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Specifications (22) 44 S1)-vl(p---c)U 37. FEB 0 ?_016 CT ENGINEERING { Structural Engineers ,<ri 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. a „� .� 7 a^ s.. �'����..�,.�z sx a; 5.} „+,:� ,..`.� 208 285 4512 (V) 208.285.0818 (F) #15238 Structural Calculations River Terrace ,c'g-„°G INFPRp4 1 Plan 3413 ,� . w Elevation D �, 444'611 sREco* Tigard, OR it, 2Tt's2' Elevation 4 `-; Design Criteria: 2012 IBC (ORSC, OSSC) 11/03/2015 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. 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 comprised of two-story wood-framed single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Main floor framing over crawlspace is primarily with pre-manufactured wood joists. The foundations are to be 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 construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-2006 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle,various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified be meet or exceed those as referenced by current IBC code. SHEET TITLE: DEAD LOAD SUMMARY ..._.._. ROOF . ri9. 3.5;psf Roofing-future t3.0 psf 5/8"plywood.(0 S.B)'; - 2.2 psf l russes at 24"o c 4 0 psf Insulation 1.0;psf (1)518"'gypsum ceiling 2.8.psf Misc./Mech: 1 5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0,i psf NO gypsum concrete 0.0 psf 314 .plywood(OSB.) 2.7'psf joist at 1;2 2:5!psf Insulation 1. 'psf (1) 1/2"gypsum ceiling • 2.2 psf Misc 2.6::psf FLOOR DEAD LOAD 15.0 PSF 49 (2)2X8 HDR (2)2X8 HDR OW RB.1 RB.2 .ri O . Y 2 V N C UJ g N I�. . ' ip I i....m/ GT.d] I U u u UGT U U U • i- + s. . o aro 11-1 o ox xI i. Ni K I VI "USSES Al 2 ' 0.( TYPICAL I I I I A. Q'. ,X 04 / ; 1 Fv __--I : I ii I, z a sum1!uIiij1JII !! Iii (2 0X8 Hp" (2 'X8 H1• +\al Plan 3413D ROOF FRAMING PLAN FRENCH REVIVAL /111.. MST37 0 MST37 iiiininiir\ , i 0 ,,,,I. - , a J. ( ... THIS PB ' SIDE _ ®SIDETHIS IL i L_ J C ( . 10 G -U I ' V I L - MST37 MST37 MST37 MST37 09 00 ii MST37 MST37 8 S1.2 Plan 3413D UPPER LEVEL SHEARWALLS FRENCH REVIVAL (c) STHD14 .. 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E ABOVE \ SY4X1E BIG : (DROPPED) 2 !a25 - 2)2X8 H, { LSL 13.x74 RIM © -t -€ 4 1 _ f!"i-r.Yl MST'7 anraet.. a ..-T- 71 ,Z_ - il i s3m FLOOR RIM ,:OAR a l • f= I I ~ t:LS EXTEND - ONT. 4X12 'PR I _-_ Trr—'_7 +tra€memt!I G°RD® �tI _._._._._ice-�_ • ,I��� ;�®���II�!'I�!Y 4Ii711®�ii - Y b 17 1 RIM__ . STHr14 m �l11 ;P6 1y �bil al ROOF TRUSSES STICK •1 IV �,Ili, ®24' O.C. SUCK FRAME I1 MN L�la>t' '.Ii STRUCTURAL FACISA :I -B - ' I I i Is I II'1' 1 4X4 POST 4X4 POST ;I; L 2 ': ®i A10 - PLATE HEIGHT AT SEE;SHEET A9 UPPER LEVEL: 8V-1” FOl2 WINf50W PLATE HEIGHT AT HEADER HEIGHTS. MAIN LEVEL.• 9-1" MAIN LEVEL SHEARWALLS Plan 3413D UPPER LEVEL FLOOR FRAMING FRENCH REVIVAL 1. gib pip 1,4 $N • _ 1" 8 \\� a �` .I S1 2 8 1 $ 1 SIKH STHD14 r , , 4 ,0 • X 1 _ t. o , r: 9 " Tis ;. © 16" O.C. U.N.O. i P o 1 _ - I 1 18x18x10 FTC. -•-•-,,-_ ; _CW/ (2) #4 EA. WAY - - .. t m. 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". • ' __ _T,Ii -- I 1 STHD14 ... ypt4, 'I/: 3N�': CONC. 1 1 I i, SCOPE 3" I ` I L • • NOTE:PROVIDE STHD14K1 ';,1 ; ' 1 1 �N IN LIEU OF STHD14 AT RIM 'I I I JOIST CONDITIONS �- ____ ABU44; I ABU44 • i.. ...._......L ._._.. ._ .... _.._ ........ ...._......_..... , ,Dyef • ,a' BYi —'SEEM WALL 12Y4 TOP OF • ._ fiYti."