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Specifications 72_ l0Sw (R' I CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238` Structural Calculations River Terrace Eo PRp GINF�� Plan 2610 „<<„,�•; •' • : W Elevation D 1d ^. (�REG�iNA Tigard, OR ,r`viP 19�` 4 �F T G�� Design Criteria: 2012 IBC (ORSC, OSSC) 09/17/2015 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 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-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. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional 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. I SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing 3.5 psf Roofing future 0.0 psf 5/8"plywood(O S.B.) ! 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood(O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF SEE SHEET A7 FOR ROOF FRAMING OVER GARAGE • I�•, �.2 2x8 HDR • NI (2)2x8 HDR �.' I • R..dl RB.d2 ° I I I II NI �� I I a I o II x I I o I " I II • UI -/1 pz l I 41 • GT.d4 0, I it 0 d � <v T ROOF TRUSSES AT 24' O.C. TYP. a Y ( L 1 1 . a io 0. N Tz I ACCEC L__ J AI © , --- • Lt. � GT.d3 4:12 BOTTOM �/ r GT i` , CHORD, TYP. T i '� I I I �� I I ] r I I . I F w E---1 GT GT?.1 1� u_ c� o Mir • ` I o `1` b x w F o L I • �� o a x I • I -3411 . . 1 o _1 1••_ RB.d5 • 111111,, -,,oIWig . (2)2x8 HDR • RE.d6 I < (2)2x8 HDR (2)2<8 NOR (2)2x8 HDR ',I • 0 Mk VW XV PLAN 2610D ROOF FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL CD8 S1.2 CS16 CS16 1 A . t...7. { 3 { i 11 L flLi/ ko p, 1 a C {n CI) = E- Z Z 1- Z WASHER DRYER (0 d a '-, ,..==.-. I - r .L7 C "" ' i 1 E 0 1 el r Ni o 1 ® T MST37 8 MST37 0 SI 2 PLAN N 2610D UPPER LEVEL SHEARWALLS 1/4"=1'-0" FRENCH REVIVAL P3Dt ISTHD14 vor 1- GABLE END TRUSS B.dl —4 HDRA 4X12 HDR 1 MANUFACITURED ROOF TRUSSES AT 24" O.C. T L., a ® ® L, 1 1c. r22'x30' I cx P6TN 1 Arne' ®ACCESS N a a C) e \ L., _,< d I 1 0, 1 /C5I16 C i CS16 I STHD14 i \ 10 f/ I 111B.d2 3.6X11 BIG BEAMT r; b P4 c CA1 /STHD14 !/STHD14 a I ✓co ( 0o I 0 fit 1110 011111 cPj r ,_ 0 C7— `1 CO CtO 1.OtIllGI ABOVE E co w 5SGTABO\U 0.4 EC b I °0Ic co csi i,<, N�- �0 _C N , POST ~ --- 2 1 VL FA Ell-illZ 1 2ITII'fc Q -AI -......-- 7_- -=q'9 fx 'II ``--� N v Q 7 +;I<' /- STAIR —J Z I I ® \FRAMING/ -1 Q t CCVV 0O 11 I \1 0- --1 C J'1 \\\ , w < U co �,I`ri'? 1 / ' . ee Q Z I 1 v , LU _o _ � i I 14" FLOOR TRUSSES ® 19.2" O.C.>t '. m 1 I % a J 2 II «i `0 _,1 I \\ I I"_ EL NC) m - FF�l,. ec FL E LI LLJ WI �2 1�--I 1r_C lkS '1 . 5X1-4 CC I GT ABOVE 1 I �I I O w� coo — - GT ABOVE -, 6 GT ABOVE D Nc 1 v 2C Ire vN 11 CO \1 --- 3 FIXTURES 7_5 _ FJI � ABOVE 2 1 , ImC(28 HDR� E �i o ABOVE 0 J ] w W 6c B.C19 , 2x ROOF �/ `"cxv 3... __ FRAMING ( r _ rim is L- I I I iT �o GT ABOVE n_. L. XT4 FECB iii e 4X4(min.) N Q I to 1p m LLDGER N ca-� 1.75X14LVL ��FBB.d12 L L--- -- --- Q Q STICK FRAME � A I a • I �_ \ 24" O.C. II HDUB`" K FRAME IIB,d19 (2 •. j RIM BOA HDU8 i�i� `- a 0 24" OOC. m HDR 2P3 22'-0" S-10)/2" 16'-3" 1'-10)2"" P3 ' ' STHD14 --01 I A I- 49 - 314' CONC. SLAB �' OVER 4" FREE DRAINAGE MATERIAL o ® OVER COMPACTED FILL ca `, VERIFY GARAGE SLAB HEIGHT WITH GRADING PLAN a 1 1- I I -16" I - -N... o fil (74 314" CONC. a EL SLAB 114" I o lelSLOPE I 2" DN I P3 6'-3" I-7 1 1'-9+ 8 8'-1)2" 4'-0" 7'-2)2" OI9' , Ii I rSTHD14 i ♦ , o + J =� v VARIES : MIN. cow'___'--------- ELF----,, -3" FROM TOP OF IS n 1 I -- 7M WALL Ico I ,STHD14Po STHD 4 _ N n I I 12 Y4" 3 -1-TL---J I °1 L 'v IFt I T-• r 1 -3" ! • I 11 FURNACE -_J I N I ABOVE 1---r I nI `I r LIJ FIXTURE ABOVE---i-- 1 V. I I 1.----- I N [!} T� r _ o I— ,' 1—_+ I! m z In i ,L Uco II 187 4•CRAWL 0_ , FINISHED FLOOR SPAC I4CCESS I. 7 / Al +0'-0" _ r /_ ray =1.-. r I I J, L1J1_, ----..- L T FTG.---r:,1 ; 30" 30"X10"FIG. 2._6. I 3'-9)q1 1 WI M#4 EA.WAY } dri • 1 -to 1 I i LU T J..�I. .o° L. r I ; 7 I � co � � -- - F I 1911' I-JOISTS AT 19.2" O.C. 1n o I /' L J U TYPICAL "' / 12'-0" Q 1 14'-0" o_00 i 18"X18"X10"FTG. a i—oc,0-I" W/(2)#4 EA.WAY x C1 TYP.U.N.O. I-12Y4"� � p� 1 r -+ 1 -12V4"I L 1 J L LVL 1.75X9_5 -3" VIcr _ I n r 0 I I -` IT I -+ , I r r--1 u • L J2x4 PONY li 9 O" LVL 1.75X9.5 WALL it -5" i LCL rl---,--,I--1-71 -h-n"II I l--I-r. • c L c sIM. I o fix 1n X I yi LL, SLOPE 1)z" r.J� v ---- s }�r----J i 3�4" CONC. SLAB V ' '_ , .� z:V' 1. IF. ` STEM WALL HDU8 2P3 17'-0"HDU8 ; s'-o" -1211" TOP OF 8" 26'-0" e ' -6Yz" TOP OF SLAB PLAN 2610D FOUNDATION PLAN 1/4"=1'-O" FRENCH REVIVAL Title: Job# Dsgnr: TRE Date: 4:26PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (01983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:ROOF FRAMING Description 2610D ROOF GT reactions Timber Member Information ;ode Ref: NDS IBC GT.d1 Gi.d2 GT.d3 GT.d4 Timber Section 3.125x10.5 3.125x10.5 3.125x18 3.125x18 Beam Width in 3.125 3.125 3.125 3.125 Beam Depth in 10.500 10.500 18.000 18.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade glas Fur,24F- Douglas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- V4 V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.000 1.000 Member Type GluLam GluLam GluLam GluLam Repetitive Status No No No No Center Span Data Span ft 17.00 10.00 26.00 26.00 Dead Load #/ft 75.00 30.00 30.00 75.00 Live Load #/ft 125.00 50.00 50.00 125.00 Dead Load #/ft 120.00 60.00 Live Load #/ft 200.00 100.00 Start ft 6.000 17.000 End ft 10.000 26.000 Point#1 DL lbs 638.00 916.00 LL lbs 1,062.00 1,528.00 @ X ft 6.000 17.000 I tiesults Ratio= 0.5471 0.4979 0.7411 0.5070 Mmax @ Center in-k 86.70 78.91 296.42 202.80 @ X= ft 8.50 6.00 16.95 13.00 fb:Actual psi 1,509.9 1,374.2 1,756.6 1,201.8 Fb:Allowable psi 2,760.0 2,760.0 2,370.3 2,370.3 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 70.3 96.4 92.8 61.6 Fv:Allowable psi 276.0 276.0 240.0 240.0 Shear OK Shear OK Shear OK Shear OK Reactions II @ Left End DL lbs 637.50 501.20 800.54 975.00 LL lbs 1,062.50 834.80 1,334.69 1,625.00 Max.DL+LL lbs 1,700.00 1,336.00 2,135.23 2,600.00 @ Right End DL lbs 637.50 916.80 1,435.46 975.00 LL lbs 1,062.50 1,527.20 2,393.31 1,625.00 Max.DL+LL lbs 1,700.00 2,444.00 3,828.77 2,600.