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p RECEIVED OFFICE COPY CT ENGINEERING Structural Engineers INC. AUG 0 6 2016 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) CITY OFTIGARD PERMIT ADDRESS 20 MST2016-00354 17007 SW JEAN LOUISE RD BUILDING DIVISION 21 MST2016-00355 17015 SW JEAN LOUISE RD #16043 22 MST2016-00356 17023 SW JEAN LOUISE RD 23 MST2016-00357 17041 SW JEAN LOUISE RD Structural Calculations ����G I NF 4V River Terrace �, Lots 20-23lb. �d (Row Houses) '64)4 IREGfiNA 22, Tigard, OR �Fs r. �R`F� 04/09/2016 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_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 1 of 59 CT ENGIN E E R I N G 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace—Lots 20-23 (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 cycle, have various design including load combinations,ctors, load allowable desigsttresss, et been verified to meet orexceedthse as referenced by the current IBC code. Page 2of59 16043 2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 16043-River Terrace-Lots 20-23(Row Houses) ROOF Roofing-ashphalt shingles 3.5 psf Misc. 0.9 psf 5/8"plywood,(O.S.B.) 2.2 psf Trusses at 24"o.c. 3.0 psf Insulation 1.0psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf Floor Framing(Trusses/Joists) 4.3,psf Insulation 1.0,psf (1)5/8"gypsum ceiling 2.8'psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 16043_2016.04.09_River Terrace(Lots 20-23)_Caicuiations.pdf Page 3 of 59 9 ROOF BELOW 02,-3y2,, .-4. 19 1• I 33.-2)/2. 2'-3Y2 11'-2Y2 2r EXTENT OF 1-HR 1'-4 423/4^ {{ 4' 1'-4y I EXTERIOR WALL. 3/01 EG(1SS 9 I i.--q COMMON WALL 7-0 5 0 DBL SL =- -- _I o. .... WINDOW t WALL I' TV NICHE I SEAT 0 BELOW Il N AT A.F F. I ••+36" t24 F{ e A I INSULATE Il FLOOR OVER , UNHEATEt SPAC it 6 112 I 1 N 1 I 3 MasterrBedroom 1' 0 : m II 1.�. .::, it RADON 2 F9 ro.3.-113/4 '.3 .. 5 SY4 REDUCTION SYSTEM IIl 3 N � III N = u y JjcL 5' SHOWE� I. ' N c a 2-62o ® I ! IBIFOLD v c.:, o ON M. Bath I _ 74 < 71, I 2x4 FLAT -Y e .Y2 PLANT �' STUDS 6 24"TB m N FE ' SHELF 4 5' N m ®+42 �+- LOCATE PLUMBING a ••�) ROUGH-IN ACCOUNTING o I _ _ Q O _ Fr FOR (2) LAYERS GWB AT PARTY WALL n o DRYER o { 2.6 WALL �'• It13 .' N INII o Al 4 no " 1 . 0'I VP I e \V 5TUB' Il .II WISHER ,� A & I� ui OPEN 1 •HOWE"I Il ♦ TO BELOW y"'1�3_-ly2^ 2-4 HCW Bath ii 1 1 24 re ♦ 3'-7Y2 I jr 3-9^ 1 '172'1301 J 11 ^ I IATTIC1 S & P I i UF1ACCESSI I ,22> LOW WALL ul < of AT +42" W/ . 'I ♦ a- v:---x..__cWOOD CAP c.�49 6-0 BIFOLD W ?m� 18 IlIv � �n" ` D4 .1 �� a I 1-5Y `N 3•_5Y2^ Il TYP. 2 .4 6.-1" Ii r I Tech Rm. I RADON REDUCTION SYSTEM 1 m 0o TYP. 1� ® PROVIDE E': 2 1 _' a TO ENSURE `s,W iDAN PROPER EGRESS W DTH lI ♦ ♦ • t 2-6 4-..6,,AA - 2-614-6 SH 1-9 CSMT 4169E o bry AT 6'411"ABV. 4-B F EGRESS 11 'N TECH F.F. ..._....1 I _I . �..r...» 1 I 3'-0" I, 4'-1" 5-0" 1 5-0" EXTENT OF k 7•-1^ 10'-0" 2'-0" 1 EXTERIOR-HR 1 19.-1" WALL. 3/01 UNIT E-5(A) UPPER FLOOR PLAN ENGLISH REVIVAL Page 4 of 59 16043 2016.04.09_River Terrace(Lots 20-23)_Calculations.Pdf 19'-1" I# 26y2 - " -1" 15'-5y2" .1 ,,- 15.-3,- ; q COMMON •�♦ r ROOF ABOVE WALL 42" GUARDRAIL -� II e i 4-0y2" 5-0) - 6-4Y2" D6 I �N to 1FLOOR Deck{ X _2-91ABV. II -,n 5-0 SH7\ 1-0 6-10 F OVER 1" T1 L SAFEW GLAZING 6-0 6&10 SGD L _ o r = =MOWNI I—� r I 1 _ N \ ' I N„ o I" m m II I N N 2x6 WALL W/R-21 BATT INSUL I. 4. rc I FACTORY-BUILT II n 20 Iiit " DIRECT-VENT GAS FIREPLACE T 1 D4 lc a VENT UP THRU LOW ROOFArk II N �jl : TILE HEARTH 1 1 H: _ (OPTIONAL) II I �^t I INSUL. FLOOR JOISTS AND ROOF RAFTERS =' ROOF AT F/P ENCLOSURE N BELOW ,� �1 a Living INSULATE FLOOR OVER 0 1 o I I UNHEATED SPACES II %.7%. RADON ; r i - " 3'-10" 3'-4y" 3•-6" 2._8" 1 REDUCTION _ !.."--1. SYSTEM & PII 1 0 1 N U '7 oQ = —♦----- 43 a N 0 UN 1 II I Ii Nm 1 I bo a j 2x6 1 FLOOR I 7j 1-LOW WALL AT - BELOW Q �' N v 1 +42" A.F. 7-• nSEE SHT I 1 II to U4 FOR STAIR 1� R Kitchen DETAILS II N ' m I DW a 1 �© I__ it z ►e �N� 1 Io J{I OQZ ^ ®N ,� -T vim 1•_6 1 / IF _I%----- �- 18 0 UP N 2'-e" 1 Q`; D4 CONTINUE PARTY WALL- II 1 H.. GWB THROUGH FURRING j-- •-•-`-'TYPICAL I' I �. Din"/Fain ii Pwdr. - 0 II [RADON REDUCTION iI SYSTEM 0 2-6 3-0 F 1-9 2-6 4-6 1-9 —�` N AT 6'-'11"ABV. 4-6 F CSMT 4-6 F 1 I 1? PWDIt• F.F. 1 1 1�� ♦ I t 1 11 EXTENT OF 1-HR EXTERIOR 3•-3" 2'-2" 5•_0" 5'-0" I WALL. 3/01 1 1 5'-5" 11'-8"+ 10'-0" 2'-0" 1 1 19'-1" UNIT E-5(A) MIDDLE FLOOR PLAN 1/4"=1'-0' ENGLISH REVIVAL 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 5 of 59 ♦ 15._0. `� 4'-1" ♦ fL COMMON 3'-10)4" 23/4 WALL ♦ j~ DECK ABOVE I- --ND 1 '®' a 6-6" 8-4. T--_—_ _ —it; 7 ♦ t 12 .) I 4.—..-, , 1 ! 10-0 17-0 SOHO Ivied " m Garage e I IP U OCCUPANCY . 1119 WALL FINISH: %" GWB e SIM. CEILING FINISH 4§" TYPE 'X' GWB ----SIRE TAPE-ALL-GWB .. R3 OCCUP I WRAP BEAMS BELOW CEILING LEVEL. i DIRECT VENT GAS• INSULATE FLOOR ABOVE-.: B WATER HEATER = i f1R ' ACE ABOVE ® DOORS SHALL BE I: SELF CLOSING } I �� 20 MINI RATEQ I DIRECT VENT GAS ' FURN6fao FURNACE 111111 I D1 s � I RADON 411311 REDUCTION 11: NJSULATE SYSTEM I L - Y.STAIR$ r _ ,; 14 4 I I F11RR DOWN FOR DUCT RUN y 9"-9 D5 4'-1"1 1 1 5-2 2 Y2 s t I I WOOD 1READ, MAX. RISER . % ...c, I jJP 8" (ADD OR REMOVE gai .7 '"- -e -(STEPS AS REQUIRED PER 1—...--; ---- -jSITE_CCNDITION) I. nb. of ll J/.,0 r o `1 0 In N �`�/'r N =zpN _ oBath -, 1 'I SIM. Lo o a ° -'moo o c3i 'n I e +36" RAIL '� ° z j N x 1 11&PICKETSEN NN :-+-' , 7a I� 24'18 ♦ rij1--�N Ie ° 6x6 I, 0 -6 HCW LOCATE PLUMBING ROUGH-IN ACCOUNTING 1' o< Ent , FOR (2) LAYERS GWB II 1 - ry AT PARTY WALL '' +-------- e,t---- �a 2•_8" 1'-11)"2 2'-OY2"X 7'-3Y2" 1 n LL _ 0 145. Bedroom 3 v R3 OCCUPANCY 11 3 �} U, II N N Q 1 ( .a lI Y m n oo � an I RREADDOTION ink 411110 II i ® LD2 SYSTEM V' S II _* _ EGRESS M I o I 2'-1)2 1 2-t)2♦ i 5-0 4-6 SL I N N' Jr S. I � AT Porch I 8 I STEPS I I 1 5'-D� 5'-0" ♦ jr 8 )/2, 4•_3. 1'-11)2"I 10'-0 4 2-0"# 19'-i" j UNIT E-5(A) LOWER FLOOR PLAN ENGLISH REVIVAL 16043_2016.04.09_River Terrace(Lots 20 23)_CaICUlations.Pdf Page 6 of 59 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E5(A) Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR Is= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usgs.qov/designmaps/us/application.php http://earthquake.usqs.qov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1= FvSiSM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SDI= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= 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 f2o= 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 S2o= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 7 of 59 SHEET TITLE: CT PROJECT#: Unit E5(A) Sps= 0.70 h„ = 25.92(ft) So,= 0.44 x = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) Si= 0.41 k = 1 ASCE 7-10(Section 12.8.3) TL= 6'ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=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=(SD,*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx = DIAPHR. Story Elevation Height AREA DL w; w1 *h1k wx xhxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew1 :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 0.81 479 1st(base) 8.92 0.00' SUM= 62.4 1094.9 1.00 4.79 E=V= 6.70 E11.4= 4.79 16043 2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 8 of 59 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: Unit E5(A) N-S E-W F-B S-S IBC ASCE Ridge Elevation(ft)= 44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 3.4.96 32.96 ft. -- Building Width= 19.0 40.0 ft. Basic Wind Speed 38,Gale= 95 95 mph Figure 1609 Figure 6-1 Exposure= B B Iw= 1.0 1.0` Ref.ASCE 6.5.5 Section 6.5.5 Table 1-12 Roof Type= Gable Gable PS30A= 16.1 16.1 psf Figure 6-2 PS30B= 11.0 11.0 psf Figure 6-2 Ps30 c= 12.9 12.9 psf Figure 6-2 Ps3o o= 8.9 8,9'psf Figure 6-2 N= 1.00 1.00 Figure 6-2 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) *Kn*Iw*windward/lee : 1.00 0.61 Ps=T*Kzt*I*F13o= (Eq.6-1) Pax= 16.10 9.82 psf (Eq.6-1) PsB= 11.00 6.71 psf (Eq.6-1) Psc = 12.90 7.87 psf (Eq.6-1) Ps o= 8.90 5.43 psf (Eq.6-1) Ps A and c average= 14.5 8.8 psf Ps B and o average= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2*2a= 7 28 MAIN WIND-METHOD 1 PER ASCE Areas(F-B) Areas(S-S) 1.00, 1.00; 1.00, 1.00 10 psf min. 10 psf min. Wind(N-S) Wind(E-W) DIAPHR. Story Elevation Height AA AB Ac AD AA As Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-1N) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof -- 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 3.8 3.38 3.38 4.04 4.04 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1 7 2.12.53 5.79 2.87 6.92 1st(base) 8.92 0.00 2.22 2.53 8.32 3.02 9.93 AF= 626.2 AF= 1318 6.3 8.0 V(n-s). 8.32 V(e-w)= 9.93 kips kips kips kips l6043_2016.04.09_River Terrace(Lots 20-23) Calculations.pdf Page 9 of 59 SC CT EETPRTJECTITLE: MAIN WIND FORCE RESUISTt'E5(A)YSTEM-METHOD 2 PER ASCE O # Min/Part 2(Max.) Min/Part 2(Max.) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F B) Wind(S-S) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRF B) V�F B) �R(D V(UM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi Roof - 25.92 25.92 0.00 0.00 0.00 0.00 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00' 0.00 ; 0.00' 0.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 V(F-B). 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(S-S)= 9.93 kips kips kips kips - - - - - - - - - - - - � DESIGN WIND-MinJPart 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN Vi SUM V ) LRFD(F( Vi S S) DESVi IGN V(SUM LEVEL Height (ft) hi(ft) S-S) Roof 8.08333 17.8333 17.8333 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.91667 8.91667 8.91667 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.91667 0 0 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 9.93 kips_ kips 16043 2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 10 of 59 Design Maps Summary Report Design (Naps 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 B Class D -"Stiff Soil" Risk Category I/II/III averton 7" a ' l ism € � � '� _ ✓c f� � rsi 'F ,. } a .»- "` 'j y sty h t; IGx cho t Sty ► aat fi J �A lel Iw l I aliCttiest ski rit USGS—Provided Output SS = 0.972 g SMS = 1.080 g SDS = 0.720 g Sl = 0.423 g SMl = 0.667 g Sol = 0.445 g For information on how the SS S1 (risk targeted) deterministic ground min theand direction values above of maximum horizontal resp m otionsonse, please returnprobabilistic to the applicationand and select the"2009 NEHRP"building code reference document. cso M itde0 Se r ev cSpectrumDesign Res po s Spectra t,39 0.72 9,4 (Ica 0 02 go 0 , 40 r >if 0.55 , •.r 000: 0. 1 3240 044 0^22 0.16 0.00 22 0 0,00 /6° °'2* , Oi 0. 0 4. > 1.00 1201.40 1 6 L#ii too 0. 0.48 0, 0. 1.08 1. 0 1401.$ft PIER } Pee` (fi.c Zoo 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_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 11 of 59 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... ZUM 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 S5) and 1.3 (to obtain Si). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)`1' S5 = 0.972 g From Figure 1613.3.1(2V' 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 N or No 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 1Ib/ft2 = 0.0479 kN/m2 16043 2016.04.09_River Terrace(Lots 20-23)_Calculations.Pdf Page 12 of 59 Section 1613eleration.