..;TOP OF SLAB , • - FRAMING CONTRACTOR SI4AL,E VERIFY HOLDOWN LOCATIONS PRIOR ' TO POURING FOUNDATION. Plan 3413D FOUNDATION PLAN 1/4"=1'-0" FRENCH REVIVAL Title: PLAN 3413 Job# Dsgnr:TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Re,.:580006Timber Beam & Joist II Page 1 User:KW-0602997,Ver 5.6.0,1-Dec-2003 Page FRAMING (c)1983-2003 ENERCALC Engineering Software Description 3413BCD ROOF FRAMING Timber Member Information 1 ` RB.1 RB.2 RB.3 RB.4 RB.5 R6.6 RB.7 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 2-2x4 2-2x8 2-2x8 BeamWidth in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 3.500 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Ar,No.z Hen Rr,No.2 Hem Rr,No.2 Hen Ar,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 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 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No _Center Span Data 0 Span ft 5.50 7.50 3.00 3.00 3.50 6.00 5.25 Dead Load 40ft 75.00 75.00 270.00 75.00 75.00 75.00 270.00 Live Load #/ft 125.00 125.00 450.00 125.00 125.00 125.00 450.00 II.. Results Ratio= 0.2944 0.5474 0.3153 0.0876 0.4092 0.3503 0.9656 Mmax @ Center ink 9.07 16.87 9.72 2.70 3.67 X= ft 10.80 29.77 2.75 3.75 1.50 1.50 1.75 3.00 2.62 fb:Actual psi 345.3 642.1 369.8 102.7 600.0 410.9 1,132.7 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,466.3 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 29.7 43.4 44.7 12.4 42.0 33.1 101.1 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions 0 Left End DL lbs 206.25 281.25 405.00 112.50 13125 225.00 708.75 LL lbs 343.75 468.75 675.00 187.50 218.75 375.00 1,181.25 Max DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 600.00 1,890.00 Right End DL lbs 206.25 281.25 405.00 112.50 131.25 225.00 708.75 LL lbs343.75 468.75 675.00 187.50 218.75 375.00 1,181.25 Max.DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 600.00 1,890.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.012 0.043 -0.004 -0.001 -0.018 0.018 -0.037 UDefl Ratio 5,293.7 2,087.7 9,061.1 32,619.91 2,311.2 4,077.5 1,690.7 Center LL Defl in -0.021 -0.072 -0.007 -0.002 -0.030 -0.029 -0.062 UDefl Ratio 3,176.2 1,252.6 5,436.6 19,571.9 1,386.7 2,446.5 1,014.4 Center Total Defl in -0.033 -0.115 -0.011 -0.003 -0.048 -0.047 -0.099 Location ft 2.750 3.750 1.500 1.500 1.750 3.000 2.625 UDefl Ratio 1,985.1 782.9 3,397.9 12,232.5 866.7 1,529.1 634.0 1 ' Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 User:Kw-0602997,ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (01983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 1 OF 3 Timber Member Information 6.1 6.2 6.3 B.4 6.5 6.6 B.7 Timber Section 4x10 2-2x8 2-2x8 4x10 2-2x8 2-2x8 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 3.500 3.000 3.000 3.500 Beam Depth in 9.250 7.250 7.250 9.250 7.250 7.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Hem Fr,No.2 Hem Fr,No.2 Douglas Fr- Hen Fir,No.2 Hem Fr,No.2 iLevel,LSL 1.55E Larch,No.2 larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 150.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No [Center Span Data Span ft 6.50 3.50 3.00 5.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 165.00 165.00 15.00 15.00 180.00 Live Load #/ft 400.00 400.00 440.00 440.00 40.00 40.00 480.00 Dead Load #/ft 175.00 175.00 175.00 175.00 160.00 370.00 Live Load #/ft 125.00 125.00 125.00 125.00 100.00 450.00 Start ft End ft Point#1 DL lbs 1,120.00 LL lbs 1,552.00 @ X ft 0.500 Results Ratio= 0.8690 0.5066 0.3963 0.6624 0.7601 0.3832 0.7300 Mmax @ Center in-k 53.87 15.62 12.22 41.06 23.43 11.81 194.04 @ X= ft 3.25 1.75 1.50 2.75 1.98 1.50 7.00 fb:Actual psi 1,079.3 594.3 464.9 822.7 891.6 449.5 1,697.1 Fb:Allowable psi 1,242.0 1,173.0 1,173.0 1,242.0 1,173.0 1,173.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 98.3 67.3 56.2 83.0 63.6 54.3 118.8 Fv:Allowable psi 207.0 172.5 172.5 207.0 172.5 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions @ Left End DL lbs 1,056.25 568.75 510.00 935.00 1,499.43 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,553.75 1,795.91 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,488.75 3,295.34 1,312.50 4,620.00 @ Right End DL lbs 1,056.25 568.75 510.00 935.00 583.07 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,553.75 526.09 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,488.75 1,109.16 1,312.50 4,620.