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.260 -0.070 -0.359 -0.282 UDefl Ratio 785.4 1,719.8 868.4 1,106.1 Center LL Defl in -0.433 -0.116 -0.599 -0.470 UDefl Ratio 471.3 1,032.6 520.8 663.6 Center Total Defl in -0.693 -0.186 -0.958 -0.752 Location ft 8.500 5.280 13.832 13.000 UDefl Ratio 294.5 645.2 325.6 414.8 Title: Job# Dsgnr: TRE Date: 4:26PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 111 _(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:ROOF FRAMING Description 2610D ROOF FRAMING Timber Member Information :ode Ref: NDS IBC RB.d1 RB.d2 RB.d3 RB.d4 RB.d5 RB.d6 Timber Section 2-2x6 2-2x6 2-2x4 2-2x4 2-2x6 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 5.500 5.500 3.500 3.500 5.500 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fur,No.2 Hem Fir,No.2 Hem Fur,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No Center Span Data 0 Span ft 5.50 5.50 2.50 3.00 4.00 3.00 Dead Load #/ft 90.00 90.00 225.00 225.00 90.00 60.00 Live Load #/ft 150.00 150.00 375.00 375.00 150.00 100.00 LL Results Ratio= 0.5666 0.5666 0.6263 0.9019 0.2997 0.240511 Mmax @ Center in-k 10.89 10.89 5.62 8.10 5.76 2.16 @ X= ft 2.75 2.75 1.25 1.50 2.00 1.50 fb:Actual psi 720.0 720.0 918.4 1,322.4 380.8 352.7 Fb:Allowable psi 1,270.8 1,270.8 1,466.3 1,466.3 1,270.8 1,466.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 50.4 50.4 82.3 103.9 33.9 27.7 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions II @ Left End DL lbs 247.50 247.50 281.25 337.50 180.00 90.00 LL lbs 412.50 412.50 468.75 562.50 300.00 150.00 Max.DL+LL lbs 660.00 660.00 750.00 900.00 480.00 240.00 @ Right End DL lbs 247.50 247.50 281.25 337.50 180.00 90.00 LL lbs 412.50 412.50 468.75 562.50 300.00 150.00 Max.DL+LL lbs 660.00 660.00 750.00 900.00 480.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.034 -0.034 -0.014 -0.029 -0.010 -0.008 UDefl Ratio 1,926.0 1,926.0 2,114.0 1,223.4 5,006.8 4,587.6 Center LL Defl in -0.057 -0.057 -0.024 -0.049 -0.016 -0.013 UDefl Ratio 1,155.6 1,155.6 1,268.4 734.0 3,004.1 2,752.5 Center Total Defl in -0.091 -0.091 -0.038 -0.078 -0.026 -0.021 Location ft 2.750 2.750 1.250 1.500 2.000 1.500 UDefl Ratio 722.2 722.2 792.7 458.8 1,877.5 1,720.3 Title: Job# Dsgnr: TRE Date: 4:28PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610D FLR FRMG 1 OF 3 Timber Member Information ;ode Ref: NDS IBC B.d1 B.d2 B.d3 B.d4 B.d5 B.d6 B.d7 Timber Section 4x12 LVL:3.500x14.000 LVL:1.750x14.000 LVL:3.500x14.000 4x8 LVL:5.250x14.000 LVL:1.750x14.000 Beam Width in 3.500 3.500 1.750 3.500 3.500 5.250 1.750 Beam Depth in 11.250 14.000 14.000 14.000 7.250 14.000 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Rosboro,Bigbeam iLevel,LSL 1.55E Level,LSL 1.55E Douglas Fir- Rosboro,Bigbeam iLevel,ISL 1.55E Larch,No.2 2.2E Larch,No.2 2.2E Fb-Basic Allow psi 900.0 3,000.0 2,325.0 2,325.0 900.0 3,000.0 2,325.0 Fv-Basic Allow psi 180.0 300.0 310.0 310.0 180.0 300.0 310.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,550.0 1,600.0 2,200.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.000 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span DataIII Span ft 16.50 20.00 4.00 9.00 3.50 17.00 8.50 Dead Load #/ft 60.00 15.00 45.00 195.00 195.00 195.00 30.00 Live Load #/ft 100.00 40.00 120.00 520.00 520.00 520.00 80.00 Dead Load #/ft 160.00 160.00 Live Load #/ft 100.00 100.00 Start ft End ft Point#1 DL lbs 120.00 LL lbs 318.00 @ X ft 8.500 Cantilever Span Span ft 4.00 Uniform Dead Load #/ft 175.00 Uniform Live Load #/ft 140.00 Point#1 DL lbs 410.00 LL lbs 440.00 @ X ft 4.000 Results Ratio= 0.7774 0.4340 0.0667 0.3268 0.3662 0.6459 0.0897 III Mmax @ Center in-k 65.34 171.20 10.20 86.87 13.14 332.29 11.92 @ X= ft 8.25 9.52 2.00 4.50 1.75 8.50 4.25 Mmax @ Cantilever in-k 0.00 -71.04 0.00 0.00 0.00 0.00 0.00 fb:Actual psi 885.0 1,497.4 178.4 759.8 428.5 1,937.6 208.5 Fb:Allowable psi 1,138.5 3,450.0 2,673.8 2,325.0 1,170.0 3,000.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 44.7 94.7 22.1 73.3 48.5 111.6 20.8 Fv:Allowable psi 207.0 345.0 356.5 310.0 180.0 300.0 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 495.00 1,598.00 410.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 1,400.00 440.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 2,998.00 850.00 3,217.50 1,251.25 6,296.50 467.50 @ Right End DL lbs 495.00 3,012.00 410.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 2,544.00 440.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 5,556.00 850.00 3,217.50 1,251.25 6,296.50 467.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Title: Job# Dsgnr: TRE Date: 4:28PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Pae 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist g (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing \ I I I II I I Description 2610D FLR FRMG 1 OF 3 Center DL Defl in -0.151 -0.284 -0.002 -0.023 -0.004 -0.147 -0.006 UDefl Ratio 1,314.8 846.1 25,214.4 4,654.3 11,344.7 1,389.8 17,955.8 Center LL Defl in -0.251 -0.286 -0.002 -0.062 -0.010 -0.391 -0.015 UDefl Ratio 788.9 838.5 23,495.2 1,745.3 4,254.3 521.4 6,733.4 Center Total Defl in -0.402 -0.570 -0.004 -0.085 -0.014 -0.538 -0.021 Location ft 8.250 9.840 2.000 4.500 1.750 8.500 4.250 UDefl Ratio 493.1 421.3 12,162.2 1,269.3 3,094.0 379.1 4,897.0 Cantilever DL Defl in 0.135 Cantilever LL Defl in 0.096 Total Cant.Defl in 0.230 UDefl Ratio 416.7 Title: Job# Dsgnr: TRE Date: 4:28PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 -(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610D FLR FRMG 2 OF 3 Timber Member Information ;ode Ref: NDS IBCII B.d8 B.d9 B.d10 B.d11 B.d12 B.d13 B.d14 Timber Section -VL:1.750x14.000 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2-2x8 2-2x8 Beam Width in 1.750 3.000 1.750 1.750 1.750 3.000 3.000 Beam Depth in 14.000 7.250 14.000 14.000 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Level,LSL 1.55E Hem Fr,No.2 Level,LSL 1.55E Level,LSL 1.55E iLevel,LSI.1.55E Hem Fr,No.2 Hem Fr,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 2,325.0 850.0 850.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 310.0 150.0 150.