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response accparameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss 5 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss > 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period S, <_ 0.10 S1 = 0.20 S, = 0.30 S1 = 0.40 S, >- 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and Si = 0.423 g, F,.= 1.577 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 13 of 59 Equation (16-37): SMS = FaSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SM, = F,S, = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = / SMS = Z/x 1.080 = 0.720 g Equation (16-40): SDI = 2/ SM, = 2/ x 0.667 = 0.445 g 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 14 of 59 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 VALUE OF SOS RISK CATEGORY I or II III IV Sos < 0.167g A A A 0.167g 5 Sos < 0.33g B B C 0.33g <_ St.< 0.50g C C D 0.50g <_ SDS D D D For Risk Category=I and Sos= 0.720 g,Seismic Design Category= D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION VALUE OF Sol RISK CATEGORY I or II III IV Sol < 0.067g A A A 0.067g 5 Sol < 0.133g B B C 0.133g <_ So1 < 0.20g C C D 0.20g 5 Sol D D D For Risk Category= I and So, = 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_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 15 of 59 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E5(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.36 kips Design Wind F-B V I= 3.38 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.36 kips Sum Wind F-B V i= 3.38 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind MMax. HD Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rork! Unef U,,,,,, OTM RawU„ei Us„m sum (ft) (kV) (kip) (kip) (kip) (kip) (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) (sqft) (ft) ( f) p A A.3a 139.6 6.8 6.8 1.00 0.10 0.68 0.00 0.47 0.00 1.00 1.00 70 P6TN P6TN 101 3.80 2.05 0.29 0.29 5.45 1.52 0.65 0.65 0.65 A A.3b 206.9 10.0 10.0 1.00 0.10 1.01 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 101 5.62 4.50 0.00 0.00 0.0.12 0.12 0.002 8.07 0.00 0.003.33 1 0.5 0.51 0 51 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.3a 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-- C C.3a 97.35 7.8 7.8 1.00 0.15 0.47 0.00 0.33 0.00 1.00 1.00 43 P6TN P6TN 61 2.65 4.05 -0.20 -0.20 3.80 3.00 0.11 0.11 0.11 C C.3b 102.6 8.2 0.0 1.00 0.00 0.50 0.00 0.35 0.00 1.00 1.00 43 P6TN P6TN 61 2.79 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.63 C C.3c 146.6 11.7 11.7 1.00 0.00 0.71 0.00 0.50 0.00 1.00 1.00 43 P6TN P6TN 61 3.98 0.00 0.36 0.36 5.72 0.00 0.52 0.52 0.52 693 44.3 44.3 =L eff. 3.38 0.00 2.36 0.00 V„ d 3.38 EVEQ 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB Page 16 of 59 16043 2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E5(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-B V I= 2.41 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.98 kips Sum Wind F-B V I= 5.79 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL err. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM R U U (soft) (ft) (ft) (HO (klp) (ki orM net sum OTM ROTM Unet Usum Us„m HD p) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.26 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 p__ .00 0.00 0.00 0.00 0.00 0.00 13 6.2a 346.5 6,0 6.0 1.00 0.00 1.21 0.00 0.81 0.00 1.00 1.00 135 P6TN P6 201 7.30 0.00 1.30 0.00 0.00 7 1.37 10.85 0.00 2.03 2.03 2.03 B B,2b 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ - - 0 0,0 0.0 1..00 0,00 0.00 0.00 0.00 0.00 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 7.0 0.00 0.00 0.00 0.00 17 4.05 0. 37 0.49 0.49 C C.2b 115.7 11.3 11.3 1.00 0.151 0.40 0.50 0.27 0.35 1.00 1,00 55 P6TN P6TN 80 5.57 8.54 -0.28 0.09 8.13 6.33 0.17 0.70 0.70 - -C C.2c 138 13.4 13.4 1.00 0.15' 0.48 0.71 0.32 0.50 1.00 1.00 61 P6TN P6TN 89 7.39 12.15 -0.37 -0.01 10.75 9.00 0.14 0.66 0.66 0 0.0 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0_- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0_- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0' 0.0 OA 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 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_- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0 0.00 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 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__. _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00'' 0.00 0.00 0- - .00 0.00 1.00 0.00 0-. -.- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 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__ -_ - - 0 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 56.4 56.4 =L eff. 2.41 3.38 1.62 2.36 1.00 _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EVxtnd 5.79 EVEQ 3.98 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer ..» denotes a TJSB 16043_2016.04.09_River Terrace(Lots 20-23) Calculations.pdf Page 17 of 59 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E5(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.81 kips Design Wind F-B V i= 2.53 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.79 kips Sum Wind F-B V I= 8.32 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. WinWind E.Q. M E Q E.Q. E.Q. OTM R Windd Unet U,Wind Max.Um HD Unet Usum Grid ID T.A. Lwall LDL en. C o w dl V level V abv. V level V abv. 2w/h v i Type Typei ki ft (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip)(ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) ( ip ) ( ip ) ( ip ) ( p) A Ala 0 6.8 6.8 1.00 0.15 0.00 0.41 0.00 0.29 1.00 1.00 43 P6TN P6TN 61 2.59 3.08 -0.08 0.57 3.72 2.28 0.24 1.64 1.64 A A.lb 0 ; 20.8 20.8 1.00 0.15 0.00 1.28 0.00 0.89 1.00 1.00 43 P6TN P6TN 61 0.008.01 20 30 0.00 0.00 30 -1.06 -0.74 10.00 1.49 20.00 0 51.70 1 0.00 0.00 0.62 0.62 - - 0 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- B Ilia 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 2.42 9.26 0.00 2.14 4.17 4.17 B Bib 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 0.00 0.00 0.0 10 0 01 12.96 0.00 0.00 0.00 0.00 00.00 2.05 2.05 2.05 - - ' 0.0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 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.1 b 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 00.76 .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 0.00 9.37 20 00 0.00 0.00-0.84 -0.85 20.290.00 18.53 8.53 0.0.10 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 r 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- - q 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1,00 0.00 _- ' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- _- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 00 1.00' 0,00'J 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00': 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0"' --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-' -� 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 000' 0.00 0.00 0.00 0.00 1.00 0.00 0-- _-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- _-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1!.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- _-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- _- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- _- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -_- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -^ 693 75.1 75.1 =L eff. 2.53 5.79 0.81 3.98 EVwind 8.32 EVEo 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer ««* denotes a TJSB Page 18 of 59 16043 2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf SHEET TITLE: LATERAL S•S(side to side) CT PROJECT#: Unit E5(A) 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 Fa V I= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RoTM Unet U..,, OTM ROTM Use, Ua„m Lim,m HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Plf) (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 4.71 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 0.0 0.0 1'.00 0.00 0.00 0.00 0.00 0.00 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 173,2 2.0 10,0 1'.00 0.15' 1.01 0.00 0.59 0.00 1.00 0.50 589** ** 0 4.710 0.35 2.52 2.52 8.08 0.00 5.31 5.31 5.31 4 4.3O 173.2 2.0 10.0 1..00 0,15 1.01 0.00 0.59 0.00 1.00 0.50 589** ** 505 4.71 1.35 2.52 2.52 8.08 1.00 5.31 5.31 5.31 505 4.71 1.35 2.52 2.52 8.08 1.00 5.31 5.31 5.31 693 10.0 10.0=L eff. 4.04 0.00 2.36 0.00 EV,„„d 4.04 EVEQ 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.09_River Terrace(Lots 20-23)_Calcuiations.pdf Page 19 of 59 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E5(A) 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 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 LpL en. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RUN U„et Listen OTM RoTM U„et U.um Ueum (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 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 5 0.00 0.001 2.44 0.00 4.4.11 10 21 0.00 0.00 0.00 0.00 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 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 9 0.00 0 26 1.81 0 81 12.94 0.00 0.00 0.00 0.00 2.94 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 4 4.2a 116.4 2.0 10,0 1.00 0.15 0.48 1.01 0.27 0.59 1.00 0.44 969** ** 747 7.75 1.35 4.80 7.32 13.44 1.00 9.33 14.64 14.64 4 4.2b 116.4 2.0 10.0 1.00 0.15 0.48 1.01 0.27 0.59 1.00 0.44 969** ** 747 7.75 7 0.00 1.35 0.00 0.00.35 4.80 7.32 10 44 3.44 1.00 0.00.00 9.33 14.64 10.00 4.64 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"" "'- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"' --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0"' ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1'.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- "' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0" " - - ' '- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ! 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ° 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- ---- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0: 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 693 14.014.0=Leff. 2.87 4.04 1.62 2.36 2jV,„„d 6.92 2.;VEQ 3.98 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB Page 20 of 59 16043_2016.04.09_River Terrace(Lots 20-23)Calculations.pdf SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E5(A) Diaph.Level: 2nd(main) Panel Height= 9 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= 2.57 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 LDL eft C U w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RoTM U*et Ueum OTM RoTM Une1 Ucum Ueum (sgft) (8) (ft) (klf) (kiP) (kiP) (kip) (kip) P (PIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.28 108.9 5.8 5.8 1.00 0.20 0.44 1,64 0.12 0.95 1.00 1.00 186 P6 P4 361 9.60 2.98 1.30 5.41 18.71 2.20 3.25 11.00 11.00 1 1.2b 56.83 3.0 3.0 1.00 0.20 0.23 0.85 0.06 0.49 1.00 0.67 278 P4 P4 361 5.01 0.81 1.80 5.91 9.76 0.60 3.93 11.68 11.68 - - 0 0.0 0.0 1'.00 0.00 0.00 0.00 0.00 0.00 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 4.0 1.00 0.20 1.40 1.44 0.38 0.81 1.00 0.89 334 P4 P2 710 10.68 1.44 2.77 4.58 25.56 1.07 7.35 10.95 10.95 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 116.4 2.0 10.0 1.00 0.15' 0.47 1.49 0.13 0.86 1.00 0.44 1111** ** 982 8.89 1.35 5.65 12.97 17.68 1.00 12.51 27.15** 4 4.2b 116.4 2.0 10,0 1.00 0.15 0.47 1.49 0.13 0.86 1.00 0.44 1111** ** 982 8.89 1.35 5.65 12.97 17.68 1.00 12.51 27.15** - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0•-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0•-- -•• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 745.1 16.8 16.8=L eff. 3.02 6.92 0.81 3.98 EVA*d 9.93 EVEQ 4.79 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.09 River Terrace(Lots 20-23) Calculations.pdf Page 21 of 59 JOB#: Unit E5(A) ID: 43a tli 4.3b w d1= 150 plf V eq 1177.6 pounds V1 eq= 588.8 pounds V3 eq= 588.8 pounds V w= 2020.5 pounds V1 w= 1010.2 pounds V3 w= 1010.2 pounds _► v hdr eq= 117.8 plf -PP- A -►A H head= A v hdr w= 202.0 plf 1 v Fdrag1 eq= 353 F2 eq= 353 A Fdrag1 w= :46 F2 . 