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.035 -0.009 -0.005 -0.019 -0.044 -0.006 -0.125 UDefl Ratio 2,207.1 4,740.5 7,195.6 3,482.4 1,506.4 6,354.5 1,339.5 Center LL Defl in -0.057 -0.014 -0.008 -0.031 -0.044 -0.007 -0.334 UDefl Ratio 1,366.3 2,934.6 4,330.1 2,095.6 1,508.9 4,992.8 502.3 Center Total Defl in -0.092 -0.023 -0.013 -0.050 -0.088 -0.013 -0.460 Location ft 3.250 1.750 1.500 2.750 2.596 1.500 7.000 UDefl Ratio 843.9 1,812.5 2,703.3 1,308.3 753.9 2,796.0 365.3 Title: PLAN 3413 Job# Dsgnr:TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 Timber Beam & Joist Page 1 II User:(c)1983-2003 ENE Ver C En ine eing Software 14252_Plan_3413.ecw.Upper Floor Framing _ ENERCALC Engineering Description 3413BCD FLR FRMG 2 OF 3 Timber Member Information i B.8 8.9 1.10 B.11 B.12 B.13 B.14 Timber Section 2-2x8 LVL•1.750x14.000 LVL•1.750x14.000 LVL•1.750x14.000 LVL•1.750x14.000 2-2x8 4x12 Beam Width in 3.000 1.750 1.750 1.750 1.750 3.000 3.500 Beam Depth in 7.250 14.000 14.000 14.000 14.000 7.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hen Fir,No.2 iLevel,LSL 1.55E Level,LSL 1.55E Level,LSL 1.55E !Level,LSL 1.55E Hem Fr,No.2 Douglas Nuro- La .2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 2,325.0 2,325.0 850.0 900.0 Fv-Basic Allow psi 150.0 310.0 310.0 310.0 310.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,550.0 1,550.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No `` Center Span Data Span ft 4.50 6.00 15.00 3.00 6.00 2.00 16.50 Dead Load #/ft 180.00 300.00 30.00 15.00 30.00 15.00 30.00 Live Load #/ft 480.00 800.00 80.00 40.00 80.00 40.00 80.00 Dead Load #/ft 220.00 220.00 160.00 Live Load #/ft 200.00 200.00 100.00 Start ft 16.000 End ft 16.500 Point#1 DL lbs 235.00 LL lbs 240.00 @ X ft 3.000 10.000 ` Cantilever Span i Span ft 3.00 Uniform Dead Load #/ft 280.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 1,574.00 LL lbs 1,574.00 @ X ft 0.500 _Results Ratio= 0.7478 0.4469 0.3214 0.0056 0.1872 0.0924 0.7804 Ill Mmax @ Center in-k 20.05 59.40 - 25.86 0.74 - 28.62 - 2.85 65.59 @ X= ft 2.25 3.00 6.24 1.50 3.00 1.00 9.97 Mmax @ Cantilever in-k 0.00 0.00 -49.13 0.00 0.00 0.00 0.00 fb:Actual psi 762.8 1,039.1 859.4 13.0 500.6 108.4 888.4 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 2,325.0 2,673.8 1,173.0 1,138.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 75.4 124.5 63.8 1.1 60.0 13.1 41.6 Fv:Allowable psi Shea150.0 Shear OK O Shear OK 5 Shear OK 0 Shear O.5 Shear 172.5 Shear 207.0 K 0 Reactions 111 1 341.29 @ Left End DLL lbs 405.00 900.00 88.53 22.50 750.00 L lbs 1,080.00 2,400 00 600.00 60.00 840.00 240.00 755.30 Max.DL+LL lbs 1,485.00 3,300.00 688.53 82.50 1,590.00 475.00 1,096.59 @ Right End DL lbs 405.00 900.00 2,775.47 22.50 750.00 235.00 468.71 LL lbs 1,080.00 2,400.00 3,150.47 60.00 840.00 240.00 854.70 Max.DL+LL lbs 1,485.00 3,300.00 5,925.93 82.50 1,590.00 475.00 1,323.41 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: PLAN 3413 Job# Dsgnr:TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 UserKW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 2 II _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 2 OF 3 Center DL Defl in -0.013 -0.014 0.032 0.000 -0.012 -0.001 -0.130 UDefl Ratio 4,027.1 5,105.1 5,705.2 816,822.3 6,126.2 35,135.8 1,524.2 Center LL Defl in -0.036 -0.038 -0.147 -0.000 -0.013 -0.001 -0.256 UDefl Ratio 1,510.2 1,914.4 1,225.2 306,308.4 5,469.8 34,403.8 773.0 Center Total Defl in -0.049 -0.052 -0.123 -0.000 -0.025 -0.001 -0.386 Location ft 2.250 3.000 6.900 1.500 