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,550.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.150 1.150 1.150 1.150 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span DataIII Span ft 6.00 3.50 9.00 5.00 9.00 2.50 2.50 Dead Load #/ft 15.00 30.00 15.00 75.00 15.00 45.00 120.00 Live Load #/ft 40.00 80.00 40.00 200.00 40.00 120.00 240.00 Dead Load #/ft 190.00 160.00 175.00 325.00 160.00 Live Load #/ft 150.00 100.00 125.00 375.00 100.00 Start ft End ft Point#1 DL lbs 128.00 LL lbs 340.00 @ X ft 3.500 Results Ratio= 0.0832 0.0754 0.3140 0.1313 0.2822 0.2631 0.1885 1 Mmax @ Center in-k 11.06 2.02 47.99 20.06 43.13 8.11 5.81 @ X= ft 3.50 1.75 4.50 2.50 4.50 1.25 1.25 fb:Actual psi 193.5 76.9 839.5 350.9 754.5 308.6 221.2 Fb:Allowable psi 2,325.0 1,020.0 2,673.8 2,673.8 2,673.8 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 22.9 8.7 81.0 43.9 72.8 38.8 27.8 Fv:Allowable psi 310.0 150.0 356.5 356.5 356.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 98.33 52.50 922.50 587.50 855.00 462.50 350.00 LL lbs 261.67 140.00 855.00 750.00 742.50 618.75 425.00 Max.DL+LL lbs 360.00 192.50 1,777.50 1,337.50 1,597.50 1,081.25 775.00 @ Right End DL lbs 119.67 52.50 922.50 587.50 855.00 462.50 350.00 LL lbs 318.33 140.00 855.00 750.00 742.50 618.75 425.00 Max.DL+LL lbs 438.00 192.50 1,777.50 1,337.50 1,597.50 1,081.25 775.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.002 -0.001 -0.049 -0.005 -0.045 -0.003 -0.002 UDefl Ratio 31,996.0 51,354.9 2,213.6 11,261.7 2,388.4 11,425.8 15,098.3 Center LL Defl in -0.006 -0.002 -0.045 -0.007 -0.039 -0.004 -0.002 UDefl Ratio 12,030.8 19,258.1 2,388.4 8,821.7 2,750.2 8,540.5 12,433.9 Center Total Defl in -0.008 -0.003 -0.094 -0.012 -0.084 -0.006 -0.004 Location ft 3.096 1.750 4.500 2.500 4.500 1.250 1.250 UDefl Ratio 8,743.3 14,005.9 1,148.8 4,946.7 1,278.3 4,887.3 6,818.6 Title: Job# Dsgnr: TRE Date: 4:28PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 - (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610D FLR FRMG 3 OF 3 Timber Member Information erode Ref: NDS IBC ` B.d15 B.d16 B.d17 B.d18 B.d19 B.b20 1 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 4x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.500 Beam Depth in 7.250 7.250 7.250 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hein Fir,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Ar,No.2 Douglas Fr- Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 Load Duration factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No enter Span DataIII Span ft 4.50 2.50 3.00 3.50 3.50 16.00 Dead Load #/ft 120.00 150.00 150.00 150.00 30.00 60.00 Live Load #/ft 320.00 400.00 400.00 400.00 50.00 100.00 Dead Load #/ft 160.00 160.00 325.00 160.00 Live Load #/ft 100.00 100.00 375.00 100.00 Start ft End ft Point#1 DL lbs 638.00 LL lbs 1,062.00 @ X ft 1.250 LLL Results Ratio= 0.6897 0.6599 0.5474 0.4828 0.0477 0.9911il Mmax @ Center in-k 21.26 20.34 16.87 14.88 1.47 61.44 @ X= ft 2.25 1.25 1.50 1.75 1.75 8.00 fb:Actual psi 809.0 774.1 642.1 566.3 55.9 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 79.9 94.9 77.6 64.1 6.3 53.6 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [ReactionsII @ Left End DL lbs 630.00 706.50 712.50 542.50 52.50 480.00 LL lbs 945.00 1,156.00 1,162.50 875.00 87.50 800.00 Max.DL+LL lbs 1,575.00 1,862.50 1,875.00 1,417.50 140.00 1,280.00 @ Right End DL lbs 630.00 706.50 712.50 542.50 52.50 480.00 LL lbs 945.00 1,156.00 1,162.50 875.00 87.50 800.00 Max.DL+LL lbs 1,575.00 1,862.50 1,875.00 1,417.50 140.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK111 Center DL Defl in -0.021 -0.005 -0.007 -0.008 -0.001 -0.240 UDefl Ratio 2,588.9 5,885.3 5,150.5 4,969.8 51,354.9 801.6 Center LL Defl in -0.031 -0.008 -0.011 -0.014 -0.001 -0.399 UDefl Ratio 1,725.9 3,583.6 3,156.8 3,081.3 30,812.9 480.9 Center Total Defl in -0.052 -0.013 -0.018 -0.022 -0.002 -0.639 Location ft 2.250 1.250 1.500 1.750 1.750 8.000 UDefl Ratio 1,035.6 2,227.4 1,957.2 1,902.0 19,258.1 300.6 Title: Job# Dsgnr: TRE Date: 4:28PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:CRAWLSPACE FRAMING Description 2610 ABCD CRAWLSPACE FRAMING Timber Member Information ;ode Ref: NDS IBC TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fr- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 [eflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 TJI JOISTS and RAFTERS 1 Cade Code Code Suggest Suggest Suggest Lpick Lpick Lpick Lpick Joist 1 b 1 d Spa. LL DL M max V max El L fb L fv L TL240I L LL360[ L max . TL dell. LL deft. L TL360 L LL480 L max TL deft tTL dell LL deft LL deft size&grade width(in.) depth(in) (in.) (psf) (psf) (ft-lbs) (psi) 1 (psi) (ft.) (ft.) (ft.) 1 (ft.) 1 (ft.) (in.) (in.) I (ft.) (ft.) (ft.) (in.) 1 ratio (in.) ratio 9.5"TJI 110 1.75 9.51 19.2 40 15 2380 1220 1 40E+08 14 711 27 73 15.2311 14.89j 14 71 0 66 0 481 13.31 13A5 13.31 0 44� 360 0.32 495 9.5"TJI 1101 1.751 9.51161 40 151 2380 1220, 1.40E+08 16.11 33.27 16.19 15.731 15.731 0.72 0.521 14.14 14.29 14.14 .47 360 0.34 495 9.5"TJI 1101 1.75 9.51 12) 40 15 2380 1220 1.40E+08 18.61 44.36 17.821 17.311 17.311 0 0.79 0.581 15.57 15.73 15.57 0.521_ 360 0.38 495 9.5"TJI 110 1.75 9.5 9.6 40 15 2380 1220 1.40E+08 20 80 55.45 19.19, 18.64 18.64 0 85 0 62` 16 77 16.94 1677 0 561 360 0.41 495 -I1 1 it I 1 9.5"TJI 1101 1.75 9.5 19.2 40 10 2500 1220 1.57E+08 15.81 30.50 16.341 15.37 15.3710.641 0.511 1 14.27 13.97 13.97 0.44 384 0.351 480 9.5"TJI 110 1.75 9.5 16 G 40 10 2500 1 1220 157E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 '14.84 0.46 384` 0.37 480 9.5"TJI 1101 1.751 9.5 12 40 10 2500 12201 1_57E+08 _._20.001 48.80 _19.111 17.98 __17_98 0.751_ 0.901_ 16 69 16.34 16.34 0.511_ 384 0.411_ 480 -------------- 9.5"TJI 110 1.75 9.5 9.6 40 10 2500 12201 1.57E+08 22.36 61.00 20.581 19.37 19.37: 0.811 0.651 17.98 17.60 17 601._.0 551. 384 0.441 .480 I I I 9.5"TJI 210 2.0625 9.5 19.2 40 10 3000 1330! 1.87E+08 17.32 33.25 17.321 16.30 16.30, 0.68 0.541 15.13 14.81 14.81 0.461 384 0.371 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 15.74 0.49 384 0.39 480 9.5"TJI 210 2.0625 9.5 121 40 10 3000 1330 1.87E+08 21.91 53.20 20.26. 