606 H pier= v1 eq= 368.0 plf v3 eq= 368.0 plf 5.0 v1 w= 505.1 Of v3 w= 505.1 plf feet H total= 2w/h= 0.8 2w/h= 0.8 9 v Fdrag3 eq= • F4 e.- 353 feet A Fdrag3 w= 606 F4 w= 606 P3 E.Q. 1 2w/h= 1 P3 WIND H sill= v sill eq= 117.8 plf 3.0 EQ Wind v sill w= 202.0 plf feet OTM 10599 18184 R OTM 6750 5000 I. • UPLIFT 428 1465 UP sum 428 1465 H/L Ratios: L1= 2.0 L2= 6.0 L3= 2.0 Htotal/L= 0.90 ► , 0.-41 ► Hpier/L1= 2.50 i ► Hpier/L3- 2.50 L total= 10.0 feet 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 22 of 59 JOB#: Unit E5(A) ID: 4.2a&4.2b w dl= 150 plf V eq 1722.2 pounds V1 eq= 861.1 pounds V3 eq= 861.1 pounds V w= 2986.3 pounds V1 w= 1493.2 pounds V3 w= 1493.2 pounds ► ---► v hdr eq= 172.2 plf ► •H head= A v hdr w= 298.6 plf 1 v Fdragl eq= 517 F2 eq= 517 A Fdragl w= ; 6 F2 . 896 H pier= v1 eq= 538.2 plf v3 eq= 538.2 plf 5.0 v1 w= 746.6 plf v3 w= 746.6 plf feet H total= 2w/h= 0.8 2w/h= 0.8 9 v Fdrag3 eq= F4 e.- 517 feet A Fdrag3 w= 896 F4 w= 896 P2 E.Q. 2w/h= 1 P2 WIND H sill= v sill eq= 172.2 p/f 3.0 EQ Wind v sill w= 298.6 plf feet OTM 15500 26877 R OTM 6750 5000 v v UPLIFT 972 2431 UP above 428 1465 UP sum 1400 3896 H/L Ratios: L1= ` 2.0 L2= 6.0 L3= 2.0 Htotal/L= 0.90 Hpier/L1= 2.50 10, ►� 0.41 Hpier/L3= 2.50 ► L total= 10.0 feet 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 23 of 59 JOB#: Unit E5(A) ID: 41a&41b wd1= 150 plf V eq 1975.4 pounds V1 eq= 987.7 pounds V3 eq= 987.7 pounds V w= 3928.7 pounds V1 w= 1964.3 pounds V3 w= 1964.3 pounds v hdr eq= 197.5 plf A H head= A v hdr w= 392.9 plf 1 u Fdragl eq= 494 F2 eq= 494 Fdragl w= •' F2 . 982 H pier= v1 eq= 395.1 plf v3 eq= 395.1 plf 5.0 v1 w= 785.7 plf v3 w= 785.7 plf feet H total= 2w/h= 1 2w/h= 1 9 v Fdrag3 eq= A:4 F4 e.- 494 feet A Fdrag3 w= 982 F4 w= 982 P3 E.Q. I 2w/h= 1 P2 WIND H sill= v sill eq= 197.5 plf ]] 3.0 EQ Wind v sill w= 392.9 plf feet OTM 17779 35358 R OTM 6750 5000 r UPLIFT 1225 3373 UP above 428 1465 UP sum 1653 4838 H/L Ratios: L1= 2,5 L2= 5,0 L3= 2.5 Htotal/L= 0.90 ► 4 ►A ► Hpier/L1= 2.00 O' Hpier/L3= 2.00 L total= 10.0 feet 16043 2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 24 of 59 SIM. 4 4 S9.1 S9.1 r - 7 0 4x12 HDR No 11R�d_e N HUC416 HUC416 o i13'4x20 LVL�B • 1T- I L IT_2 4x10 1DR 4x10 HUR m 1 UP 0 = o I M. B=D '4•1 IS UTI u u U i U u U FLOOR di 20" OPEN WEB JOISTS ® 19.2" O.CAnh. D I` TYP. V DSC5 I XI FLOOR GTJ (16DRAGI TRUSS 59.0 I ®AT srEp 2x6 AT INip i iq 1I II 16" D.C. i 11 11 III III =I� 13LVL!FB I i S9.9.3 k' IVAAA STAIR IR FRFRMG. 2x6 LEDGER, (2) 2X10 AT)LAND NGI 1 LEDGERtalt UP TO 11 I TYP. U.N.O. �� / b 41) 7;2=1i sTRIR - i i r ill Ij RAISED FRA?G. i I I i PLATE % \ �- U( TD,I II _ BATH I I 11 I 4 o o LANDING/POWDER 1 AT +1'-23/4" ABV. MIDDLE F.F. + j EXTENT OF I RAISED FLOOR -1 I If RAISED FLR. (DOT FlLL) • 134"x((20 LVL FB SEE BELOW "' GT ABOVE '/ _ I UP TO I 6X6 y I j BED 2 HD" UP TO TECH. 2x10 I 4 UB2NOR LEDGER UNIT E-5(A) -un To, ER PLAN 1/4,-1.-0" ENGLISH REVIVAL 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 25 of 59 1 IL I UB5 L � � PI/ n (2)2x10 FB i II I SIM.9 KOVER—FRAMING PLAN _1 TO MATCH HT. i f 1 OF RAISED FLR. RAISED FLOOR AT +143'4" f !UPPER FLOOR WALLS 2x10 ® 16" ft ''� 'Q O.C. T1P. 1 W I 2x6 LEDGER I E � � I �. ii. A4.75" STEP i r 9 HDR I I 7 59.3 RAISED UPPER FLOOR UNIT E-5(A) FRAMING PLAN 1/4"=1'-0" TECH.ROOM 16043 2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 26 of 59 18r POST ABOVE 59. �" POST ABOVE - - EDGE OF DECK ABOVE- 6x6 P.T. POST W/ ACE6 CAP, TYP. PT 6x12 H)R m o M � !�'— -- 4x8 FB c,_ ® BL NDL STUDS 10'- " ACOVC 6x6 I P7 x8 LED ER • r 2X TRUSSESI �— U u -y B� I © 3$x10 CASCADE AT 24" O.C. GT Ail QQ 6x6 LOW ROOF II ABOVE _ f H2.5 TO :EAMSL HD' 6. UP TO Nx "BG i LIVING I SIM. BEAN FB ' I��_���rr,, '�H -10 < . A I 0 1 o y ,I, GT ABOVE W m-m Nom- W N cc IL xa ao a gym-- – --m–1.0 Et el I is,TYP. >- l H -10 rn^ 1 I 11 AT BLDG. o 'I STEP a T� IN BEAM :IG i S9. �_ r BEA FB F II i 134 x9Yz" I / - I I I RIGIDLAM LVL FR III GT ABO I 12 I 4-- H2.5 TO :EAM AI 59.0 I L =:1 _ ••NT. 5lcx117" Blr BEFM HD3LEDGERH , Lam` , � 6x6 PO.T B O ® w- „ IX"Mc RIGIC LAM yi0 LVL FBo �-II LANDING F.F. AT +7'-0" �j 4x4 POS FR IM +T-0 i ABOVE LOWER F.F. i Ir TO +8'- " ABV. LIW FF. SIM. 2x6 AT 16" O.C. " i� /A-1.Y4" F'MG. i 4` 13"(9)c' RIGICLAM S9.2 LVL FB i /1 31¢'bc9J¢" :10 -1 �\ / BEFM FB , _ i F BUNDLED STUDS ABV. STAIR ��� I o FRVIING i c: 6 (py�J(�� 1;' A II DR I U II , 1 I I i I '-J k Hu4q• ' I. ‘ 'I��l M B 1 t RAISED FLOOR / I - " R-�- Jf' I (DOT FILL) 1 6x6 I•' HpB SEE LEFT---..., .�; -p, : '• BIG BEAM fB Jo `s eel CC 0 I _ .. . UP TQ I IiPOP. -34 - A I 4 10 I-OR Gr ABOVE I ___- it ' 'BED3 e� MBH PETO �1 J HDR DIN/FAM. _Mt- I I el) MB3 UNIT E-5(A) MIDDLE FLOOR FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 27 of 59 \.I I (2)2x10 FB 1I J 'l1 TOP @ +10'-1Y4" ,J UN ER +Y4" PLO _� UNDER (2) 2X10 II EDGE OF TJI rt n I —TONRAISED Y L I SUBFLOOR 1475W I FRAMING PLAN BENEATH �, STEP I I TOP OF JSTS Ix — C +1o' 1Y4 a•. 2€10 I MIDDLE FLOOR WALLS EDGE OF TJI 1 1E" �O I SUBFLOOR 1 I I © I BENEATH J 1i4.�s I I liar f I STEP i PLATE +8'-1" / I 0 LEDGER II HOLDOWN STRAPiji, +10'-1Y4"❑ I I FROM ABOVE 0 /12 I PLATE +8'-1" 59.3 IF . I RAISED MIDDLE FLOOR UNIT E-5(A) FRAMING PLAN 1/4"=1'0" POWDER ROOM AND STAIR LANDING 16043 2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 28 of 59 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 iiiiith�� !,:;:,'i.;, a ox .04.00:; '..1.!, -1 t327ttf 1 Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Wo Beifi diinM UB1 ,t: " , * * Biot is IB 2006;ttenify Aild045; 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 Max fb/Fb Ratio = 0.635. 1 4S?°74�2�S4's;$1' fb:Actual: 700.00 psi at 1.750 ft in Span#1 Fb:Allowable: 1,102.10 psi Load Comb: +D+L+H 0 • 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 3.60 R 2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.47 0.54 0.36 Live Load Defl Ratio 1290>360 Total Defl Ratio 852>180 Wood Beèm Design,. UB2 % ; = Cakulatl der 2005' D6;IBG 2006 8+ 200 ,ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PM 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 Unit Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary 036 awe Max fb/Fb Ratio = 0,347. 1 esu ub.ma� 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 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 Lr S W E H Downward L+Lr+S 0.042 in Downward Total 0.064 in Left Support 0.21 0.26 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.26 0.16 Live Load Defl Ratio 1840 >360 Total Defl Ratio 1220 >180 YVodBe Desire UB3 �'� . :. ii .. A ��"" iCa�ula' crus'per200�t�C�S,iBi�`2fli1B,i�i+C2(tii?�;ASCir -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 Max fb/Fb Ratio = 0,082: 1 NM VW fb:Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.070: 1 A A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 n,4x10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) 2 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_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 29 of 59 -- __.. Y CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project Descr: Seattle,WA 98109 (206)285 4512 Fax: (206)285 0618, .,. ,.. ,.. ' 7 t r ' ' ..:; % °' Licensee.c.t.engineering Lic # KW 06002997 *4 E at e0- '1'4u-B4-,,i B4 ..` 01'4 l +lt t , 20 B fir'A -tt BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend xx 1,300.0 ksi Density 27.70 pcf 525.0 psi Eminbend Fb Compr 850.0 psi Fc-Perp 405.0 psi Ft xx 470.0 ksi Applied Loads Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.0 ft Design Summary Max fb/Fb Ratio = 0.934; 1 D(0.0720 S(0.10) fb:Actual: 786.29 Psi at 7.500 ft in Span#1 .,. �' F 1, Fb:Allowable: 841.45 psi ��;;� • Load Comb: +D+S+H A • A Max fv/FvRatio= 0.313: 1 15.0 ft, 4x12 fv:Actual: 43.25 psi at 0.000 ft in Span#1 Fv:Allowable: 138.00 psi Max Deflections Load Comb: D+D+S+ Max Reactions (k) LH Lr S W E H DwrL+ S 0.365 in Left Support 0.54 0.75 Upward aLd+Lr+SLr+ 0.0000.212 ininDownward Upward TotTotal al 0.000 in own Right Support 0.54 0.75 Live Load Dell Ratio 848>360 Total Defl Ratio 493>180 earoN.Pt . B AS E(� larPell* U65 - ** 1Cd s 2.t5Y, " 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 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 0 0 09750 0260 Design Summary 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 A A A Max fv/FvRatio= 0.126: 1 fv:Actual: 18.94 psi at 2.730 ft in Span#1 3.50 ft,2-DAO 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 0.003 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 1�1 d 3ellm©:s UB6 e t 5 06 BEAM Size: 2 2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary -.& ��° Max fb/Fb Ratio = 0. 9; 1 fb:Actual: 202.1193 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H A - Max fv/FvRatio= 0.163: 1 fv:Actual: 24.42 psi at 2.400 ft in Span#1 a.on 2-2.5 Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+L+H Max Reactions (k) L Lr S w E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.20 0.39 0.08 Upward L+Lr+S 078.000 in Upward Total 0.000 in Right Support 0.20 0.39 0.08 Live Load Defl Ratio 49 >360 Total Defl Ratio 5486 >180 Page 30 of 59 16043 2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 I'l i. .., -. .,,,, ... ,,,, its,. e7 .st1; # ,� { Lic.#: KW-06002997 L icensee:c.t.engineering Description : Main Floor Beams BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=20.0 ft Design Summary D030 LO80 Max fb/Fb Ratio = 0.555 1 ::__ fb:Actual: 565.04 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fv/FvRatio= 0.455: 1 A A Tv:Actual: 68.28 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.016 in Left Support 0.45 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 1.20 Live Load Deft Ratio 3041 60 Total DeflRatio 2212 >180 Wood Bei t1 MB2 � . .,, ,��>3 ..... ... .,, 'Cakufatrois per 2005 NDS,I 2096 CBC 2007;ASCE 745 BEAM Size 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.50 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summar - , Max fb/Fb Ratio = 0.913. 