3.000 1.000 8.382 UDefl Ratio 1,098.3 1,392.3 1,464.7 222,769.7 2,889.7 17,383.0 512.9 Cantilever DL Defl in -0.060 Cantilever LL Defl in -0.001 Total Cant.Defl in -0.061 UDefl Ratio 1,184.3 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 Timber Beam & Joist Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-200314252_Plan_3413.ecw:Upper Floor Framing (01983-2003 ENERCALC Engineering Software Description 3413BCD FLR FRMG 3 OF 3 Timber Member Information II B.b15 B.16 11.1317 6.18 B.19 Timber Section VL•5250x16.000 2-2x8 4x10 2-2x8 4x10 Beam Width in 5.250 3.000 3.500 3.000 3.500 Beam Depth in 16.000 7.250 9.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade ,Bigbeam Hein Fr,No.2 Douglas Fr- Douglas Fr- Douglas Fr- 2.2E larch,No.2 Larch,No.2 larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.150 Member Type Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No _Center Span Data 111 Span ft 20.00 4.50 14.00 3.50 10.00 Dead Load #/ft 150.00 60.00 60.00 120.00 Live Load #/ft 400.00 100.00 100.00 200.00 Dead Load #/ft 175.00 Live Load #/ft 125.00 Start ft End ft 11.500 Point#1 DL lbs 1,357.00 490.00 LL lbs 1,357.00 1,335.00 @ X ft 11.500 3.500 Results Ratio= 0.7583 0.1576 0.7588 0.0000 0.7743 11 Mmax @ Center in-k 586.03 4.86 47.04 0.00 48.00 @ X= ft 10.72 2.25 7.00 0.00 5.00 fb:Actual psi 2,616.2 184.9 942.5 0.0 961.7 Fb:Allowable psi 3,450.0 1,173.0 1,242.0 1,080.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 143.3 18.3 46.5 0.0 62.9 Fv:Allowable psi 345.0 172.5 207.0 180.0 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK `` Reactions @ Left End DL lbs 3,510.63 135.00 420.00 0.00 600.00 LL lbs 5,600.94 225.00 700.00 0.00 1,000.00 Max.DL+LL lbs 9,111.57 360.00 1,120.00 0.00 1,600.00 @ Right End DL lbs 2,858.87 135.00 420.00 490.00 600.00 LL lbs 5,193.55 225.00 700.00 1,335.00 1,000.00 Max.DL+LL lbs 8,052.42 360.00 1,120.00 1,825.00 1,600.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.332 -0.004 -0.140 0.000 -0.073 UDefl Ratio 723.4 12,081.4 1,196.5 0.0 1,641.6 Center LL Defl in -0.532 -0.007 -0.234 0.000 -0.122 UDefl Ratio 451.3 7,248.9 717.9 0.0 984.9 Center Total Defl in -0.864 -0.012 -0.374 0.000 -0.195 Location ft 10.000 2.250 7.000 0.000 5.000 UDefl Ratio 277.9 4,530.5 448.7 0.0 615.6 • Title: PLAN 3413 Job# Dsgnr:TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 - User:KW-0602997,ver 5.8.5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:CRAWLSPACE FRAMING Description 3413 ABCD CRAWLSPACE FRAMING [timber Member Informationil TYP BEAM 4x10 option powder Timber Section 4x8 4x10 LVL:3.500x9.500 Beam Width in 3.500 3.500 3.500 Beam Depth in 7.250 9.250 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Rr- Douglas Fr- iLevel,L5L 1.55E Lard,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 2,325.0 Fv-Basic Allow psi 180.0 180.0 310.0 Elastic Modulus ksi 1,600.0 1,600.0 1,550.0 Load Duration Factor 1.000 1.000 1.330 Member Type Sawn Sawn Manuf/Pine Repetitive Status No No No enter Span Data Span ft 5.00 6.00 6.00 Dead Load #/ft 255.00 255.00 15.00 Live Load #/ft 680.00 680.00 40.00 Point#1 DL lbs LL lbs 3,770.00 @ X ft 2.500 Point#2 DL lbs LL lbs -3,770.00 @ X ft 5.500 Results Ratio= 0.9774 0.9367 0.3645 Mmax @ Center in-k 35.06 50.49 59.35 @ X= ft 2.50 3.00 2.50 fb:Actual psi 1,143.5 1,011.6 1,127.3 Fb:Allowable psi 1,170.0 1,080.0 3,092.3 Bending OK Bending OK Bending OK fv:Actual psi 105.0 96.7 90.6 Fv:Allowable psi 180.0 180.0 412.3 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 637.50 765.00 45.00 1 LL lbs 1,700.00 2,040.00 2,005.00 Max.DL+LL lbs 2,337.50 2,805.00 2,050.00 @ Right End DL lbs 637.50 765.00 45.00 LL lbs 1,700.00 2,040.00 -1,765.00 Max.DL+LL lbs 2,337.50 2,805.00 -1,720.