19.06 19.061 0.79 0.641 1730 17.32 17.32 0.541 384 0.43_1 480 _ 9.5"TJI 2101 2.0625 9.5 9.6 40 10 3000 13301 1.87E+08 24.49 66.50 21.82 20.53 20.531 0.86 0.681 19.06 18.66 18.66 0.581 384 0.47, 480 9.5"TJI 2301 2.3125 9.5 19.2, 40 10 3330 1330 2.06E+08 18.25 33.25 17.89 16.83 16.83 0.70 0.56 15.63 15.29 15.29 0.48 384 0 38 480 9.5"TJ1 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.88 0.75 0.60 16,60 16.25 16.25 0.51 384 0,41 480 9.5"TJI 2301 2.31251 9.51 121 40 10 3330 1330, 2.06E+08 23.081 53.20 20.921 19.69 19.691 0.82 0.66 18.28 17.89 1789 ....0 56 .. 384.. 0.451 480 9.5"TJI 2301 2.31251 9.51 9.61 40 10 3330 13301 2.06E+08 25.81 66.50 22.541 21.21 21.211 0.88 0.71 19.69 19.27 19.27 0.601 384 0.48 480 11.875'TJI 1101 1.751 11.8751 19.2E 40 103160 15601 2.67E+08 17.78 3900 19.501 18.35 17.781 0.67 0.54 17.04 16.67 16.67 0.521 384 0.42 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2,67E+08 '',19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72`1&1 17.12 0.55 384' 0.44 1'480 11.875"TJI 110 1.75 11.8751 12 40 101 3160 1560 2.67E+08 22.491 62.40 22.811 21.461 21.461 0.89 0.721 19.93 19.50 19.50 0.61 384 0.49 480 11.875"TJI 1101.75 11.8751 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.571 23.12 23.121 0.96 0.77 21.46 21.01 21.01 0 66 384 0 53 480 1 1 I ' --- 1 11.875"TJI 210 2.06251 11.8751 19.21 40 101 3795 1655 3.15E+08 19.48 41.38 20.6111 19.39 19.39 0.81 0.65 18.00 17.62 17.62 0.551 384 0.44 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20 61 0.86 0.69 19.13 18.72 (.,'"18 72 0.59 384 0.47 480 11.875 TJI 2101 2.06251 11.8751 12 40 101165522.68 0.95 _0.761 21.05- 20.61 20.61 0.641 384 0.521 480. 11.875"TJI 2101 2.0625[ 11.875 9.6 40 10 3795 1655. 3.15E+08 27.55 82.75 25.961 24.43 24.431 1.02 0.81 22.68 22.20 22.20 0.691 384 0.55 480 I L 1 11.875"TJI 2301 2.31251 11.875 19.2 40 10 4215 16551 3.47E+08 20.53 41.38 21.281 20.03 20.031 0.83 0.67 18.59 18.20 18.20 0.571 384 0.45 480 11.875"TJI 230 2.3125 11,875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 19.34 0.60 384 0.48 480 11.875"TJI 2301 2.31251 11.875 12 40 10 4215 1655 3 47E+08 25 97 66 20 24 89' 23 42 23.42 0 98 0 78 21.74 21.28 21.28 0.671 384 0.53 480 ------ ------- ----- 11.875'TJI 230 2.3125 11.875 9.6 40 10 4215 1655 3.47E+08 29.03 82.75 26.811 25.23 25.23 1.05 0.84 23 42 22 93 22.93 0/21 384 0.57 480 11.875"RFP!4001 2.06251 11.875 19.21 40 10 4315 14801 3.30E+08 20.77 37.00 20.931 19.69 19.691 0.82 0.66 18.28 17.89 17.89 0.561 384 0.45 480 11.875"RFPt 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44,40 22.24 20.93 20.93 0.87 0.70 19.43 19,01 19.01 0.59 384 0.48 480 11.875"RFPI4001 2.0625 11.875 12 40 10 4315 14801 3.30E+08 26.281 59.20 24.481 23.031 23.031 0.96 0.77 21.38 20.93 20.93 0.651 384 0 52 480 11.875"REM 400! 2.0625 11.8751 9.61 40 101 4315 14801 3.30E+081 29.381 74.001 26.37; 24.811 24.811 1.03 0.83 23.03 22.54 22.54 0.701 384 0.56, 480 Page 1 T5,1 W WWW 2 2 2 %53%53%-% W W W W W 2 2 2 2 W n T T t T T T T T T T -I a a s aTY T! T T T T T T T T T T T T G NN NtJN NNN �^c,T E HZ W W W W W W 2 Qm cl : n nnn nnn n�.a O.O.n W W W W W W W W W u�u WWW m W W W W W W a Fo'w ° ?0,441 o- 150) 7 5.0:1; W WWW WWW WWWWWW WWWWWW�3 ,44 1 W m 88 W 888 W8W N W N W W N W N W W Q v v V a y t0mt- WV W T V Vmm V !- Wm NNN ii O Et! EEE WmON W mON p 8" In C 0 v r 0 Wa+ o Et N V z N n nl o o N o 0 8 8 o o N o o nD s_ m r 00 0 000 000 000000 888800 n Z .0 O 000 008 00000. 0.0 0 0 0 h N O m V W in V m N m N N V P A N WW N V W O N m � 0)N N N N N mWm NW+N++ if W N W W W S m m m 0 V Y Y W-a 0; + 00)0) m 0 0 0 0 0 0 O O o 8 8 8 8 00 0 888888 y EL m 0 2g- s, O awn WW W WWW WWW WWWWWW WWWWWW Ag W W + W W W W W W o- T�W T till OIO NNtiltN N NN NOW N =14 D 00 000 00 o �-"'� � W W W T O N W 555 WW 0 0 0 555555 WWJWW 555:11551;,05VWWyT r + T W H N N W N 1NN W W W tN N tN N tN tNn W NNN W t01N l C _ W o" NN 880888-E^ m 0 0 W O o e 0 0 W W W W W W — + j P IJ A P P W W IV IV IJ IV IV N N N IV IV IJ IV 88 8 888 gob 8888008 88888881m z o 0 0 o c o c o 0 o c o t S SSS 8808 888888 8880088 v T 2i21 o �o E 8 0 0 n t W WWWW W W$� c ag + +++ EEE ++++++ $SSmB$ _ + 66E ++ 00000 V G 4Ni yW aA Am AAA tAAAAA WW mmqq � + W W m m to m m W A W W N N A A N O A No O W i ro A N V A Aro V W m W O A W+ A O N O tlN m O W W 1C744,01 W W W m t0 N + a m EEi Waw ammEmg Nm NmNAeAON�� o p m W fJ W V V N N N N O N 'W m A CWeggg E 0 W V S V N N O W A W O O t l n O A + W W W m m m O V OA AOAe ND N N S N V [[ff 000 00m0 �y O O O S N N 4Wi O O SSSS S S SSSS S O O S S S S S S S S S S SSSS O O O O O S O T +a on O oommoo clip.... 0 0 0 0 0 010 0 0 0 0 G G C G C G Seo S SSS SSS *Mtn 80888888 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Mex.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load a 1.0 Load gg Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Pb' Fc perp' Fc• Fce Fc fc fc/Fc fb lb/ in. in. in. ft. plf psi p0 (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'(1-fc/Fce) H-F Stud 1.5 3.5 18 7.7083 28.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1,15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.48 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,368 508 840 378.09 333.99 191.75 0.57 447.52 0.865 H-F Stud 1.5 3.5 12 9 30.9 1140 8.48 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 840 378.08 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,386 508 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9961 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 378.78 0.577 SPF Stud 1.5 3.5 18 9 30.9 700 8.46 0.9115 2091.8 1.80 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 781.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 781.25 378.09 328.30 214.28 0.65 335.64 0.587 SPF Stud 1.5 3.5 16 8.25 28.3 980 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 378.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12_ 8.25 28.3 1405 8.13 0.9952 2789.1 1.80 1.00 1.1 1.05 1,15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 26.