1 80.61 >i_l-r5°.o3$d) fb:Actual: 848.86 psi at 1.400 ft in Span#1 Fb:Allowable: 929.74 psi Load Comb: +D+L+H Max fv/FvRatio= 0.803: 1 A fv:Actual: 120.38 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.037 in Downward Total 0.050 in Left Support 0.71 1.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 1.22 Live Load Deft Ratio 1638 >360 Total Defl Ratio 1189>180 Wood fitiaiii Rpsjonf MB3 Cal ulatians per 005 DS, BC P00&r CBd 200 ,ASCE-1}66,' 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=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.934. 1 Wa10°3; WAN) fb:Actual: 868.57 psi at 1.467 ft in Span#1r Fb:Allowable: 929.74 psi Load Comb: +D+L+H Max fv/FvRatio= 0.820: 1 A A fv:Actual: 122.95 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft, 2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S y E H Downward L+Lr+S 0.038 in Downward Total 0.052 in Left Support 0.73 1.93 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.48 127 Live Load Defl Ratio 1590>360 Total Defl Ratio 1155>180 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 31 of 59 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 'Wood Be Design MB4 W , 7 ' .` Ga11 0,ens Ee 209.5,1 z, C06r E 7-0-''_ BEAM Size: 5.25x11.875,Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Pill 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pd 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 klft,Trib=10.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary a,=„,,.„, Max fb/Fb Ratio = 0.605; 1 0(0150 L(040) fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 Fb:Allowable: 2,866.74 psi Load Comb: +D+L+H Max fv/FvRatio= 0.455: 1 fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477 >360 Total Defl Ratio 347>180 ird Begin pests,n� MB5 `u• :"Calcutaitor s per 200$NOS,IBC 2006 8 200'7,Atce7-05'. • 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-Pill 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=8.250 ft Point: D=0.220, L=0.240, S=0.180 k @ 1.0 ft 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 a." s,°'" '.s"' 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#1 Fb:Allowable: 2,834.87 psi • Load Comb: +D+L+H � �,��s .�� _ _..; .:_.. . • Max fv/FvRatio= 0.513: 1 fv:Actual: 148.83 psi at 0.000 ft in Span#1 10.50 ft, 3.125x10.5 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 0.240 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 Woolf!t at D3 si n I M X , pits ' n,,.tali2Ots, � s 6 BEAM Size: 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Pill 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.50 ft Design Summary Max fb/Fb Ratio = 0.990; 1 D 006750 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 A • • A Max fv/FvRatio= 0.283: 1 15.0 ft, 6x12 fv:Actual: 38.45 psi at 0.000 ft in Span#1 Fv:Allowable: 136.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.227 in Downward Total 0.313 in Left Support 0.51 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 1.35 Live Load Defl Ratio 791 >360 Total Deft Ratio 575 >180 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 32 of 59 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 z Lic.#:KW 06002997 Licensee c.t.engineering Beam eSr � MB7 , / X X' 0 ;" , CarFu000\<s per'*51 D0: 80;90 0C a A6 7-09 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-PrIl 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=-0.0150, L=-0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.213. 1 D 9183$ i%O O) fb:Actual: 201.88 psi at 6.250 ft in Span#1 Fb:Allowable: 946.00 psi Load Comb: +D+L+H •... ��: .- Max fv/FvRatio= 0.064: 1 A A• fv:Actual: 10.96 psi at 11.750 ft in Span#1 12.50 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 Now e(mpne i MB8 , .... ,.. .. .n :. `r Caic[1at€ons BEAM Size: 2-2x8,Sawn, Fully Unbraced � Aer2005'NtS,IB2006,GBC #D7,A5CE - 5 Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-PrIl 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.010 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary p75 L` Maxfb/Fb Ratio = 0.389 °(0g h0020) 1 fb:Actual: 406.66 psi at 2.500 ft in Span#1 Fb:Allowable: 1,044.86 psi � ,„� �y� • , „ Load Comb: +D+L+H • Max fv/FvRatio= 0.220: 1 A A fv:Actual: 37.34 psi at 4.400 ft in Span#1 Fv:Allowable: 170.00 psi 5.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.023 in Downward Total 0.033 in Left Support 0.21 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.50 Live Load Defl Ratio 2628>360 Total Defl Ratio 1844 >180 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 33 of 59 180 Nickerson St. Suite 302 CT ENGINEERING Seattle,WA INC. 98109 Date:. (206)285-4512 Project: FAX: Page Number: (206)285-0618 Client: -TIP res E ,', tf 44.d 4- � IA Pts --57151s. _ _______-___ _2. _,e42( _____ .,{", e. _ I I i 1 44 t11-------------- / ) iii• LIA) (-4&YZ5r4 ) . __ (4-)(g)16) i`" 2L ) 12)( 41)#-4 4-(-Z u,)(491-g:)- ,,6Je\_7 iib 9-p-vo fi, - T7e/. )b•si .-% ___ (4!---zYwvo -__. 26a,?-0C--- 16- MIN, W'` W T�"� �l,N. v . - (-6-)0:-c) / 7-.) - (q,0i-� _ 2(334 off'- 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 34 of 59 Structural Engineers ROOF BELOW 15'-4" !/ I1 11-8" 9'-8" 10}2` 2'-5" 8Y2 COMMON WALL-44'-10" 4'-10' { x L T.--q COMMON WALL EXTENT OF I 1-HR I 6-0 4 0 SL EXTERIOR o WALL. 3/D1 •1.-- - EGRESS. WALL BELOW I INSULATE FLOOR ur I II 1 OVER UNHEATED I II SPACE ll II Bedroom 2 N a o `� a II n a of 1 1 I� 1 1 o I II ll I. I1 II I 8'-43/" 3411311 1 22"x30" ATTIC ACCESS r I� 5 SH. liI m _ ii N I� ( 3_ 2-o II �' m� Bath � a1FOLD ', � n r " II I.I! 00 6 w 1 ,i I DN II .n II 1 v) L-a-j 1 .I / in.k1 0O III b o ` 4 ' 1II ' s .: VII n I ,, O4 1111 /4.1" _3 f--- no SII03 SHOWER I I rip—=- no �II a I —___-_=.-= M. Bath Il •-4 HCW = i LOW WALL m ;I24 r. N 42" A.F.F. 1 I I SEE SHT. I' '013 (�7C © U8 FOR I' ® Ur DESTAIR TAILS II 1'I RADON RENNIN SYSTEM .2 3-¢y� '-11 6 4 I II VAULTED CEILING yNV 1 1 P Ryiii-R�I,USS a II IIfiCTURER I Bedro '. m? 1 I II lel I. I it �I II PROVIDE EGMSS HINGEII TO ENSURE WINDOW HAS :it Ii II PROPER EGRSS WIDTH ID II1 i I. 31 I" �........�._� EXTENT /I 1-9 2-6.4-6 1-9 m OF 1-HR 4-6 F C441- 4-6 F lair CIF 1 EXTERIOR I , 4'-11" k 4-9 ; I 3A D1 1LL 1-8"4' 9-8" ♦1-2" Z-5. UNIT K—5(A) UPPER FLOOR PLAN 1/4"=1.-0" ENGLISH REVIVAL 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 35 of 59 15'-4" I 11'-103/4" 3'..-5Y4 It COMMON WALL♦ RQOF ABQVV�____ 20 11 ,,,,,,t---„ I }-- COMMON WALL II 1-{ 4-3" 4,_3, 5.-3" C" t Deck t ° I © j 1 j '.n D6 I j FLOOR,ABOVE 9--615,0 SN 11-5 5:0 SH 6-0 6-10 SGO SAFETY(1LAZ ", I Jam..=.-_-----------= .‘--..---'113 i --------------fit • 11 m CIF II U11 Living I I Ii D1 11LE HEARTH 11 • 1i (OP110NAL)—�.111 { FACTORY-BUILT _ 1 ill DIRECT VENT GAS______„,.." 1 FIREPLACE i 1 '‘I- II 1. UNHEATEDIINSSOPACEV Rj D Ol , I, " 1i it I -G. 3-6"DN ,I Ii 1 I. I� El m II I < 1 II Dining it n I! CONTINUE COMMON 1 I1 i WALL GWB v i, o, IITHROUGH FURRING LOW WALL o 3'-2" 1 TYPICAL 42" A-F.F._, w1 ro IC �H 1 1 i ^ ! 1 1 .1 [ FLOOR n rI SEE SHT. ® 2'-8"t BELOW I U8 FOR STAIR N-.4(, x6 0 i DETAILS AN ;1 1 I RADON J 11 II 1 I MITIGATION II OPEN RAIL 0/PONY WALL: 1 I P VENT STACKUP' I TOP OF WALL +22" A.F.F. tl' TOP OF RAIL +36" A.F.F. o i1 I ' 4 1--, � I I --oe-e, II Q0 41 I> Kitci -n D1 I' lido 12-6Y2", 3-1Y2" 3-11Y2" j1 I o •F 1I 0 1 _t WALL BELOW. 1 INS. FLOOR 1' 1 I 1 . OVER UN- 1 I I DW I I HEATED SPAC2 ' .I *--- ' «M--? 1-2 2-6 F EXTENT I ®4-5 F 2 I C I T 6 4-69F an OF 1-HR EXTERIOR I WALL. 1 3/D1 1 i 4'-10" ir 4'-10" i I i # 15'-4" XI UNIT K-5(A) MIDDLE FLOOR PLAN 1/4-=1'-0" ENGLISH REVIVAL 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.Pdf Page 36 of 59 15'-4" 11'-103 3'-SY• . I I. q COMMON WALL DECK ABOVE I-' " = MON WALL 0 t f h t 8-0 7-0 SOHO Ark e j Garage j U OCCUPANCY WALL FINISH: 3g" 0 GWB CEILING FINISH T 4D W TYPE 'X' GWB o I o FIRE-TAPE ALLDIRECT VENT GAS ® GBELOWACEIBLEA S WATER HEATER I LEVEL. INSULATE AND FURNACE FLOOR ABOVE. I n DOORS SHALL BE eI SELF-CLOSING . 20 MIN. RATED :•- 61 .:.:,,...:. zi__ ro 1 1 ,5 II I I ' D1 4-0 MIIL. FURN. 1' INSUd. MeC II k, - R3 OCCUP.I -� UP, STEPS AS REO'Dl m It . r 5'-10 "t�3'-2" t 2'-t0" 3'-6" I L jlk �, U _ s & P I jI 0 2=0 Willili Pw�r.� Mt-- c <� BIFOLD ��II ...---.1 i =o _,-m,.. RADON 111 .111111 w_ ? REDUCTION I. 11 ® r N N SYSTEM - 0 II I III VP LOW WALL +36" k UP ' ABV. NOSING '- 16 1 II W/WOOD CAP I DS � � a I 3 II I Den R3 OCCUP NCY II nt N II II 5-0 4-6 St bi 20 Ur N-- == Nb I I `-SAFETY GLAZING - © 1 i -FDDR-'7S6VE - IT m (I�� . mI In I I \\ I 4, 6'-6" ; I 11 IL \ Porch a'-to" I I L_�-i I __ j 1 8-7)/2" 2'-0" ;T� 4'-0" I 15'-4" Jr } UNIT K-5(A) LOWER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 37 of 59 2012 IBC SEISMISEISMICC OVERVIEVERVIEWW LIBC O CT PRSHEETOTITJECTE:#: 2012 Unit K5(A) Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usgs.qov/designmaps/us/application.php http://earthquake.usgs.gov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMS=Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM1=Fv*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*Skis Sips= 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 SDC = D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor 00= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor 00= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 38 of 59 SHEET TITLE: Unit K5(A) CT PROJECT#: Son= 0.70 h„ = 25.92(ft) Sal= 0.44 X = 0.75'.ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-10(Table 12.8-2) 1E= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.41 k= 1 ASCE 7-10(Section 12.8.3) Ti_= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=Sol 1(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*11)/(TZ*(R/ls)) (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 Si)/(RAE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,,,, = DIAPHR. Story Elevation Height AREA DL w, w, *h,k wX *h,k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew1 *h,k Vi DESIGN Vi Roof - 25.92 25.92 598 0.030 17.94 464.9 0.49 2.03 2.03 3rd(uppr) 8.08 17.83 17.83 598 0.030 17.94 319.9 0.34 1.40 3.43 2nd{main)' 8.92 8.92' 8.92 598 0.030' 17.94 160.0 0.17 0.70 4.13 1st(base) 8.92 0.001 SUM= 53.8 944.8 1.00 4.13 E=V= 5.78 E/1.4= 4.13 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 39 of 59 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K5(A) F-B S-S ASCE IBC Ridge Elevation(ft)= 44.00 40.00ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. -- --- Building Width= 19.0 4010 ft. Basic Wind Speed sse pup= 110 110 mph Fig. 26.5-1Athru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable Psw A= 24.1 24.1'psf Figure 28.6-1 Ps3013= 3.9 3.9 psf Figure 28.6-1 psso c= I17.4 17.4 psf Figure 28.6-1 Pssoo= 4.0 4.0 psf Figure 28.6-1 N= 1.00 1.00 Figure 28.6-1 Ku= 1,00 1.00 Section 26.8 windward/lee= 1.00 0.00',(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) N"Krt"Iw'windward/lee: 1.00 0.00 Ps=X"Kzt"I"P.so= (Eq.28.6-1) PsA= 24.10 0.00 psf (Eq.28.6-1) pss= 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) PsAand cmos,= 20.8 0.0 psf Ps B.nd D.ver.ve= 4.0 0.0 psf a= 33 Figure 28.6-1 2a= 6 6 width-72a= 7 28 MAIN WIND-ASCE CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(SS) 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 2.67 0.0 3.66 2.71 2.71 12.02 0.00 0.00 0.00 0.00 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. 