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.020 -0.020 -0.001 f UDefl Ratio 2,975.6 3,576.4 63,804.9 Center LL Defl in -0.054 -0.054 -0.058 UDefl Ratio 1,115.9 1,341.2 1,2483 Center Total Defl in -0.074 -0.074 -0.059 Location ft 2.500 3.000 2.736 UDefl Ratio 811.5 975.4 1,224.6 TJI JOISTS and RAFTERS Code Code Code Suggest Suggest SUgge9t, Lack Lpick_LOA( Lpick - - --d Spa. LL --- 1- El -_----._4 - m LL Joist b d Spa. DL M max V max Lib L fv L TL240 L LL360 L max TL deft. LL deft. L TL360 L LL480 L h1aX TL dell.TL dell.LL deb; e size&grade width(in.) depth(In.) (In.) (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) (ft.) (in.) (In.) (ft.) (ft.) (ft) (In.) ratio (In.) ratio 9 TJI 1 5 9-5 9 2 - -- - 9.5" 110 1.75 9.5 19.2 40 15 2380 1220 111.40E+08 14.71 27.731523 14:80 14.711 .0.66 1111-_048 1111_ 13_31 13.45 13 31 0.44 1111 360 0.32 495 - 9.5"TJI 110 1.75 9.5 16 40 15 2380 1220 1.40E+08 16.11 33.27 16.19 15.73 15.731 0.72 0.52 14,14 14 .29 14.14': 0.47 360 0.34 495 9.5"TJI 110 1.75 9.5 12 40 15 2380 1220 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.79 0.58 15.57 15.73 18 67 0 52 ...._360...,.,_0.38 495 -_ ___ 9.5"TJI 110__ __1_75________15_11___40 15 2380 1220 1.40E+08 20_80 55.45..__1919 18.64 18.64 0_85 0.62 1677 16.94 1$s77. 0.56 360-.-0.41 495 9.5"TJI 110 1.75 9.5 192 40 10 2500 1220 1,57E+08 15.81 30,50 16.34 15.37 15.37 0.64 0.51 14,27 13 97 13 97 0.44 384 0.35 480 9 5"TJI 110 1,75 9,5 16 4tl 10 2500 :1220,1578408, •1,7,32 36'x60 17,36 16.'34'..; '16.34 0;68. .+.0.54 '15.17 14:84 0,46 384 0 37 ;.480 9 5 TJI 110 1.75 9.5 12 40 10 2500 1220 1.57E+08 20.00 48.80 19.11) 17.98 1111 17.981 0.75 0.60 . 16.69 16.34 1B 34 0.51 384 0.41 460 9.5'TJI 110 1.75 9.5 9.6 40 10 2500 1220 1.57E+08 22.36 61.00 20.581-19.37 19.3711 0.81 0.65 17,98 17 60 17 69. 0.55 384 0.44 480 8.5"TJI 210 2.0625 9.5 19.2 40 10 3000 1330 1.87E+08 17.32 33.25 17.32' 16.30 16.30 0.68 0.54 15.13 14.81h11:414,21.11,..0.46 384 0.37 480 %9 5 711.810 ";20625' ;; 9,5 16 40 10; 3000 ::1330 ,1'.87E+08..18.97 .39;90.' 18;40 17.324, 17.32" 072 0.58 '16 08 "1:574 �, 0.49 384 0 39 .480 9.5"TJI 210 2.0625 9.5 12 40 10 3000 1330 1.87E+08 21.91 53.20 20.26 19.06 19.06 0.79 0_64 17.70 1722 .17+32 0.54 384 0.43 480 1111_-- -------.-_-_ --- 1111. 9.5"TJI 210 2.0625 9.5 9.6 40 10 3000 1330 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 1866 18.6611,11i111.31517 0.58 384 0.47 480 9.5"TJI 230 2.3125 9.5 19 2 40 10 3330 1330 2 06E+OB 18.25 3339 3 25 17.89 16.83 16.83 0.70 0.56 15.63 15.291,11',:•H'1‘,10:2910A8 384 0.38 480 09:;!" 5'`,7JI'23f .' 2:3,125, 9 5 16 40' 10: 3330 :.;:1330 2.06E+06 ':19.99 ;39:90 ',19.01 ' 17"89k 17:$9: 6.16, .. 0.60 1660.. ""18 25 s 051 384 6 41 . '480 9.5"TJI 230 2.3125 9.512 40 10 3330 1330 2.06E+08 23.08 53.20 20.92 19.69 19.69 0.82 0.66 18.28 17.89 17 69 0_56. 384 0.45 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 1330 2,06E+08 25.81 66.50 22.54 21.21 21.21 0.88 0.71 19.69 19.27!!!:1!77 0.60 384 0.48 480 1--- ---- 11.875"TJI 110 1.75 11.875 192 40 10 3160 1560 2.67E+08 17/8 39.00 19.50 18.35 17.78 0.67 0.54 17 04 18 67 15 67 0.52 384 0.42 480 11.875"TJf 1 i0 1:75' : 11.6,7,5 16 40�"''1Q 3160:, 1660':2.87E+OB" "19:47 ; 49 80 20:72` 19,50 19:47 ,.,(0).6671,,,...:...,,,..,00:5645. ,0.87 ::0:65 .1$10; 1;772 „ �„ .0'.55 384 ;! 0.44 480 11,875"TJI 110 1,75 11.875 12 40 10 3160 1560 2.87E+08 22.49 62.40 22.81 21.46 21.46 0.89 0.72 19.93 19.50 19.50; 0.61 384 0.49 480 11.875"TJI 110 1.75 11.875 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21.0121 01: 0.66 384 0.53 480 -- 11.875"TJI 210 2.0625 11.875 19/ 40 10 3795 1655 3.15E+08 19A8 41/8 20.61 19.39 19.39 0.81 0.65 18 00 17.62 1762 0.55 384 0.44 480 li[i11.875"TJI 2113 2:0625 11.875 16 40.„: 10j. <3745 ;::.1655: 3.1'5E+08'.