.00 0.15' 0.73 2.02 0.66 1.02 1.00 1.00 67 P6TN P6TN 110 15.05 42.19 -1.12 -1.12 24.71 31.25 -0.27 -0.27 -0.27 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVxynd 5.58 I',VEQ 3.43 Notes: denotes a wall under a discontinuity denotes a wall with force transfer """ denotes a TJSB 16043 2016.03.30_River Terrace(Lots 134-137) Calculations.pdf Page 49 of 60 SHEET TITLE: LATERAL F-8(front to back) CT PROJECT#: Unit K5(D) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.70 kips Design Wind F-B V i= 1.63 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.13 kips Sum Wind F-B V i= 7.21 klps 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 LEL,v. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM ROTM U1ei U,um OTM ROTM U„ei U,um U.urn 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 Ala 97.99 9.8 9.8 1.00 0.15 0.22 0.49 0.10 0.30 1.00 1.00 41 P6TN P6TN 73 3.60 6.42 -0.31 -1.07 6.45 4.75 0.19 0.41 0.41 A A.1 b 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -0.39 0.00 0.00 0.00 0.52 0.62 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.1 a 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.1b 137.3 11.3 11.3 1,00 0.15 0.31 0,94 0.14 0.57 1.00 1.00 63 P6TN P6TN 111 6.36 8.54 -0.21 -0.21 11.27 6.33 0.47 0.47 0.47 B B.1c 122 10.0 10.0 1.00 0.00 0.28 0.83 0.12 0.51 1.00 1.00 63 P6TN P6TN 111 5.65 0.00 0.61 -0.51 10.02 0.00 1.07 0.80 0.80 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 ; 0,0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0 00 0.00 0 00 0.00 0.00 0.00 0.00 0 00 0' 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- M 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - : 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - : 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0 00 0.00 0.00 0 00 0.00 0.00 0 0,0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--' -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00"_ 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 710.8 69.7 69.7 =Leff. 1.63 4.30 0.70 2.63 EVwr„a 5.92 EVEQ 3.33 Notes: denotes a wall under a discontinuity denotes a wall with force transfer *`* denotes a TJSB 16043_2016.03.30_River Terrace(Lots 134-137) Calculations.Pdf Page 50 of 60 SHEET TITLE: LATERAL SS(side to side) CT PROJECT#: Unit K5(D) Diaph.Level: Roof Panel Height= 8 ft. Seismic V 1= 2.03 kips Design Wind F-B V I= 0.00 klps Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.03 kips Sum Wind F-B V 1= 0.00 kips Min.Lwall= 2.29 ft. 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 elf. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Unet Us„m OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (ki4) P (Plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.3b 299 4.3 4.3 1.00 0.15 0.00 0.00 1.02 0.00 1.30 1.00 305 P4 -- 0 10.57 1.27 2.54 2.54 0.00 0.94 -0.26 -0.26 2.54 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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' 299 4.0 p 4.0 1.00 0.201 0.00 0.00 1.02 0.00 1.30 1.00 330 P4 -- 0 10.57 1.44 2.74 2.74 0.00 1.07 -0.32 -0.32 2.74 598 8.3 8.3=L eff. 0.00 0.00 2.03 0.00 EVw;„d 0.00 EVEQ 2.03 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 51 of 60 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K5(D) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V I= 1.40 kips Design Wind F-B V I= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.43 kips Sum Wind F-B V I= 0.00 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall LDL eft. C Q w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM U„ei U,m OTM RoTM U„e1 U.,,m U,m (soft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) P (Plf) (Plf) (kiP-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (ki4) (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 299 4.3 4.3 1.00 0.15 0.00 0.00 0.66 1.02 1.30 0.96 522 P2 -- 0 19.59 1.27 5.00 7.53 0.00 0.94 -0.26 -0.51 7.53 - - 0 0.0 4 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 4 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 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 336.4 4.5 4.5 1.00 0.20 0.00 0.00 0.74 1.02 1.30 1.00 507 P2 -- 0 20.55 1.82 4.89 7.62 0.00 1.35 -0.35 -0.67 7.62 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 `' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 4 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 635.4 8.8 8.8=L eff. 0.00 0.00 1.40 2.03 2;V„,,d 0.00 ZVEQ 3.