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 2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 40 of 59 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K5(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) 'Ti(S-S) V(S-S) Roof - 25.92 25.92 0.00 0.00 0.00 0.00 6.73 6.73 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.000.00 0.00' 0.00 2.58 9.31 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00' 0.00 271 12.02 0.00 0.00 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S). 0.00 V(F-B)= 12.02 V(S-S)= 0.00 kips kips kips kips DESIGN WIND-Min/Part 2/Part 1 ASD c Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 0.00 0.00 0.00 3rd(uppr) 8.91667 8.91667 8.91667 0.00 0.00 0.00 2nd(main) 8.91667 0 0 0.00 0.00 0.00 1st(base) 0 0 V(S-S)= 0.00 ki_ ki.s 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 41 of 59 Design Maps Summary Report ISMS 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 t 1:447-;"0k7:7-4:,,,VIttfa averton .meq y itrx. _..-r /c �e 5{ �.�.. s--4044_ a s g r q i � "�- ",a„' fro ' ;l .,y: 1*. 2: y USGS-Provided Output Ss = 0.972 g S„s = 1.080 g Sus = 0.720 g Si = 0.423 g = 0.667 g Su: = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP”building code reference document. MCEA.Response Spectrum 0,0e Design Response Spectrum 2.10 0,00 9 0..44 0,82 0,88 " 'a act X 05 ,` a n l 284 0,24 422 4220,16 0.11 0. 1 41°*00 0.20 040 040 400 1.04 1.20 1.40 1.10 L-00 2.00 0.00 420 0.40 O. 0.13 1.00 1..20 1.40 1.00 1.00 200 Period.s(sec) Period.t( Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. 16043 2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 42 of 59 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... isGs Design Maps Detailed Report 2012 International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)El' Ss = 0.972 g From Figure 1613.3.1(2)`2' S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs N or Nom, s� A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength s. < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 1Ib/ft2 = 0.0479 kN/m2 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 43 of 59 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss <_ 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 I 1.2 1.1 I 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 Si <_ 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 I 1.6 1.5 I 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 2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 44 of 59 Equation (16-37): SMS = FaS5 = 1.111 x 0.972 = 1.080 g Equation (16-38): SMS = = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDs = SMS = 2/3 X 1.080 = 0.720 g Sol = % % x 0.667 = 0.445 g Equation (16-40): SMl = 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 45 of 59 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 III IV Sps < 0.167g A A A 0.167g c Sos< 0.33g B B C 0.33g <_ SDS< 0.50g C C D 0.508 <_ SOS IorII 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, III IV Soy < 0.067g A A A 0.067g <_ S01 < 0.133g B B C 0.133g <_ Sol < 0.20g C C D 0.20g <_ Spl IorII D D D For Risk Category=I and So, = 0.445 g,Seismic Design Category= D Note: When Si 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 2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 46 of 59 SHEET TITLE: LATERAL Fa(front to back) CT PROJECT#: Unit K5(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2,03 kips Design Wind F-B V i= 4.04 kips Max.aspect= 3.5''SDPWS-08 Table 4.3.4 Sum Seismic V I= 2.03 kips Sum Wind F-BVI= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rum Unet Usum OTM Roan Unet Li sum U,u,n HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 108 10,8 10.8 1.00 0.151 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 82,928.3 8.3 1,00 0,15 0.56 0.00 0.28 0.00 1.00 1.00 34 P6TN P6TN 68 2.25 4.59 -0.31 -0.31 4.48 3.40 0.14 0.14 0.14 A A.3c 108 10.8 10.8 1.00 0.15' 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 131.2 10.8 10.8 1.00 0.15 0.89 0.00 0.45 0.00 1.00 1.00 41 P6TN P6TN 82 3.57 7.80 -0.42 -0.42 7.08 5.78 0.13 0.13 0.13 B B.3b 167.81 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 0.151 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 598 54.3 54.3 =L eff. 4.04 0.00 2.03 0.00 VH;nd 4.04 EVEQ 2.03 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.09_River Terrace(Lots 20-23)_Calcuiations.pdf Page 47 of 59 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K5(A) 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= 3.5SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.43 kips Sum Wind F-B V I= 6.59 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL off. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM U001 U.,„ OTM RorM Unet U.,,m U... HD (sqft) (ft) (ft) (kip (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 108 10.8 10.8 1.00 0.15 0.26 0.63 0.23 0.32 1.00 1.00 51 P6TN P6TN 83 4.96 7.80 -0.28 -0.76 8.02 5.78 0.22 0.23 0.23 A A.2b 80.4 8.0 8.0 1.00 0.15 0.19 0.47 0.17 0.24 1.00 1.00 51 P6TN P6TN 83 3.69 4.32 -0.09 -0.39 5.97 3.20 0.38 0.52 0.52 A A.2c 155,8 15.5 15.5 1.00 0.15' 0.37 0.91 0.34 0.46 1.00 1.00 51 P6TN P6TN 83 7.16 16.22 -0.61 -1.09 11.57 12.01 -0.03 -0.02 -0.02 0 6.0 6.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 1.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -0.42 0.00 0.00 0.00 0.13 0.13 B 19.2b 0 0.0 0.0 1.00 0.15' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -0.63 0.00 0.00 0.00 -0.03 -0.03 B B.2c 305.1 25.0 25.0 1.00 0.15 0.73 2.02 0.66 1.02 1.00 1.00 67 P6TN P6TN 110 15.05 42.19 -1.12 -1.12 24.71 31.25 -0.27 -0.27 -0.27 - - 0 i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 OA 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0< 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0-00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 : 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 IMO 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 649.3 65.3 65.3=L eff. 1.55 4.03 1.40 2.03 1.00 EV.;,,d 5.58 EVEO 3.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 48 of 59 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K5(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V I= 0.70 kips Design Wind F-B V I= 1.63 klps C) Max.aspect= 35 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.13 kips Sum Wind F-B V I= 7.21 kips Min.Lwall= 2.57 ft. per SDPWS-08 ( Table 4.3.3,5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. J Grid ID T.A. Lwall LDL or C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM R U U �r (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) orft net sum OTM Rolm Uip)t kip) 1klp) HD l (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 *245 A A.lb 0 0.0 0,0 1.00 0,15 0.00 0.00 0.00 0.00 1.00 0.00 0-- 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 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 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 0,0 0.0 1. -00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0.00 0.00 B B.1a 142.4 11,7 11.7 1,00 0.15 0.33 0,97 0.14 0.59 1.00 1.00 63 P6TN P6TN 111 6.59 9.19 -0.24 -0.66 11.69 6.81 0.44 0..00 0.00 57 0.67 B Bib 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.lc 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- .- ' 0.0 0.0 1.00 0.00" 0.00 0.00 0.00 0.00 1.00 0.00 0--- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1;00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0-- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00'' 0.00 0.00 0.00 0.00 1.00 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_= - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- _ 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1;00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 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-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 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-- e 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ; 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 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 0.00 710.8 69.7 69.7=L eff, 1.63 4.30 0.70 2.63 E Vxnd 5.92 EVE0 3.33 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04,09_River Terrace(Lots 20-23) Calculations.pdf Page 49 of 59 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K5(A) Diaph.Level: Roof Panel Height= B ft. Seismic V i= 2.03 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 2.03 kips Sum Wind F-B V I= 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 U Wind Max. a. HD (ft) (ft) Wall ID T.A. LwallL C a w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RowU„ei U.„, OTM Row Unet (soft) (ft) (ft) (Wt) (kip) (kip) (kip) (kip) p (Plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.3a 0 0.0 4.3 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 P' 0 10.57 1.27 2.54 2.54 0.00 0.94 -0.26 -0.26 2.54 1- 1.3b 299 4.3 4.3 1.00 0.151 0.00 0.00 1.02 0.00 1.30 1.00 305 P4 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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.- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0"' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 10.57 1.44 2.74 2.74 0.00 1.07 -0.32 -0.32 2.74 4 4.3b 299 4,0 4.0 1,00 0.20' 0.00 0.00 1.02 0.00 1.30 1.00 330 P4 598 8.3 8.3=L eff. 0.00 0.00 2.03 0.00 EVwnay 0.00 EVEa 2.03 Notes: * denotes a wall under a discontinuit ** denotes a wall with force transfer *** denotes a TJSB Page 50 of 59 16043 2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K5(A) 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 LOL ea. C 0 w dl V level V abv.V level V abv, 2w/h v i Type Type v i OTM RoTM Unet Unum OTM RorM Une Usum Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.28 0 0.0 0.0 1 00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -.- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2,3a 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4,2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4,2b 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=Leff. 0.00 0.00 1.40 2.03 2;Vu;,,d 0.00 2:,V Ea 3.43 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer "** denotes a TJSB 16043_2016.04.09 River Terrace(Lots 20-23)_Calcuiations.pdf Page 51 of 59 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K5(A) 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. HD 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*x. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet U�„n OTM RoTM Un,0 Uaun U, n (sgft) (ft) (ft) (kif) (kiP) (kip) (kip) (kip) p (Plf) (pif) (kip-ft) (kip-ft) (kip) (kip) ,..p 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 0.201 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 2.38 299 5,5 5.5 1.00 0,151 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 1.00 152 P6 0 1.97 3.06 -0.33 2.35 0.00 2.27 -0.68 1.46 2.35 4 42b 117 2.3 111,3 1.00 0.15 0.00 0.00 0.11 1.76 1.30 0.58 297 P4 0 19.42 1.78 1.09 4.18 0.00 1.32 -0.79 1.19 4.18 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 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0•-- -- 0 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 : 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-•- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 : 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -•• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVwrnd 0.00 EVEQ 4.13 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 52 of 59 JOB#: Unit K5(A) ID: 4.1a&4.1b w dl= 150 p/f 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 I v Fdragl eq= 746 F2 eq= 434 • Fdragl w= 6 F2 , 0 H pier= v1 eq= 422.3 plf v3 eq= 453.2 p/f 5.0 vl w= 0.0 p/f v3 w= 0.0 p/f feet H total= 2w/h= 1 2w/h= 0.932 9 • Fdrag3 eq= 7 • F4 e.