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 761.25 449.95 376.35 294.60 0.78 180.89 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 989.91 506.18 0.52 152.58 0.119 ' H-F#2 1.5 5.5 16 9 19.8 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 18 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1,15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 148.34 0.124 SPE#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 1484.89 940.30 531.23 0.58 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 148.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13~WO 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 244.40 233.80 108.67 0.48 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 218.02 96.97 0.44 927.02 0.798 Page 1 EFEEEE E FF -.00000 0 0 0 Y W' OO0000 .00 O OO O 0. LL • PJPJm N iO t�+l O EWD Pi tml<M�n m y r!�m m r n m N V V IL 0 0 0 0 0 0 O O O G O O O O O O O O G O O r3 a NO�m g N Og N Y a7 b m m m g 436 -N D Y E O N R EEE 0 t mp NS N W NNN t� N�N N N N N(01 N N N n N - N m m N N N N r^ O g m O U m Y E R W n,E m ' O N O N N N • Z W LL 6 N'1 a7 0 Y m t7 M� O OWl W � N N m W 48 8222 488222 24g No r 03 M LLnNa7nYYY NMS<YV 'N mN 4 An IU U �0 1010101010110 t2" a a Y Y N m fV pp mmmmmm mm m d N ON N N N N YN NmN_i N N N N N N N N N 22,7 2 28U LL m SSS im m m m m S S SS 222 o222 0 o m o N U5-U �y 0 N NNN NNN r C1N oog0oggo 0000$0 RR§ goo 0 EE Z Zoo.... 00000000 0 mo O w'288228 822888 N 110 000 N Yg O O O m 0 N O O W IE 6m mmm m W f`rrnrr FFF r W m 4000000 a:«<. 000 acv Y a0 IE - N NNN N A A 0 b O ^ ^ O O LL EEEEEE mmmm m m m EEE m 0m D. o • dm E2 =6 2 0-1-,88S822 ^W 828828 o 0 O 4 mL0v O 22 !,40.0.0. N E m LL o 0 V Pgzw - 000 00 8,13g 0 00 Q m m m m m m m m m m m 86.9 m m m m a U ,011,22.732.m mW W m g m m 424 m M W M M 88,';M.1; g 2 N N J =1 3m W O N N N m W m N W w m ;i N o f N o p`/ 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O 0. O z '• 70« •-1 0 3. 100010100 W m m m m m W m m W m m m W W W = Q Uo V$�N m N N O m m 0 n 00 N NN NAn O 0 0 o r O > 7 N M M N W W F N N Y W m m 0 m m 0 N N N N N N N N b m' N O Y wi N -55g NW W m m m 2'g 2'8 W W t ti U V C A m N n -- 10009 S r n m m r r Q iiAAA 1_m m N m N m :::::: im m m ::: m :: Om W I_t7 nl 1.1 t7 t7 N M .8c.2 o NNM� � � NNN NNm NN t o iMo" "Y m W U U m m m N N m Mal N N Nim 444 #g it iq a � Y � LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL U N =i 2 t±f N N N lap 0 0 =2,f 0 N N N IN= D+L+S+.5W CTM 14189-Batahny Creek Falls I LOAD CASE I (12-15) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+Wl2 c 0.801Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Vales) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load ca 1.0 Load ta Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce F'c fc fc/F'c lb ib/ In. In. in. ft. pif psf plf (Fb) (Fc) psi psi psi psi psi pal psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1200,000 1,366 506 986 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.80 1.15 1,1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2857.8 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2685 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 506 966 449.95 395.22 338.41 0.88 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1,15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.398 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.085 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 , 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19, 0.81 135.51 0.334 SPF Stud 1.55 -_-_ .-._.-..._... 000._-_. 3.5 8 8.25 28.3 2630 4.085 0.9989 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,38866 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 18.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 90.81 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 ' 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1088.25 850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 588.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 228.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin•_Factor D+L+8+E11.4 c 0.80 Constant > Section 3.7.1.5 Cr (Ca ) Section ___...- .._.__..... _ CI__. ._ KcE 0.30(Constant)> Section 3.7.1.5 Cf(Pb)Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load e.1.0 Load Plate Cd(Fb)Cd(Fc1 Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb lb/ in. in. in. It. p8 psf p# (Pb)JR) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 28.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 40$ 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 378.09 340.90 258.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 18 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.88 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 948.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 58.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,083 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 18 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15' 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 siosuillaa iturol*O-118 14 "air ./V5 4#42 1.1 ,. ..... , z......I\_4 'Z , _ 1. 1 1 Al-- W 561 t..... 5025/444.-4 -1' cib -,1-ci t lqiii96-4--44 54.1.51r-ezP*X )4'51.,, oik— 6 )91 -4-(s Atit2P -.. 4-". 060 • ger v.-Orl . , .,__Nti ......, — ..<-- (it, '' ft '4 aSj<7.451 -* pfaat - 4-* t cS1 1 41422 01 VA tits z 1# o. 5/40frW IV og 1 :It -V4TY1 (V 4(0Z)(cs,Ts) .11171 1.20 1,4 ....A ac6/ ) . ",0 ,X).14 a$6"Z A 1400 :WaiTO SI*)-SSZ OW tix;quEnN au - / ' wx:1 1 I 60166 YM.'Klan Me 444% ONIEII3 arsioNa UM/ "IS 11021A OE ... W 180 Nickerson St. ENGINEERING Suite 302 L ��+y Seattle,WA Project: i L F /� N CA 98104 lY�tY��}J eL.�l1�,,n�jatG: (206)285-4512 Client: 1 ! !I�'r Lim t t''Li I.+C18 •Page Number: FAX: AX: 285-0618 _ iw p , _'moo. F Ci-kg3 CSS... c� Wit ,...wryr. izol, i & 0Sj . ._:'7"Q1 ailjr. .. wht.L. ',- ' , -io,o . . ioo t is:.:. t47iO PF. i ttYricrikirf ' . 1 . • 24.._ VA / 2 ,)t 2 - 8 0 Y 36/ j 4 i y 14/0 AMD ---- al" AzivipirF e 1 14 IV e 4 l 15.64k. ;1914 X �� v le i1a 114 )6 j Structural Engineers • 180 Nickerson St. C T ENGINEERING Suite 302 ,pJ'��l INC. �+ n Seattle,WA Project: �406) ? YM • ®°G Date: 9O1l, og. 98109 LIP., aa'' (206)285-4512 • Client: 2012 2?)6.1 20°8 �i)Pws 9--LIDS WS Page Number: (2 6)285-0618 - -tib € p„ ., . ., ...,..._ .