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 52 of 60 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K5(D) Diaph.Level: 2nd(main) Panel Height= 8 ft. Seismic V I= 0.70 kips Design Wind F-B V I= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.13 kips Sum Wind F-B V I= 0.00 kips Min,Lwall= 2.29 ft. per SDPWS-08 HD Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E,Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy eft, C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unec Us„m OTM ROTM Une, Us„m Us„m (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2a 0 0.0 0.0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 1 1.2b 124.5 5,5 9.5 1.00 0.20 0.00 0.00 0.12 1.67 1.30 1.00 423 P3 -- 0 18.63 4.70 2.88 10.42 0.00 3.48 -0.72 -1.23 10.42 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 299 5.5 5.5 1.00 0,15' 0.00 0.00 0.28 0.00 1.00 1.00 67 P6TN ••• 0 2.93 2.04 0.18 0.18 0.00 1.51 -0.31 -0.31 0.18 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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? 200.9 4.0 11.3 1.00 0.15 0.00 0.00 0.19 0.00 1.00 1.00 62** ** 0 1.97 3.06 -0.33 -0.33 0.00 2.27 -0.68 -0.68** 4` 4.2b 117 2.3 11.3 1.00 0.16 0.00 0.00 0.11 1.76 1.30 0.58 1788** ** 0 19.42 1.78 10.60 18.23 0.00 1.32 -0.79 -1.47** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 741.4 17.3 17.3=Leff. 0.00 0.00 0.70 3.43 EV.„d 0.00 EVE0 4.13 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043 2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 53 of 60 JOB#: Unit K5(D) ID: 4.1a/It 4.1b w dl= 150 plf V eq 2673.4 pounds V1 eq= 1689.4 pounds V3 eq= 984.1 pounds V w= 0.0 pounds V1 w= 0.0 pounds V3 w= 0.0 pounds v hdr eq= 236.0 plf •H head= A v hdr w= 0.0 plf 1 v Fdragl eq= 746 F2 eq= 434 • Fdrag1 w= • F2 . 0 H pier= v1 eq= 422.3 Of v3 eq= 453.2 plf 5.0 v1 w= 0.0 plf v3w= 0.0 plf feet H total= 2w/h= 1 2w/h= 0.932 9 7 Fdrag3 eq= 7 • F4 e.- 434 feet A Fdrag3 w= 0 F4 w= 0 P3 E.Q. 2w/h= 1 #NIA WIND H sill= v sill eq= 236.0 plf 3.0 EQ Wind v sill w= 0.0 plf feet OTM 24061 0 R OTM 8665 6418 y UPLIFT 1510 -629 UP above 0 0 UP sum 1510 -629 H/L Ratios: L1= 4.0 L2= 5.0 L3= 23 Htotal/L= 0.79 1 H Hpier/L1= 1.25 Hpier/L3 2.15 L total= 11.3 feet 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 54 of 60 " . 4x1.2 4x12 HDR _-_._.— • K O Z ':4- 14 GT ® HUC416 S9.0 '® HU0416 ABOVE; (2 131"20 LVL FB GT 1 I Ii'•7- ABOVE, I -_ 4 , UDP- -_ 4x10 HDR it::4x10 HDR Nm 11 A-, 1 UP T7 =.fes : BED %J-. 1 I u 1 u u u u iL u u FLOOR GT I 6 �. S9.0 TYP. III •I Il I 20" OPEN,WEB JOISTS 0 19.2" 0.C. ` II ' ,1 UP TO I jr BATH FLOOR GT HIT420-1 6 1 ill i ? 11 STAIR / IIFRAMING/ TYP. S9.0 I III I1 / I 1!111 1 / II / 1 I 1�Ir !,_1 '( �1: Tc, illjiI ;I x 1'ill 1+.Icy / \ / 1 UP TO i —,�� .11 M./BATH-\. I I. 1 1 1 --1 1 IliU X\\ N \ I �l /� `, 1 Ia •y, 1131"x20" j I LVLH III 11 1' — 1 I 'j 1li 100 li II I� O '4,' 11 I I,I I l 1; 1 I O GT ABOVE 1 l - i'. ._._.-46EJ\ (2)13ax20 HDR LVL FB UP TO GT M.BED ABOVE UPPER FLOOR UNIT K-5(D) FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 55 of 60 POST ABOVE W� POST ABOVE 6x6 P.T. POST W/ m 1 - ACE6 POST CAP IMF I___ • _ PT 4x12 HDR__ TYP. co o MB6 I I 4x8 FB . N Q BEARING a 0 I `Y® STUDS ABV. '' I 'I' 2x8 PT LEDGER l` 1 At 1Jc 14-1J_14— IP= 1 3 " 10DEffUP TO I CA ADE S LIVING S HDF I 0 I 0 I ic. I 6 TYP. o S9.2 I ®Z I o� I N I d H T 1 c I I - 334"x1014SL CASCADE 1 N DR ME3 , I I 1 �I`1•l 6 i TYP. S9.2 1 /N�-1 I r----4,----i----' 0-- I I — 13."x934" j OO L 1 RIGIDLAM I I 11 LA_FB . I I I 1 I 3 ,1034 ClSCADE St -IDR • 1111 II ©1 _ .