- 434 feet • Fdrag3 w= 0 F4 w= 0 P3 E.Q. 2w/h= 1 #N/A 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 v • UPLIFT 1510 -629 UP above 0 0 UP sum 1510 -629 H/L Ratios: L1= 4.0 L2= 5.0 L3= 2.3 Htotal/L= 0.79 Hpier/L1= 1.25 Hpier/L3= 2.15 L total= 11.3 feet 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 53 of 59 4x12 HDR lae S) U c O zo N 14 o GT m ® HUC416 S9.0 '® HUT416 ABOVE 131"x20 VL FB 4T \ ABOVE ',:so HDP 4110 HDR1 14x10 HOP I II of HIT,24 ,BEDS of II "- T I u_� I U u u u 4 u u 11, I FLOOR GT 1 _ 6 TYP. S9.0 I I 20 AT BLDG. S9.0 STEP I I II I120" OPEN;WEB JOISTS CO 19.2" O.C. UP TO I. ` BATH FLOOR GT HIT420 IIr - �__ HIT420 STAIR i 11 T-'A\\FRAMING/ TYP. 59.0II _ \ I AT BLDG. 20 I III I 1 I STEP S9.0 1'Il I \\ I L. j �� A= — ' +r .. / _ -I I I \I i1 IO 1 IIS �; a I'\ I . I \ 1 \ UP TO r1 1 IM. BATH I iAzga I 1 II I/ \ jr I I . . I 13t"x20" II-B I - I II rr LVL I II 1 1 II ` o II 1116 011,y, 1 IIII ' 1 I I I I i' I 1 1., 0 GT rC. r- ABOVE.1/ IIMMIP 17:71 131,x20 HDR LVL FB UP TO GT M.BED ABOVE UPPER OR UNIT K-5(A) FRAMINGOPLAN 1/4"=1'-0" ENGLISH REVIVAL 16043 2016.04.09 River Terrace(Lots 20-23)_Calculations.pdf Page 54 of 59 e518 2 m 6x6 P.T. POST W/ al I PT 4x12 HD' T 6 POST CAP � � M:6 BEARING II a STUDS ABV. imm r(01 IITIM II2x8 PT II II I I' 9111 I I 3J4" 1,04.C CA ADE UP TO S HDF LIVI sIG I o o I •? a I el§ TW. ci®Z I 11 AT BLDG. O N i S9.2 STEP d I a4 .T, u.c I 12 , 9.0 XiN10YSL q2' CA CASCADE O I D 1.15 ����I TVP. ,�. `�`I I I AT BLDG. 11 P �i-I I STEP s9. r -- I� a I (I- O "' 13'4'.x9)5. 1 1 RIGIDLAM / I i I I,LVL FB 7 I I I i I I I I1I I 3)5)10$ 41SC ADE S.L. -DR � 11 �I B • "I I1 I I I I POST I I (/STAIR' I I ABOVE I�'/dS AMINI11 ' , I Y ImIIHHU4101I 1 tL 11/ 314 5y" 1 Im CO EI m I BIG BEAM FBS * m m "' � I m m �� c� c� IT' -� Ix m m JP i0 1 i o 1 rn <ITCHfiv Al ,.,...%! - I jM n DN To M DEN HDR I HDR HU410 ' I Iv B1 �MI 3J5"x 9J5" BIG BEAM FB GT ABV. GT ABV. BUNDLED STUDS 0 FOR HDR ABV. MAIN FLOOR UNIT K-5(A) FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 55 of 59 CT Engineering PEnrojectineeTir:tle: g 180 Nickerson,Suite 302 Project Descr: Seattle,WA 98109 (206)285 4512 Fax (206)285 0618 ft� 46114�K " ` � qpq „ � ;.3 X31 .9 7k1tJ'J Y., ,. 4 Licensee.c.t.engineering Lic. #:KW-06002997 Description : Upper Floor Beams SGE -U5 BEAM Size: 4x12,Sawn, Fully Unpraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 ,600.0 ksi cf - Fb-Tennsion 900.0 psi Fc-PrIl 1,350.0 Psi Ft 575 0 psi Emenbend-"cc 580 0 ksi Density 32.210 p 625.0 Fb-Compr 900.0 psi Fc-Perp P Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=3.0 ft Design Summary wo5354.o.%Gap Max fb/Fb Ratio = 321 4s psi 1 P fb:Actual: si at 4.250 ft in Span#1 Fb:Allowable: 982.51 psis Load Comb: +D+L+H • • • Max fv/FvRatio= 4.154: 1 A fv:Actual: 27.66 psi at 7.565 ft in Span#1 8.50 fl,4x12 Fv:Allowable: 180.00 psi Max Deflections Load Comb: +D+L+H 0.035 in Max Reactions (k) 2 L Lr S v� E H Downward Lr+S+Lr+S 0.000 in Downward Total 0.000 in 0.052 in Left Support 0.42 0.51 0.32 pLive Load Defl Ratio 2943>360 Total Deft Ratio 1952 >180 Right Support 0.42 0.51 0.32 16043 2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 56 of 59 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 Description : Main Floor Beams cdelmllegr� M B 1 " ,e; .. Cai tt�ttns r 5�, BG 2006 :B 1f 2flt7�/,ASCE " 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-Pal 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Design Summary D 0.1950 L 0.520 Max fb/Fb Ratio = 0.368; 1 ��:__ fb:Actual: 367.28 psi at 1.500 ft in Span#1 Fb:Allowable: 999.05 psi : ,. Load Comb: +D+L+H • Max fv/FvRatio= 0.683: 1 A A fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.0 a 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Upward L+Lr+S 0.000 in Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward Total 0.000 in Right Support 0 29 0 78 ` [i �:'C�i 1©''':t ri MB2 s_ .... - 180 Live Load Dell Ratio 4679>360 Total Dell Ratio 3403 > 3 Calculations per 2005 NDS iBG 2p06,'t B �'2�7,ASCE 7 i5 BEAM Size: 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied L Unif Load: oads D=0.0150, L=0.040 k/ft,Trib=1.0 ft Point D=0.4740, L=1.265 k @ 9.a0 4 Point: D=0.120, L=0.320 k @ 4.50 ft 0,740 11.2.51 Design Summary Max fb/Fb Ratio = 0.498; 1 D(0.0150 L(0.040) fb:Allow: 985.10 psi at 4.500 ft in Span*1 Fb:Allowable: 1,977.35 psi Load Comb: +D+L+H Max fv/FvRatio= 0.164: 1 A A Iv:Actual: 50.69 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.0 ft, 1.75x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.141 in Downward Total 0.194 in Left Support 0.16 0.44 Upward L+Lr+S 0.000 in Upward Total 0.0010 in Right Support 0.58 1.55 Live Load Dell Ratio 851 >360 Total Defl Ratio 619>180 Page 57 of 59 16043_2016.04.09_RiverTenace(Lots 20-23)_Calculations.pdf CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project Descr: Seattle,WA 98109 (206)285 4512 Fax: (206)285 0618 r " 9' J� �i If, �„ �� ,, •°.�g „ Ear 3._� w AS ..;... ., , ',. '',' Licensee:c.t.engineering Lic.# KW 06002997 7�, ��40,0 MB4 , %. . � erg;x s l B it r 1 c -� BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DFWood 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 D 0.180 L 0.480 Max fb/Fb Ratio = 0.965; 1 �� fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi ��_ r. �, .. �� a� • Load Comb: +D+L+H = A Max fv/FvRatio= 0.559: 1 11.50 ft, 3.125x10.5 fv:Actual: 148.04 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi Max Deflections Load Comb: +D+L+H Max Reactions (k) D L s W E H Downward L+Lr+S 0.350 in Downward Total 0.481 in Lr Left Support 1.04 2.76 Upwad 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 W:. .' kaiiitoe5lj M B 5 _ tatitdoans'per 7001 0007055 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pill 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point: D=0.420, L=0.510, S=0.320 k @ 10.250 ft Design Summary Max fb/Fb Ratio = 0.746. 1 D(0.120)L(0.320) fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 c� , Fb:Allowable: 2,362.27 psi ,,,. Load Comb: +D+L+H • A Max fv/FvRatio= 0.533: 1 A fv:Actual: 141.21 psi at 0.000 ft in Span#1 11.50 ft, 3.125x10.5 Lo: Com Allowable: +L+H65.00 psi Max Deflections Load Comb: +D+L+H D ward 0.402 in Max Reactions (k) L Lr . W E H DUpward +Lr+$rd +S 0.20.000 in Upwad Total Total 0.000 in Left Support 1.11 2.35 0.32 Live Load Defl Ratio 480>360 Total DeflRatio 343 >180 Right Support 1.11 2.35 0.32 Ratio .,. 136 .,, �. 4 '11104:43- �t1 FA . W" 6k to o { r 2 -i:N St 18 0 ca>;20 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 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary D 0.0750 L 0.20 Max fb/Fb Ratio = 0.943; 1 fb:Actual: 738.92 psi at 5.750 ft in Span#1 Fb:Allowable: 783.50 psi ti M,,, Load Comb: +D+L+H • A Max fv/FvRatio= 0.351: 1 A fv:Actual: 50.60 psi at 0.000 ft in Span#1 11.50 ft, 4x12 Fv:Allowable: 144.00 psi Max Deflections Load Comb: +D+L+H 119 in 0.164 in Max Reactions (k) g Support L 0.43 1.15 Lr S W E H Down d L+Lr+nward S+S 0.000 in Downwardwd Tot Total l 0.000 in 0. Right Left Support0.43 1.15 Live Load Defl Ratio 1158 >360 Total Defl Ratio 842 >180 16043 2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 58 of 59 180 Nickerson St. CT ENGINEERING Suite 302 INC. Seattle,WA 98109 Project: Date:. (206)285-4512 FAX: Client: Page Number: (206)285-0618 -VP Ms /A, . 1 1 } i i i ( ---) ___,_ I ( )6___,I,( , _ .1 ) D __._ __ ....._ I . _ rr y . 1 . #44._. 7 Jiii ) 4 sit ._ __ le rrik LI---7- W (A-2)(Z511S) • -- 10 (4-)( 6) . +" 2-( %)( ii'D ii4 ---(_Z)(N-Y473-t--7)- 9-PDD 9',F-- ib.'I - -- 1 b = 266 P��-- 0..P . . �5G MIN, del 1 u0i, mg_ r�,N, v . . . ti 6\x l 5' -1)-.. V(.4) i*--i-g) „1-0-0-1--)5 --- or 3 -41- 04 16043_2016.04.09_River Terrace(Lots 20-23)_Calculations.pdf Page 59 of 59 Structural Engineers Roseburg J3 MAIN FLOOR 2-23-16 I 2:08pm Forest Frcnitu>i{'.ompany 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: BeamI 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 A. �.J� �....,....,x a„Y r�,�, ,�.... .s �..,.��. ...�...�.�. �.�x.,.,. ,� :aw i."a,.�, �,d�,.,�f.�.. ��.�,,.�,... ..��I ,,,�>«,�„�.,�,n;a�,�,.�...„oa�. �.,,.Gi`.I / 1 000 1520 / / 16 2 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 1' 0.000” Wall DFL Plate(625psi) 3.500" 3.500" 752# -- 2 16' 2.000" Wall DFL Plate(625psi) 3.500" 1.750" 507# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Roof Dead 1 454#(340p1f) 71#(53p1f) 298#(224p1f) 2 399#(299p1f) -3#(-2plf) 109#(82plf) Design spans 1' 0.000"(left cant) 14'11.375" 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 1856.'# 2820.'# 65% 8.47' Even Spans D+L Negative Moment 187.'# 2820.'# 6% 1' Total Load D+L Shear 531.# 1220.# 43% 1' Total Load D+L Cant.Shear,Lt 221.# 1220.# 18% 0.99' Total Load D+L End Reaction 507.# 1151.# 44% 16.17' Even Spans D+L Int.Reaction 752.# 1775.# 42% 1' Total Load D+L TL Deflection 0.3899" 0.7474" L/460 8.47' Even Spans D+L LL Deflection 0.3156" 0.3737" L/568 8.47' Even Spans L TL Defl.,Lt. -0.0727" 2L/329 0' Even Spans D+L LL Defl.,Lt. -0.0614" 2L/391 0' Even Spans L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Left cantilever allowable shear is for joist only SIMPSON All product names are trademarks of their respective owne s KAMI L HENDERSON EWP MANAGER StrongTfe Copyright(C)2016 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is def ned as when the member,floorjoist,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(or approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 Roseburg J4 MAIN FLOOR 2-23-16 2:06 pm Products Company 1 of 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 / 9601220 ® 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# 48# 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#(205p10 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.'# 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 KAMI L HENDERSON Strong-Tie Copyright(C)2016 by Simpson Strong-lie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER 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 spedfications. 503-858-9663 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL16-149_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R47057284 thru R47057298 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI.1 section 6.3 These truss designs rely on lumber values established by others. `„R�4 P R OFFss 0NGINELc'9 /0 -17 `-t- 87022PE <' N +N N - SAT OREGON q( 0� (106, BER �1 O`s A. H - E .”I./ I t O' April 13,2016 Hemandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R47057284 PL16-149_UPPER F01 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Wed Apr 13 13:40:33 2016 Page 1 ID:SeV?tdjYilz0X2xysiFDVpzsmUO-PSrnXukROm Wo?UYLEX3CILwNbGPAR1 KIWkHvIIpzR4yy 1 1-9-12 I 2-6-0 Scale=1:18.