•.,... )66: 0 _ , 'wl_. . , , :J ' , . . ....„.,_ ,. , ; . : , ,, : . , , . . : . ,, . , .1,v: , . , ; . . „ : , . .. . . . , ; : , , . . ,. , .� _._ 44 1147:i tij,_ _ < All. Z” -F 1.41 G 2 5 ' 834 =vgt5 �� v d • -S1 'tea' i2.>�� larZ�- a 12. q v r . ;ki_........1 , ..„ ... , , , : . : , ' • , . . . .: • , , , , , ,, . : . : , : , . -, , „.. : . , , , : - ' ' ' ' . (i. ' : '''-•-•. . , . x t e • : ,�1 �• • i. Ott 0 X t • I MSP2� - 1 r : } : i - 1 tla2G 2 f� _ . , At-' ti : /. = r WI 069- 2rx4 `PSS Z - Structural Engineers j 4 ' c 4-,3.6.4; 3 ` • 1 -1 Design Maps Summary Report Page 1 of 1 III MS 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 r .,� g` zs ifs �yy y it ,✓ R =3 l _ & f '' 37371.`. 7, 1 � ,,,,..,,,,, ,„ -:-..::r.., 4,, 3N a,, & ,a;, sly✓ i; �'£. �, r em', e s 0 'k; ' spa°% *�. r -�` t r ,0 „,.... pan r `f „�, Lake Oswego r r9 d. x a G"y s, t1 »� '':'41,,,,,,,,1-,' ar" _ /r • 1itn +*1 T'_-,:atil, .,rte �i 4� r= a .� Si / USGS-Provided Output SS = 0.972 g sus = 1.080 g SDS = 0.720 g S: = 0.4238 S„� = O'667g S°, = 0.445g For information on how the SS and Si values above have been calculated from probabilistic (risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. oss MCE*Response SpectrumDesign Response Spectrum " Li ,mss 0.72 0,02C" 0 77 034 0, s .so ii assA4' € 014 042 O z2 0.46 Cu‘n C44 0.00 0,311 ate , fs. 0 b. b.stt C 1. 1-2° 1.40 L40 1.3 i 2.40 000 0. C40 0.40 G,9ltt 1.00 1. .so t.se 140 2 0 ► T#> Tfoltd 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. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14189: Plan 2610 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= H Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 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= 1.02 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.45 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.57 N Longitude= -122.83 W N/A (Or by ZIP code) (Or by ZIP code) http://ea rthq uake.usgs.q ov/research/hazmaps/ http://earthquake.usqs.qov/designmaos/us/application.php 6. Site Coefficient(short period) F.= 1.09 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.55 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMs= 1.12 EQ 16-37 EQ 11.4-1 SM.=Fv*Si SM1= 0.69 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.74 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SDI= 0.46 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = 0 Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor S20= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 2610 Sps= 0.74 h„ = 18.00(ft) SD1= 0.46 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.45 k= 1 ASCE 7-05(Section 12.8.3) T�= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.114 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T< 0.407 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(S01*TL)/(TZ*(R/IE)) (for T>T L) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.034 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.114 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) = DIAPHR. Story Elevation Height AREA DL w; w, *h,k wX *hXk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) EW, *h;k Vi DESIGN Vi Roof - 18.00 18.00 1190 0.022' 26.18 471.2 0.55 2.91 2.91 2nd 8.00 10.00' 10.00 1360 0.028' 38.08 380.8 0.45 2.35 5.25 1st(base) 10.00 0.00 SUM= 64.3 852.0 1.00 5.25 E=V= 7.36(LRFD) E/1.4= 5.25(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX = DIAPHR. F; E F; w, E w; Fp, = EF;*w{,X 0.4*Sips*IE*Wp 0.2*Sps*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Max.FPX FPX Min. Roof 2.91 2.91 26.2 26.2 3.90 2.91 7.79 3.90 2nd 2.35 5.25 38.1 64.3 5.67 3.11 11.33 5.67 1st(base) 0.00 0.00 0.0 64.3 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14189:Plan 2610 NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 ' 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - -- Building Width= 26.0 " 56.0 ft. V ult. Wind Speed 3 sec.Gast= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gest=<; ;, * , x,13`mph (EQ 16-33) Exposure= B B Iw= 1.0 C 1.0N/A N/A Roof Type= Gable Gable PS30 A='.. 28.6 28.6,psf Figure 28.6-1 P830 B= 4.6 4.6;psf Figure 28.6-1 Ps30 c= 20.7 20.7'',psf Figure 28.6-1 Ps30 D= 4.7 4.7 psf Figure 28.6-1 N= 1.00 1.00; Figure 28.6-1 Kn= 1.00 1.00; Section 26.8 windward/lee 1.00 1.00,(Single Family Home) A•Krt•I 1 Ps=A•Kzt•I•poo= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PsB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A end c average= 24.7 24.7 psf (LRFD) Ps B andD average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2.2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(NS)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00, 0.71 0.71, 16 psf min. 16 psf min. width factor 2nd-> 1.00', 0.71 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 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) Vi(N-S) V(N-S) Vi(E-1,A0 V(E-VV) 30.00 12.0 0 144 0 168 0 102.2 0 374.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 125 0 6.7 10.4 3.98 3.98 6.19 6.19 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 17.48 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 Ar= 1154 10.4 18.5 V(n-s)= 9.68 V(e-w)= 17.48 klps(LRFD) klps(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14189:Plan 2610 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00: 0.00 0.00: 0.00 6.66 6.66 10.40 10.40 2nd 8.00 10.00 10.00 0.00; 0.00 0.00; 0.00 3.74 10.40 6.06 18.47 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 10.40 V(e-w)= 18.47 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 10.40 10.40 5.16 5.16 8.06 8.06 2nd 10 0 0 3.74 10.40 8.06 18.47 2.90 8.06 6.25 14.30 1st(base) 0 0 0 V(n-s)= 10.40 V(e.w)= 18.47 V(n-s). 