��;1-----7- 19'-------Ir-----I li�r�I I 1 I j -=r-- Ia I I I © i I ,t'I 11'STAIR1 I I tea— I ABOVI I Id pRAMINA1 1 I 1 I I I I Y I m i li i 13 x914 `I I I m al j m IGNLAM LVL fg �• . m i 1 n1� 1 In I i 265 m L--8' j� I Ii 1Pro x 2 1 I I� x <IrcHEN I� M 1^ x 1 r i ODNNiO I ' .I 1 HDR GT ABOVE .y.I _ _ . I GT AB CONT. TO POST AT BUNDLED STUDSAllialr I - ADJACENT UNIT ii 48 HDR FOR HDR ABV. 4x4 WI AC4 RUSSES AT PORCH ROOF 24" D.C. SYMMETRICAL ABOUT R.H. PER 12/D7 I THIS LINE MAIN FLOOR UNIT K-5(D) FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 56 of 60 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 / f % �� ..�-r��' r `` /r d r. 6 t r - p' E,r ID°�&P j,' '"'10 4'. Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams *01 Bail Sin UB-1, V '77 .,. r i' ns r 2005 i+ 3,!B 2(0,40t 2qo7,AscE 7 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 900.0 psi Fc-Pill 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 °a TWA fb:Actual: 321.48 psi at 4.250 ft in Span#1 Fb:Allowable: 982.51 psi Load Comb: +p+L+H • _. ,. . . Max fv/FvRatio= 0.154: 1 A • fv:Actual: 27.66 psi at 7.565 ft in Span#1A Fv:Allowable: 180.00 psi 8.50 8,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.035 in Downward Total 0.052 in Left Support 0.42 0.51 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.42 0.51 0.32 Live Load Defl Ratio 2943>360 Total Defl Ratio 1952 >180 16043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 57 of 60 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: ttle,WA 98109 Project Descr: Sea (206)285 4512 Fax: (206)285 0618 Licensee:c.t.engineering Lic.#:KW-06002997 Description Main Floor Beams Wd alit bb ig 2M61 yp ," .. VG 2 .•�.- IIS • 4. BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Wood Grade: Fb-Tension 1,000.0 psi Fc-Prll 1,000.0 psi Fv 65.0 psi Ebend xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Design Summar D 9 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 0 Load Comb: +D+L+H = A Max fv/FvRatio= 0.683: 1 N:Actual: 44.38 psi at 2.400 ft in Span#1 3.0 ft,z-zxa Fv:Allowable: 65.00 psi 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, 34 03 >1_55 ; r t�© [g , M B2 ucZOUNOSIBG2oo6'CBC247,ASci7-fsoo iCalcl latt per5 BEAM Size: 1.75x9.6,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 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 Summar Max fb/Fb Ratio = 0.498: 1D(0 0150 L(0.040) fb:Actual: 985.10 psi at 4.500 ft in Span#1 x Fb:Allowable: 1,977.35 psi Load Comb: +D+L+H •" _.., Max fv/FvRatio= 0.164: 1 A A fv:Actual: 50.69 psi at 0.000 ft in Span#1 10.0 ft, 1.75x9.5 Fv:Allowable: 310.00 psi 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 ��B0IeI n ' M133 "rr� �� • ,,,• • • cid "der .��)MiS 2V06s ctic�T 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 psi Fc-Pr!! 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Design Summar �� 0 0.120L.320alimi Max fb/Fb Ratio = 0.749: 1 fb:Actual: 759.67 psi at 2.750 ft in Span#1 Fb:Allowable: 1,014.63 psi 00 Load Comb: +D+L+H - Max fv/FvRatio= 0.438: 1 N:Actual: 65.65 psi at 0.000 ft in Span#1 5.50 ft,2-2x8 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.053 in Downward Total 0.074 in Left Support 0.33 0.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.33 0.88 Live Load Defl Ratio 1234>360 Total Defl Ratio 897>180 Page 58 of 60 I6043_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf 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.engmeenng . . . Bee t ;stun cMB4 , - t , - 9, . ` aic atto perm NQS,II C 2 6; C" 0] AS„ ` BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-PrIl 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.965. 1 D 0.180 L 0.480 fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H :. >,. .. Max fv/FvRatio= 0.559: 1 A • A fv:Actual: 148.04 psi at 0.000 ft in Span#1 11.50 ft, 3.125x10.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 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 7° - 7, 7: 5 �i latirtns r 5 D i 00 ; B 2t 7 A CE4-O5.' BEAM Size: 3.125x10.5,GLB, Fully Unbraced "' Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point D=0.420, L=0.510, S=0.320 k @ 10.250 ft Design Summary q„0,,10 510 Max fb/Fb Ratio = 0.746. 