•'21.34 49,65 -21:90', 20.6E 20.61, 0,86 , 0.89 1;9.13 18 72 0.59 384 0,47 480 11.875"TJI 210 2.0625 11.875 12 40 10 3795 1655 3.15E+08 24.64 66.20 24.10 22.68 22.68 0 956 0.76 21.05 20.61 20 61" 0.64 384 0.52 480 11.875"TJI 210 2.0625 11.875 9,6 40 10 3795 1655 3.15E+08 27.55 82.75 25.96 24,43 24.43 1.02 0.81 22.68 22.20 22 20. 0.69 384 0.55 480 11.875"TJI 230 2.3125 11,875 192 40 10 4215 1855 3.47E+08 20.53 41.38 2128 20.03 '36..^.2,,,,,,,,:,,, 0.83 0.67 18 59 18 20, 18 20 0.57 384 045 480 11;875".TJI 231 2 3125 '`11.875 18 ' 40 10, . 4215 v 1655 047E+08. 2.2.49 49 65 ,°22:82-. „21:29 ,. 11280.89 0.7:1. 19 76 1jg 34 ., .0.90 384 0 4$. "!460 11.875"TJI 230• 2.3125 11.875 12 40 10 4215_1655 3.47E+08 25.97 66.20 24.89.1_ 23.42 23.42 0.98 0.78 21.74 21.28 21 28 0.67 384 0.53 480 11.875"TJI 230 2.3125 11.875 9.6 40 10 4215 1655 347E+08 29/3 8175 26.81 25.23 25.23 1111105 0.84 23 42-__22 93 ig1p:11i:?;223.3.1 0.72 384 0_57 480 11.875"RFPI 400 2 0625 11.875 19.2 40 10 4315 1480 3.30E+08 20.77 37.00 20.93 19.69 19.69 0.82 0.66 18 28 17 89 , 17 89 0.561 384 0.45 480 "'" 10. .4315:%1480 330E+08'> `22.76 44.40 22,24" ,2093 20:93 ..0:87 >:0.70 • 1943:,...,,,,,:::.17.89 ,..-19 01 �'' 0:59 ,384 048 ✓::480 11 875 RFPI400, ,•2.0625 .11.875 ;16� 5.40 11.675"RFPI 400 2.0625 11.875 12 40 10 4315 1480 3.30E+08 26.28 59.20 24.48 23.03 23.03 0.96 0.77 21.38 20.93 20 93 0.651.....___384 0 52 ..-480. 11,875"RFPI400 2.0625 11.875 9.6 40 10 4315 1480 3.30E+08 29.38 74.00 26.37 24.81 24.81 1.03 0.83 23.03 22.54 '22.541: 0.70 384 0.56 480 Page 1 D+L+S • CT"14189-Betahny Creek Falls I LOAD CASE (12-12) (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 Buddin,Factor D+L+B c 0.80(Constant)> Section 3.7.1.5 KcE 0.30(Constant)> Section 3.7.1.5 Cr Cb (Varies > Section 2.3.10 BendingComp. Size Size Cf(Fb) Cf(Fc) 1997 NOS P Rep.P Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max,Wall duration duration factor factor use Stud Grade NAdth Depth Spacing Height Le/d Vert,Load Hor.Loa <.1,0 Load CO Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'c ib fb/ In. In. In. It. plf psf pif (Fb) (Fc) Psi Psi Psi Psi psipspsi psi fl-F Stud 1,5 3.5 16 7.7083 26.4 1730 0.9918 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 954 508 986 515.42 441.2222 439.37 1.00 l psi p0.00 Fb'(1 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 986 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 ' 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 968 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 18 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 968 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 988 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0,9921 3988.7 1.00 1.15 1.1 1.05 1.15 875 405_ 800 1,200,000 854 506 966 449.95 395.22 393.85 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 7.7083 28.4 1885 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430,48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 875_ 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1,5 3.5 12 9 30.9 1760 0,9944 2789.1 1.00 1.15 1.1 1,05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1,00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2406 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0,00 0.000 H-F#2 1.5 5.5 16 9 19.8 3132 0.3852 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1844.5 1011.45 837.57 508.16 0.80 0.00 0.000 H-F#2 1.5 5.5 18 8.25 18.0 3132 0,2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 18 7.7083 18.