8.06 V(e-w)= 14.30 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14189: Plan 2610 SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306A.7 Seismic Wind 1/2"w/1 1/4"screw v allowable V s allowable v W allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N•S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.91 kips Design Wind N-S V I= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 2.91 kips Sum Wind N-S V i= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 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 LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM Unet U,um OTM RorM Unet Usum Usum HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext left 1'; 595 39.5 39.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 37 P6TN P6TN 65 11.62 58.84 -1.22 -1.22 20.62 70.21 -1.28 -1.28 -1.22 Ext. left 21 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 595 37.5 37.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 39 P6TN P6TN 69 11.62 53.03 -1.12 -1.12 20.62 63.28 -1.16 -1.16 0.55 pert Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 G 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1190 77.0 77.0=L eff. 5.18 0.00 2.91 0.00 EVnd 5.16 EVEQ 2.91 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.35 kips Design Wind N-S V I= 2.90 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.25 kips Sum Wind N-S V I= 8.06 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 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 LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum U..„ HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1** 595 23.0 23.0 0.77 0.15': 1.27 2.58 1.03 1.45 1.00 1.00 140 P6TN P6 217 22.32 19.95 0.11 -1.11 34.62 23.81 0.48 -0.79 1.95 pert Ext. left 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 Ext. gar left 85 16,5 16.5 1.00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 9 P6TN P6TN 11 1.32 10.27 -0.57 -0.57 1.63 12.25 -0.67 -0.67 -0.57 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4- 0 '> 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 595 37.5 37.5 0.95 0.15 1.27 2.58 1.03 1.45 1.00 1.00 70 P6TN P6TN 108 22.32 53.03 -0.83 -1.96 34.62 63.28 -0.78 -1.94 1.52 pert Ext. right2', 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. gar RT 85 20.0 20.0 1.00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 7 P6TN P6TN 9 1.32 15.08 -0.71 -0.71 1.63 18.00 -0.85 -0.85 -0.71 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4', 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1360 97.0 89.8=Leff. 2.90 5.18 2.35 2.91 1.00 EV„„d 8.06 EVEQ 5.25 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.91 kips Design Wind N-S V i= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 2.91 kips Sum Wind N-S V i= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 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 LDL elf. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM Unet Usum OTM RoTM Unet Usum U. HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 595 ':39,5 39.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 37 P6TN P6TN 65 11.62 58.84 -1.22 -1.22 20.62 70.21 -1.28 -1.28 -1.22 Ext. left 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 Ext, left 3** 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 Ext. left 4` 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl*e 595 37.5 37.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 39 P6TN P6TN 69 11.62 53.03 -1.12 -1.12 20.62 63.28 -1.16 -1.16 0.55 pert Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, right4 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1190 77.0 77.0=L eff. 5.16 0.00 2.91 0.00 EV,„„d 5.16 EVEQ 2.91 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.35 kips Design Wind N-S V I= 2.90 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.25 kips Sum Wind N-S V I= 8.06 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W perSDPWS-2008 pr,= 1.00 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 LDL eH. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Ueum OTM ROTM Unet Ueum Ileum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1*' 595 23.0 23.0 0.77 0.15 1.27 2.58 1.03 1.45 1.00 1.00 140 P6TN P6 217 22.32 19.95 0.11 -1.11 34.62 23.81 0.48 -0.79 1.95 pert Ext. left 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 Ext gar left 85 3.5 5,0 1,00 0.15' 0.18 0.00 0.15 0.00 1.00 0.78 54 P6TN P6TN 52 1.32 0.66 0.23 0.23 1.63 0.79 0.30 0.30 0.30 - - 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 Ext. left 4 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 595 37.5 37.5 0.95 0.151 1.27 2.58 1.03 1.45 1.00 1.00 70 P6TN P6TN 108 22.32 53.03 -0.83 -1.96 34.62 63.28 -0.78 -1.94 1.52 pert Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - ` 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. gar RT 85 20.0 20.0 1.00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 7 P6TN P6TN 9 1.32 15.08 -0.71 -0.71 1.63 18.00 -0.85 -0.85 -0.71 0 0.0 00 1.00 0.008 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, right4 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 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 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1360 84.0 76.8=L eff. 2.90 5.16 2.35 2.91 1.00 EVw„,d 8.06 EVEQ 5.25 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.91 kips Design Wind E-W V I= 8.06 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 2.91 kips Sum Wind E-W V I= 8.06 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 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 efl. C a w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet U8um sum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 595 8.5 17.0 1.00 0.15 4.03 0.00 1.45 0.00 1.00 1.00 222 P6 P4 474 15.11 5.45 1.23 1.23 32.23 6.50 3.28 3.28 3.28 - - 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 Front 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23* 595' 26.0 26.0 1.00 0.15' 4.03 0.00 1.45 0.00 1.00 1.00 73 P6TN P6 155 15.11 25.49 -0.41 -0.41 32.23 30.42 0.07 0.07 0.07 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Ailey' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 1 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1190 34.5 34.5=Leff. 8.06 0.00 2.91 0.00 EV wind 8.06 EVEQ 2.91 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.35 kips Design