1 0(0120 L(0.320) fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi �y � 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: 265.00 psi 11.50 ft, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) 0 L Lr S W E H Downward L+Lr+S 0.287 in Downward Total 0.402 in Left Support 1.11 2.35 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.11 2.35 0.32 Live Load Defl Ratio 480>360 Total Dell Ratio 343 >180 B MB6 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.943. 1 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 g. 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 16O43_2016.03.30_River Terrace(Lots 134-137)_Calculations.pdf Page 59 of 60 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA INC. 98109 Project: Date:, (206)285-4512 FAX: Client: Page Number: (206)285-0618 71P Ms r H ) 1 ( a I� I 1 \ 4 i. (1{, f - # -414A, . 10 . Y 1 • 11 IF- i . / 111 _, it i _ ) / .... J (..,_,..1., --'711A) 5: (.414(2 ) ' -- (-4 jr6) • 2,( )0 )( • .4-03(kY4171-/67) p iclvb e_ 90 16,' ----=i- --- az--45,4-9-..) --__ 266 0 F--- ,ltbt*u.,. ._____, , t/// 6- ivt(1\, tor wo---- 'A______11/24:_i/LED A 6\ _ *)(.. ) / 7--)s)- ,1-(fit t 2(3311 st 37- o ,/ 16043 2016.03.30 River Terrace(Lots 134-137)_Calculations.pdf Page 60 of 60 Structural Engineers I N Roseburg J3 MAIN FLOOR 2-24-16 10:26arn 1,Forest Products Company 1 of 1 CS Beam 2016.1.0.13 kmBeamEngine 4.13.15.1 Materials Database 1547 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 - , ' te ,j,.','",-'1'.""'' i '-,",,—..'''''..,,,, ,,M.'t 41,.' 'e; ,4 ' r ,,,m, ., t a .a ni a , ...r , ie v: / 960 1220 / 21 8 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 269# -8# 2 9' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 932# — 3 21' 8.000" Wall DFL Plate(625psi) 3.500" 1.750" 350# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 220#(165p1f) 49#(37p1f) 2 717#(538p1f) 215#(161p1f) 3 274#(205plf) 76#(57p1f) Design spans 9' 3.375" 11'11.375" 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 879.'# 2820.W 31% 16.67' Even Spans D+L Negative Moment 1023.'# 2820.'# 36% 9.5' Total Load D+L Shear 500.# 1220.# 40% 9.5' Total Load D+L End Reaction 350.# 1151.# 30% 21.67' Even Spans D+L Int.Reaction 932.# 1775.# 52% 9.5' Total Load D+L TL Deflection 0.1110" 0.5974" L/999+ 16.07' Even Spans D+L LL Deflection 0.0901" 0.2987" L/999+ 16.07' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners RAMI L HENDERSON S♦, ,, Tie Copyrightzots SimpsonEWP MANAGER 'roiig- (C) by Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 Roseburg J1 MAIN FLOOR 2-24-16 10:25am A Errmst PrrxhtcLs CamEaary 1 of 1 CS Beam 2016.1.0.13 kmBeamEngine 4.13.15.1 Materials Database 1547 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 0' 0.00" 0 80 Live Point(PLF) Top 0' 0.00" 50 34 Roof Y r I Ni wGxtLYL; i ona . v . 5u „ -14 infrnir 2 0 0 11 10 0 ® 5 55 0 O / 19 3 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 2' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 679# -- 2 13'10.000" Wall DFL Plate(625psi) 3.500" 3.500" 783# -- 3 19' 3.000" Wall DFL Plate(625psi) 3.500" 1.750" 159# -100# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Roof Dead 1 380#(285p1f) 82#(61 plf) 299#(224p1f) 2 649#(487p1f) -23#(-17plf) 134#(100p1f) 3 135#(101 plf) 9#(7p1f) 23#(18plf) Design spans 2' 0.000"(left cant) 11'10.000" 5' 2.375" 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 682.'# 2820.'# 24% 7.32' Even Spans D+L Negative Moment 798.'# 2820.'# 28% 13.83' Adjacent 2 D+L Shear 449.# 1220.# 36% 13.82' Adjacent 2 D+L Cant.Shear,Lt 290.# 1220.# 23% 1.99' Total Load D+L End Reaction 159.# 1151.# 13% 19.25' Odd Spans D+L Int.Reaction 783.# 1775.# 44% 13.83' Adjacent 2 D+L TL Deflection 0.0793" 0.5917" L/999+ 7.92' Even Spans D+L LL Deflection 0.0770" 0.2958" L/999+ 7.32' Even Spans L TL Defl.,Lt. -0.0294" 2L/999+ 0' Even Spans D+L LL Defl.,Lt. -0.0397" 2L/999+ 0' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% Left cantilever allowable shear is for joist only SIMPSON All product names are trademarks of their respec ive owne s KAM I L HENDERSON EWP MANAGER `Strong�Tfe Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS '"Passing is defined as when the member,floorioist,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 specifcations. 5503-8558-9663