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.8 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.82 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15., 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0, 0.9913 2091.8 1.00 1,15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9817 3287.1 1.00 1.15 1.3 1.10 1.15 675 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5,5 16 19 41.5 1360 0 0.9969 3132.4 1.00 115 1.3 1.10 1.15 650 405 1300 1,300,000 1,271 506 1644.5 226,94 220.14 218.80 1.00 0.00 0,000 Page 1 O+L+W CTA 14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-1991 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design BuckBnp_Factor D+L+W Cr c 0.30(Constant)> Section 3.7.1.5 I Cf(F b) Cf(Fc) 1997 NOS KcE (Varies) > Section 2.3.10 0.30(Constant)> Section 3.7.1.5 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 Cl,Cb NDS 3.9.2 Max.WeB duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load •te 1.0 Load 6 Plata Cd(F b)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fc' Ffci fc/F'c roFb"(1%fflFce in. In. In. 8. plf psf pit (Pb) (Fc) Psi Psi Poi Psi Psi Psi Ps Ps psiPs pal ) H-F Stud 1.5 3.5 16 7.7083 28.4 1075 9.71 0.9951 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 378.76 0.588 H-F Stud 1.5 3.5 18 9 30.9 755 8.48 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 875 405 600 1,200,000 1,366 506 840 378.09 333.99 191,75 0.57 447.52 0.865 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9986 2657.8 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,388 508 840 378.09 333.99 217.14 0.85 335.84 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 1,366 506 840 449.95 384.57 248.35 0.84 381.37 0.585 H-F Stud 1.5 3,5 12 8.25 28.3 1425 8.13 0.9974 2857.8 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8,13 0.9981 3988.7 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 840 449.95 384.87 299.05 0.78 180.89 0.394 SPF Stud 1.5 3.5 18 7.7083 28.4 1060 071 0.9971 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200000 1,366 531 761.25 515.42 415.53 269.21 0.65 378.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 6.46 0.9115 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 781.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 9,48 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.80 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 26.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 449.95 378.35 267.82 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 1.386 531 781.25 449.95 378.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 18 7.7083 18.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 650 405 1300 1,300,000 2,033 506 1430 1378.63 969.91 508.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 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 1011.45 804.50 508.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 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 1203.70 899.13 508.18 0.58 148.34 0.124 SPE#2 1.5 5.5 18 7.7083 16.5 3267 9.71 0.4327 3287.1 1.80 1.00 1.3 1.10 1,15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 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 0.86 151.23 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400 000 2,083 531 1285 1296.30 884.69 531.23 0.80 146.34 0.1116 SPF Stud 1.5 3.5 18 14.57 50.0 70 8.48 0.9957 2091.8 1.80 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 88101/0 0.979 .67 0.46 927.02 0.788 HSPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9041 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,003 531 1265 244.40 233.80-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1311.10 115 850 405 1300 1,300,000 2,033 508 1430 228.94 219.02 18.97 0.44 927.02 0.786 Page 1 D+L+W+.5S - CT#14189-Betahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AFBPA NDS-199 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+812 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Pb) 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.Well duration duration factor factor