Wind E-W V i= 6.25 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V 1= 5.25 kips Sum Wind E-W V i= 14.30 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pL= 1.30 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 eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Unet Usum OTM RoIM Unet Dsum Dsum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV*' 595 5,5 17,0 1.00 0.15 2.24 4.03 0.84 1.45 1.30 1.00 542 P2 2P3 1140 26.85 3.53 4.83 6.06 56.41 4.21 10.80 14.08 14.08 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int K1Ti 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -•- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 Rear Kit/Gar 980 8.3 16.0 1.00 0,15' 3.69 0.00 1.39 0.00 1.00 1.00 217 P6 P4 444 16.22 5.01 1.47 1.47 33.19 5.98 3.56 3.56 3.56 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23 0 3.5 26.0 1,00 0,751 0.00 4.03 0.00 1.45 1.00 0.78 694 2P4 2P3 1151 17.00 17.16 -0.06 -0.47 36.26 20.48 5.57 5.64 5.64 - - 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 Gar Alley 85 4.0 8.0 1.00 0.15 0.32 0.00 0.12 0.00 1.00 0.89 44 P6TN P6TN 80 1.41 1.21 0.06 0.06 2.88 1.44 0.43 0.43 0.43 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 DA 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1660 21.3 21.3=L eff. 6.25 8.06 2.35 2.91 EVu7nd 14.30 EVEQ 5.25 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14189:Plan 2610 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150 plf V eq 1450.0 pounds V1 eq= 725.0 pounds V3 eq= 725.0 pounds V w= 4030.0,', pounds V1 w= 2015.0 pounds V3 w= 2015.0 pounds v hdr eq= 85.3 plf •H head= v hdr w= 237.1 pff 1.083 4' Fdragl eq= 363 F2 eq= 363 • Fdragl w= 408 F2 - 1008 H pier= v1 eq= 170.6 pff v3 eq= 170.6 plf P6 E.Q. 5.0 v1 w= 474.1 pff v3 w= 474.1 pff P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= - F4 e.- 363 feet Fdrag3 w=1008 F4 w= 1008 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 85.3 p/f P6TN 2.0 EQ Wind v sill w= 237.1 pff P6 feet OTM 11720 32574 R OTM 10747 13005 UPLIFT 60 1198 Up above 0 0 UP sum 60 1198 H/L Ratios: L1= 4.3 L2= 8.5 L3= 4.3 Htotal/L= 0.48 4 0 4 0 Hpier/L1= 1.18 ii Hpier/L3= 1.18 L total= 17.0 feet JOB#: CT#14189:Plan 2610 SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 plf V eq 840.0 pounds V w= 2240.0 pounds Sum V eq 2290.0 pounds V1 eq= 1145.0 pounds V3 eq= 1145.0 pounds Sum V w= 6270.0 pounds V1 w= 3135.0 pounds V3 w= 3135.0 pounds v hdr eq= 134.7 pff •H head= 1v hdr w= 368.8 pff 1.083 Fdragl eq= 775 F2 eq= 775 A Fdragl w= • 1 F2 -2121 H pier= v1 eq= 416.4 pff v3 eq= 416.4 pff P3 E.Q. 5.0 v1 w= 1140.0 pff v3 w= 1140.0 pff 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= F4 e.- 775 feet A Fdrag3 w=2121 F4 w=2121 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 134.7 pff P6TN 3.0 EQ Wind v sill w= 368.8 p/f P4 feet OTM 20800 56950 R OTM 10747 13005 • UPLIFT 615 2691 Up above 60 1198 UP sum 675 3889 H/L Ratios: L1= 2.8,' L2= 11.5 L3= 2.8 Htotal/L= 0.53 4 0 4 0 4 0 Hpier/L1= 1.82 Hpier/L3= 1.82 L total= 17.0 feet i JOB#:CT#14189:Plan 2610 ID:Rear Upper 13R231 Roof Level w d1= 150 plf V eq 1450.0- pounds V1 eq= 317.2 pounds V3 eq= 996.9 pounds V5 eq= 135.9 pounds V w= 4030.0 pounds V1 w= 881.6 pounds V3 w= 2770.6 pounds V5 w= 377.8 pounds - C ► vhdreq= 55.8 plf ► C •H1head =.W vhdr= 155.0plf IH5head= $ 1 Fdragl eq=61.0 Fdrag2 eq= 191.7 Fdrag5 eq= 191.7 Fdrag6 eq=26.1 1 A Fdrag1 w= -•.5 Fdragi , 532.8 Fdrag5 w= 2.8 Fdrag-w= 72.7 A H1 pier= of eq= 90.6 plf v3 eq= 90.6 plf v5 eq= 90.6 H5 pier= 4.0 v1 w= 251.9 plf v3 w= 251.9 plf v5 w= 251.91 4.0 feet feet H total= 2wlh= 1 2w/h= 1 2w/h= 0.75 8.0 y Fdrag3= • .1 Fdra• - 191.7 feet A Fdragl w= 169.5313 Fdragf w= 532.8 Fdrag7eq= •1.7 Fdrag8-• 26.1 y P6TN E.Q. Fdrag7w=532.8 Fdrag8w= 72.7 A P6 WIND vsill eq= 55.8 p/f Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 155.0 p/f H5 sill= 3.0 ;', EQ Wind 3.0 feet OTM 11600.0 32240.0 feet R OTM 22624 27378 V UPLIFT -471 208 y Up above 0 0 Up Sum -471 208 H/L Ratios: L1= 3.5<. L2= 5.0 L3= 11.0 L4= 5.0 L5= 1.5 Htotal/L= 0.31 4 , , 44 4-444 Hpier/L1= 1.14 Hpier/L3= 0.36 L total= 26.0 feet Hpier/L5= 2.67 0.90 L reduction 2610 D 4-19- ik4 Roseburg J6 1:50pt A Foo est Prmlucts Company 1 ol >Beam 2016.4.0.5 iBeamEngine 4.13.19.1 aterials Database 1547 Viember Data )escription: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC -ive Load: 40 PSF Deflection Criteria: U480 live, U240 total )ead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 .,,..,....,.tw ...........i:.. a,�..,....,..us�a..k. dtNay....r »....:..._D...i ..........v..y. ......a..�.'1'u. .s,..; ...... ., aG_�......,... 14 0 0 12 0 0 2600 / 3earings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift I 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 485# -- 14' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1336# -- I 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 413# -- 1 laximum Load Case Reactions Iced for applying point loads(or line loads)to carrying members Live Dead 382#(23800 103#(65p1f) 1028#(642p1f) 308#(193p1f) 334#(208p1f) 79#(500f) )esign spans 13' 9.375" 11' 9.375" Product: 9 1/2" RFPI-20 19.2" 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. JIowable Stress Design Actual Allowable Capacity Location Loading 'ositive Moment 1409.'# 2820.'# 49% 5.73' Odd Spans D+L Jegative Moment 1730.'# 2820.'# 61% 14' Total Load D+L Shear 698.# 1220.# 57% 13.99' Total Load D+L End Reaction 485.# 1151.# 42% 0' Odd Spans D+L nt.Reaction 1336.# 1775.# 75% 14' Total Load D+L FL Deflection 0.2243" 0.6891" 0737 6.42' Odd Spans D+L .L Deflection 0.1847" 0.3445" L/895 6.42' Odd Spans L ;ontrol: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind160% SIMPSON All p oduct names am tradema ks of their espective owners KAM I L.HENDERSON EWP MANAGER �" ', Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS 'rising is defined aswhen the member,fioorjoist,beam orgirdet shown on thisdrawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The BEAVERTON,OREGON 97005 agn must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications snl_acfuar,Az