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 8 7y 3x5= 3x4= 3x4= 011-p 9-8-4 I 0.1 9-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0' Code IBC2012/TP12007 (Matrix) Weight:47 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=420/0-4-0,8=420/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-688/0,3-4=-688/0 BOT CHORD 7-8=0/430,6-7=0/536 WEBS 4-6=-626/0,2-7=0/300,2-8=557/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �ti�Ea PRQj 0.0 �c� ,,NGINE�R /�2 ,..c. 87022A v� N y �qj, OREG U APC' 'ygER '\ :-...eOS A. HE�OP EXPIRES:06/30/2017 April 13,2016 4 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not „ a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the Mite"( 1k fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety InformaBon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-149_UPPER F02 Floor 12 1 R47057285 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(notional) 7.530 5 Jul 11 2014 MiTek Industries,Inc.Wed Apr 13 13:40:33 2016 Page 1 ID:SeV?tdjYilzOX2xysiFDVpzsmUO-PSmXukROmWo?UYLEX3CILwNbAP8s1 GwWkHvllpzR4yy 1 0-9-4 1 2-6-0 1 Scale:1/2"=1' 1.5x3 II 4x8= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x5= 1.5x3 I e 4 5 6 7 0 ,_ _.'/ ,IIIIIIIIIIIIIuwppppe" 2. o e 8 e 11 10 9 E 4x4= 4x8 = 3x8= 3x5= 1 13-9-4 I 0-1-613-7-12 Plate Offsets(X,Y)— 111:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.26 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 67 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=600/0-1-8,11=600/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1028/0,3-4=-1028/0,4-5=1282/0,5-6=1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=973/0,6-9=0/523,4-10=-349/0,2-10=0/822,2-11=680/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �``o< ,NGNEF.gd,-, 87022P- 1- . r ,,, i N 7 "C j,OR GON tic Q�N -...,-t OBER �1 4 `S A. HE-041'' EXPIRES:06/30/2017 April 13,2016 le I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MTeb&connectors.This design is based only upon parameters shown,and is for an individual butding component,not .. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated o to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M"Tk is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the iYF R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 Qualfly Criteria,9SB-89 and ICS!Building Component 7777 Greenback Lane Safety Informalion available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47057286 PL16-149 UPPER F03 Floor 22 1 Job Reference!option _ _ Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul i t 2014 MTek Industries,Inc.Wed Apr 13 13:40:33 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDV pzsmUO-PSmXukROm Wo?UYLEX3CILwNb6P8H 1 HpWkHvllpzR4yy 2-1-4 I 2-6-0 Scale=1:26.3 1.5x3 I I 4x6= 1.5x3 II 3x4= 1.5x3 I I 3x8= 1.5x3 II 1 2 3 4 5 6 7 e e �— e �a - YI 710.1....4, 400007r 0 m e e . 1�1 10 9 5 3x5= 4x8= 3x8= 3x5= 15-1-40 I 0-11-8 14-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.02 8 n/a n/a Weight:71 lb FT=0%F,50%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=659/0-1-8,11=659/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1418/0,3-4=1418/0,4-0=1476/0,5-6=-1476/0 BOT CHORD 10-11=0/811,9-10=0/1620,8-9=0/931 WEBS 6-8=1086/0,6-9=0/636,2-10=0/709,2-11=995/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '<<-\ P R OFess <(NI �NGINE - /0 870 2PE y SAT OREGO I hit 1 AMBER �\ 4 �t9 A. HE EXPIRES: EXPIRES:06/30/2017 April 13,2016 I N ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI(REFERENCE PAGE 961-7473 rev.10/032015 BEFORE USE. NR Design valid for use only with Milek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overal building design.Bracing indicated k to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 'MeV k` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRi ll Quality Criteria,DSS-89 and BCSI Bonding Component Suite Greenback Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights CA 95610 Job Truss Truss Type ICI_ty Ply POLYGON PL16-149_UPPER F04 R47057287 Floor 6 1 Job Reference/notional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 S Jul 11 2014 MiTek Industries,Inc.Wed Apr 13 13:40:33 2016 Page 1 ID:SeV?tdjYilz0X2xysiFD VpzsmUO-PSmXukROm Wo?UYLEX3CILwNbCP921 GfWkHvllpzR4yy ?-4-01 2-6-0 I Scale=1:23.2 5x8 = 1.5x3 II 1.5x3 II 3x4 = 1.5x3 II 1 2 3x5 = 1.5x3 II e 3 4 5 6 7 0 /1 O • 0 \Q 9 r e 11 10 9 B 5x5= 4x8= 3x6= 3x4= b1-8 13-4-0 13-2-8 I Plate Offsets MI— 111:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=581/0-1-8,11=581/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-899/0,3-4=899/0,4-5=1219/0,5-6=1219/0 BOT CHORD 9-10=0/1230,8-9=0/802 WEBS 6-8=-936/0,6-9=0/486,4-10=-387/0,2-10=0/855,2-11=670/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,0 PROpen ��5 �NGI N4-„ w0 87022P ter' • N yp�Aj,OR GON cp Q�N 0,—% M$ER \ r S A. HE��P EXPIRES:06/30/2017 i April 13,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE INTI-7473 rev.101032015 BEFORE USE. lei Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of designparametersand properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MIT�k° is atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' 14 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPil Qualify Criteria,DSB-89 and ICS!Bau ding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47057288 PL16-149 UPPER F05 Floor Girder 2 1 _,jgh Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Apr 13 13:40:34 2016 Page 1 ID:SeV?tdrfi IzUX2xysiFDVpzsmUO-teKv54SOXgws5iwR5mjXu8wg9pQ3mgMgncesHFzR4yx 1 1-10.4 1 2-6-0 1 Scale=1:25.7 3x4 II 4x10= 1.5x3 II 3x4= 1.5x3 II 4x10 = 3x4 II 12 2 13 3 14 4 15 16 5 17 6 18 19 e „,.. e e e _ v AI.,... ..... — A00•000000•0” — Ia.,iiiiih... _ 0 2, e e e e e 10 9 4x8= 4x12= 4x10 = 4x10= 15-1-4 I I 15-1-4 Plate Offsets(X,Y)— 11:Edge,0-1-81.18:Edoe,0-1-81,111:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.10 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.52 Vert(TL) -0.17 9-10 >999 360 BCLL 0.0 Rep Stress Ina- NO WB 0.60 Horz(TL) 0.04 8 n/a n/a Weight:75 lb FT=0%F,50%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1230/0-5-8,8=1264/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-2473/0,3-13=-2473/0,3-14=2473/0,4-14=2473/0,4-15=-2617/0,15-16=-2617/0,5-16=2617/0, 5-17=2617/0,6-17=2617/0 BOT CHORD 10-11=0/1465,9-10=0/2841,8-9=0/1808 WEBS 6-8=-2097/0,6-9=0/944,5-9=-306/0,4-9=-262/0,4-10=-429/0,3-10=345/0,2-10=0/1177,2-11=1857/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)192 lb down at 2-3-0,192 lb down at 13-2-8,93 lb down at 1-5-7,88 lb down at 3-0-10,88 lb down at 4-7-13,88 lb down at 6-3-0,88 lb down at 7-10-3,88 lb down at 9-5-6,88 lb down at 11-0-9,and 88 lb down at 12-7-12,and 93 lb down at 14-2-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,0, 0 PR OFFS Uniform Loads( 1f) �NGI NEER `s7,, \ Vert 8-111=-6,1-7=80 Concentrated Loads(Ib) 47 9 Vert:6=-88(F)3=-88(F)2=192(F)12=-93(F)13=-88(F)14=-88(F)15=88(F)16=-88(F)17=88(F)18=192(F)19=-93(F) r� 87022PE r" / 5.- �Al, OREGON cP Q4, 9r FMBER 4\ n OS A. HE��P EXPIRES:06/30/2017 April 13,2016 ' a A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPll Qualily Crfferia,DSI-89 and SCSI Building Component 7777 Greenback Lane Safety Information available born Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-149_UPPER F06 FLOOR GIRDER 2 1 847057289 Pacific Lumber&Truss Co., Beaverton,Oregon — Job Reference(optional) 7.530 s Jul 11 2014 Mi7ek Industries,Inc.Wed Apr.1313:40:34 2016 Page 1 ID:SeV?tdiYilzoX2xysiFDVpzsmUO-teKv5450Xgws5iwR5mjXu8wmhpV mIggzxesHFzR4yx 1-10-4I 2-6-0 Scale=1:25.7 3x4 II 3x5= 1.5x3 I I 1 3x4= 1.5x3 I I 3x4= 3x4 II 2 3 e 4 5 6 7 a e_ ;I: -...414sr _ - 0 e e e 10 9 3x6 = 3x6= 3x6= 3x6= I 15-1-4 15-1-4 I Plate Offsets(X,Y)— rl:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=408/0-5-8,8=408/0-5-8 Max Uplift 11=122(LC 6),8=-122(LC 7) Max Gray 11=487(LC 3),8=487(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-262/262,2-0=957/163,3-4=-957/164,4-5=-1006/150,5-6=1006/150, 6-7=-348/348 BOT CHORD 10-11=251/634,9-10=144/1068,8-9=-229/734 WEBS 6-8=-858/275,6-9=304/615,4-9=-411/388,4-10=-432/373,2-10=-293/674, 2-11=730/221 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)This truss has been designed for a total drag load of 2000 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-1-4 for 132.4 plf. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '<� D PRQ1 �c ENGINE - /0 870 2PE N sV y �A�, OREGO co �ti -P s'.1.." i3ER -% QUO Q. A. HERS EXPIRES:06/30/2017 + April 13,2016 I WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.101034015 BEFORE USE. �� ut Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ``4�T is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the FXE)IP,r � fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type �ty Ply POLYGON 847057290 �PL16-149 UPPER F07 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Apr 13 13:40:34 2016 Page 1 ID:SeV?tdjYilzOX2xysiFDVpzsmUO-teKV54S0Xgws5iwR5mjXu8wm2pX3mpl gzxesH FzR4yx 0-11-4I 250 I 1 1.5x3 II 2 3x4= 3 1.553 II Scale=1:11.3 . Mill 1111 in . "b lr/AlrA911111 am Imo m r ►A 5 IN 3 3x4= x4 = �1 3-8-4I 1 3-6-12 LOADING(psf) DEFL. in loc Vdf�fl Lid PLATES GRIP SPACING- 1-7-3 CSI. ( ) TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.04 Horz(TL) 0.00 4 n/a n/a Weight:20 lb FT=0%F,50%E BCDL 5.0 Code IBC2012/rP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=157/0-4-0,5=157/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �ti� 0 PROFFss �N, �NGINEFR /0 '' 87022PE 91` \% OREGO6 ) Asti A. HE EXPI RES:06/30/2017 April 13,2016 4U I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 5111-7473 rev.10/03/2015 " BEFORE USE. Design valid for use only with M1eku connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the Greenback Lane fabrication,storage,defrvery,erection and bracing of trusses and truss systems,see ANSI/TRH Quality 109 ly Criteria,DSR-89 and[SCSI Building Component Suite Safely Information available from Truss Plate Institute,218 N.lee Street.Suite 312,Alexandria,VA 22314. Sums Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47057291 PL16-149_UPPER Foe Floor 14 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon • - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Apr 13 13:40:35 2016 Page 1 ID:5e V?tdjYi lz0X2xysi F D V pzsm UO-LquHJQTe172ijsUdeTEm RLTwGDuT VGBpCbO PphzR4yw 2-6-0 1 0-11-12 I I 0-6-12 4e4 = 1 1.5x3 II 2 354 = 3 3x4 11 4 Scale=1:11.2 • • rieg e — 7 1.5x3 11 5 3x4= 4x6 = 3-10-4 3-7-4 316-1T I 4-6-8 3-7-4 0-1-6 Plate Offsets(X,Y)— 14:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:28 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=128/Mechanical,6=385/0-6-0 Max Grav7=152(LC 3),6=385(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 4-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:5-7=8,1-4=80 Concentrated Loads(lb) ��C3 tIG N FR w-, Vert:4=125(F)F) 8 • 2PE (9r- cx‘ s. Aj441 OREGO 1 rL Au on '�aER A. HE , EXPIRES:06/30/2017 April 13,2016 A MN WARNING•Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M8-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele - - is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the IXl R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tell Quality Criteria,051.89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47057292 PL16-149_UPPER F09 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Apr 13 13:40:35 2016 Page 1 D:5eV?tdjYi Iz0X2xysi F DVpzsmUO-LquHJ QTe I72ij sUdeTEm RLTW LDUkVG3pC bOPphzR4yw I 2-6-0 1 0-5-12 I I 0-6-12 4x41= 11.5x3 II 2 454 = 3 3x4 II q Style.1:11.3 J • K a 7 S 5 1.5x3 II 3x4= 4x6= 3-4-4 I 3-1-4 3.r i I 4-0-6 3-1.4 0-14 0-6-4 0-1-6 Plate Offsets(X,Y)— 14:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:27 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=102/Mechanical,6=368/0-6-0 Max Gray 7=129(LC 3),6=368(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 3-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-7=-8, ConcentratedVert:4 125(F)—80 ' G N;~FR s�O 2 ct 8 I 2PE ,9r" CAA, OREGO �o OWN 'AO AMBER \1 �S A. HER�P EXPIRES:06/30/2017 April 13,2016 41 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032 _015 BEFORE USE. t Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1P11 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heichts,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL18-149_UPPER F10 R47057293 Floor 4 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 S Jul 11 2014 MiTek Industries,Inc.Wed Apr 13 13:40:35 2016 Page 1 1 D:Se V?tdjYi IzOX2xysi F DVpzsm U O-LquHJQTe172ijsUdeTEm R LTxm DucVG9pCbOPphzR4yw I 0.5-4 I 2-6-0 I I 1.5x3 II 2 4x4 = 31.5x3 II Scale=1:11.3 J 5 4x4= 3x4= 1' 3-2-4 t' 3-0-12 I Plate Offsets(X,Y)..- f5:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=135/0-4-0,5=135/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. •<<-1EO PRQ1c c GINE wO 2 87022PE yr ySATOREG•Nrim /V 90, FUSER '\1 O OS A- HO; EXPIRES:06/30/2017 April 13,2016 / -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2005 BEFORE USE. Design valid for use only with.MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated o to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing KT t.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1X1 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSI.89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47057294 PL16-149_UPPER F11 Floor 22 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Apr 13 13:40:36 2016 Page 1 ID:5eV?tdjYIz0X2xysiFDVpzsmUO-cil SfWmUG3RAZLO3pCBI?zZ?5McA3EeRyQF7zM82R4yv I 1-11-4 I 2-6-0 Scale=1:26.0 1.5x3 I I 4x6= 1.5x3 II 3x4= 1.5x3 I I 3x6= 1.553 II 1 2 3 4 5 6 7 e _ e Ale.. _ 700000.0- O e 171$ 10 9 3xk 3x5= 4x8 = 3x8= 01118 14-11-4 I 0-1-8 14-9-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.37 Horz(TL) 0.02 8 n/a n/a Weight:71 lb FT=0%F,50%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=651/0-1-8,11=651/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1369/0,34=1369/0,4-5=1452/0,5-6=-1452/0 BOT CHORD 10-11=0/748,9-10=0/1583,8-9=0/919 WEBS 6-8=1072/0,6-9=0/622,2-10=0/725,2-11=945/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Y1/4 eco x.,4G N Fq `r/O 4Z- 870 2PE / r -N cv, N SATOREGON tiQt QtU 9O FMBER N1 .\ US A. He?, EXPIRES:06/30/2017 April 13,2016 o1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 961-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overal building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent colapse with possible personal injury and property damage. For general guidance regarding the 777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1PI1 Quality Criteria,DSB-89 and SCSI Building Component 7 7777 Greenback Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-149 UPPER F12 Floor 76 1 R47057295 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Apr 1313:40:36 2016 Page 1 ID:5eV?tdjYIz0X2xysiFDVpzsmUO-g1 SfWmUG3RAZLO3pCBl?zZ?SVcCjEfZyQF7zM8zR4yv 1 0-10-0 1 1 2-6-0 I Scale=1:19.7 1.5x3 II 3x4 = 1 4x4 = 2 3 1.5x3 II 3x4= 1.5x3 II e 4 5 6 o "":" \ — o L 1\ ' g 1l 9 e ✓\ 4x5= 8 7 1.5x3 II 3x5= 3x4 = I 11-4-0 11-4-0 1 Plate Offsets(X,Y)— rl:Edae,0-1-81 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:56 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=493/0-4-0,7=493/0-1-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=501/0,1-2=309/0,2-3=309/0,3-4=-927/0,4-5=-927/0 BOT CHORD 8-9=0/795,7-8=0/656 WEBS 5-7=766/0,5-8=0/315,3-9=-567/0,1-9=0/584 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. on t��0D PRQP1f. ��5 �tG I NEE9 !0 �, 2 `r 870 2PE v� N N 7 �°� OREG N e '2' ke -P,—, �,�sER �1 NO �S a. H Sk EXPIRES:06/30/2017 + April 13,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/I-7473 rev.10/032015 BEFORE USE. Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not '" a truss system.Before use,the building designer must verify the.applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing AA�T is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Qualty Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON 847057296 LL16-149 UPPER F13 FLOOR GIRDER 2 1 Job Reference(optional) Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Apr 13 13:40:36 2016 Page 1 Pacific Lumber&Truss Co., ID:5eV?tdjYilz0X2xysiFDVpzsmUO-g1 SfWmUG3RAZL03pCBl?zZ?5ic7VEWLyQF7zM8zR4yv 1-2-12 1 1-10-0 I I 1-8-8 I Scale=1:25.4 3x4 II 6x12= 3x4 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x8= 3x4 II 3 4 5 2 6 7 8 ea 1 /NNNIN..., 1 a a e e a o \ o- e e o _ 13 e 12 11 5x8 = 6x16 = 3x5= 4x10= 4x6 14-11-4I I 14-11-4 Plate Offsets(X,Y)— 11:Edge,0-1-81,f10:Edoe,0-1-81,f14:Edoe,0-1-81 LOADING(psf) SPACING- in (loc Udefl Lid PLATES GRIP SPACING- 1-7-3 CSI. ) TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.13 12-13 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.04 10 n/a n/a Weight:80 lb FT=0%F,50 hE BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=1285/0-5-8,10=832/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2457/0,34=2458/0,4-5=-2473/0,5-6=-2473/0,6-7=1673/0,7-8=1673/0 BOT CHORD 13-14=0/1086,12-13=0/2559,11-12=0/2168,10-11=0/960 WEBS 8-10=1222/0,8-11=0/920,6-11=638/0,6-12=0/393,3-13=967/0,2-13=0/1745,2-14=1646/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)825 lb down at 3-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-14=-8,1-9=80 BEd P R OFF Concentrated Loads(Ib) �� ��NG)NE -R (v-, Vert:3=825(F) On Gj 870 2 P E r N N �' �A OREG N ti�O4N ��On ngBER \��Q� ka A. HE EXPIRES:06/30/2017 April 13,2016 1 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members on ���� „ ly.'Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPII Qualify7777 109 Criteria,D51.89 and SCSI Building Component Suite Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. SHeiahfs.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-149_UPPER F14 FLOOR GIRDER 2 1 R47057297 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Apr 13 13:40:37 2016 Page 1 I D:Se V?tdj Yi Iz0X2xysi F D V pzsm U O-I D 02j 6 Vvq l I Q yAe?m u H E W mYD FO V6z3h6fvt VVu azR4y u I 1-8-4 I 2-6-0 I Scale=1:25.4 3x4 II 4x8= 1.5x3 II 3x4= 1.5x3 I I 4x8= 3x4 II 1 12 2 13 14 3 15 4 16 5 17 6 18 7 e. e e • in a . e a e 10 9 �\ 4x6= 4x10 = 4x8= 4x6= I 14-11-4 14-11-4 Plate Offsets(X,Y)— I1:Edge,0-1-81,I8:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.37 Vert(TL) -0.12 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:74 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=868/0-5-8,8=833/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-13=1756/0,13-14=1756/0,3-14=1756/0,3-15=1756/0,4-15=-1756/0,4-16=-1867/0,5-16=-1867/0, 5-17=-1867/0,6-17=-1867/0 BOT CHORD 10-11=0/919,9-10=0/2040,8-9=0/1245 WEBS 6-8=1444/0,6-9=0/725,4-10=331/0,3-10=308/0,2-10=0/978,2-11=-1206/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)129 lb down at 3-11-8,129 lb down at 13-3-0,95 lb down at 0-8-9,95 lb down at 2-3-12,89 lb down at 5-6-2,89 lb down at 7-1-5,89 lb down at 8-8-8,and 89 lb down at 10-3-11,and 89 lb down at 11-10-14 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:8-11=-5,1-7=-50 �c�,ED P R OFFS, Concentrated Loads(lb) �Ca� �NG(NEtCR c. Vert:6=89(B)4=89(B)12=95(B)13=95(B)14=129(F)15=89(B)16=89(B)17=-89(B)18=129(F) 4c 2 87022PE 9c-- / yN >" �'O), OREGO q, t// �or,AMBER �"` 4Q S A. HVik EXPIRES:06/30/2017 4 April 13,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.101032015 BEFORE USE. i t Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is toprevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek"- -- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 1Ml 1 IC fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIt Qualify Criteria,DS8-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss TypeQty Ply POLYGON R47057298 PL16-149_UPPER F15 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Apr 13 13:40:37 2016 Page 1 I D:SeV?tdjYilzOX2xysiFOVpzsmU O-1 D02j6Vvg11 QyAe?muHE WmYG FOYRzSg6fytWuazR4yu 1-5-12 I 2-6-0 Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 0 05 a5 8 e 7 3x5= 3x4 3x4= 9-44 I 0.1 9-2-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.15 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:46 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=406/0-4-0,8=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=639/0,3-4=639/0 BOT CHORD 7-8=0/356,6-7=0/511 WEBS 4-6=-597/0,2-7=0/330,2-8=-504/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PROFFsc,/ ,NJ 19. 029 870 2PE fP N SATOREGON ti�Q�/~ C, �c4IER 'N � A. HER�P EXPIRES:06/30/2017 April 13,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-B9 and ICS!Building Component Suite 7777re Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury MEE Dimensions are in ft-in-sixteenths. I.4b4„ Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 0.1/1 6' 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p 4 may require bracing,or alternative Tor I IIIMMIE E bracing should be considered. O ii—Air O Ai z0 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building cz-s cs C5-6 designer,erection supervisor,property owner and For 4 x 2 orientation,locate ,- plates 0-'/Id' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131 1,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �!40001PIndicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. >14 P-4 if indicated. Lumber design values are in accordance with ANSI/TPI 1 i`'`) section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ff.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. c established by others. 15.Connections not shown are the responsibility of others. 't I Indicates location where bearings 16.Do not cut or alter truss member orplate without prior (supports) occur. Icons vary but ©2012 MiTeke All Rights Reserved approval of an engineer. ■L O reaction section indicates joint Li.411.1 Ili number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �all 4y 18.Use of green or treated lumber may pose unacceptable 1..-- 1 environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 11111111 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015