use Stud Grade Wdth Depth Sparing He ght Le/d Vert.Load Hor.Load <.1.0 Load C Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce re fc fc/F'c Ib lb/ in. In. In. S. plf psf pit (Fb) (Fe) psi psi pal psi psi psi psi psi psi psi psi Fb'•(1-tc/Fce) H-F Stud 1.5 3.5 18 7.7083 28.4 1095 9.71 0.9982 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 508 966 515.42 441.22 278.10 0.83 376.78 0.585 H-F Stud 1.5 3.5 18 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,360 508 986 378.09 340.90 194.29 0.57 447.52 0.874 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 968 378.09 340.90 219.05 0.84 335.64 0.584 H-F Stud 1.5 3,5 18 8.25 28.3 985 8.13 0.9963 1993.4 1.80 1.15 1,1 1.05 1,15 875 405 800 1,200,000 1,366 508 866 449,95 395.22 250.18 0.63 381.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2857.8 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 508 966 449,95 385.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3988.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,386 506 906 449.95 395.22 303.49 0.77 180.89 0.406 OFF Stud 1.5 3.5 18 7.7083 28.4 1080 9.71 0.9935 2091.8 I 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 18 9 30.9 760 8.46 0.9988 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1,1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.08 336.17 217.14 0.85 335.64 0,577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.80 1.15 1.1 1.05 1.15 675 425II725 1,200,000 1,366 531 875.438 449,95 388.13 247.82 0,64 381.37 0.586 SPF Stud 1,5 3.5 12 8,25 26.3 1430 8.13 0,9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8,13 0.9922 4183.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.88 0.77 180.69 0.398 H-F#2 1.5 5.5 16 7.7083 18.8 3132 9,71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 650 405 1300 I 1,300,000 2,033 506 1644.5 1378.83 1031.56 506.16 0.49 152.58 0.119 H-F#2 1.5 5.5 10 9 19.6 3132 8.48 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1011.45 837.57 506.18 0.60 181.23 0,178 H-F#2 1.5 5.5 18 8.25 18.0 3132 8.13 0.4100 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 508,18 0.53 146.34 0.124 SPF#2 1.5 5.5 18 7.7083 18.8 3287 9.71 0.3872 3287.1 1.80 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 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.8 3287 8.46 0.5595 3287.1 1.60 1.15 1,3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.18 531.23 0.62 181.23 0.189 SPF#2 1,5 5.5 16 8.25 18.0 3287 8.13 0.4342 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 0.56 148.34 0,118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.8955 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.28 139.02 17.78 0.13 90#/ 0.979 SPF#2 1.5 5.5 18 19 41.5 880 9.71 0.9914 3287.1 1.80 1.15 1.3 1,10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 108.67 0.45 927,02 0.786 H-F#2 1.5 5.5 18 19 41.5 600 9,71 0.9901 3132,4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 98.97 0.44 927.02 0.798 Page 1 D+L+S+.5W CTM 14169-Betahoy Creak Falls I LOAD CASE I (12-18) I (BASED ON ANSIIAF&PA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckdn•Factor D+L+8+W12 c 0.80(Constant)> Section 3.7.1.5Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) CI(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 Maz.Wall duration duratlo factor factor use Stud Grad, 1Mdth Depth Spadn.Height Le/d Vert.Load Hor.Load <•1.0 oad 0 Plat Cd(Fb)Cd(Fc, Cf Cl Cr Fb Fc perp Fe E Fb' Fc perp' Fc• Fel F'i IIc/F c fb Fb"(1�Fce) In. In. In. 0. Pit pet plf (Pb) (Fc) psi psi psi psi Pal ps Ps P Ps psipsi ti-F Stud 1.5 3.5 16 7.7083 28.4 1335 4.855 0.9935 1993.4 1.80 1.15 1.1 1.05 1.15 875 405 600 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0,9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 508 986 378.09 340.90 248.35 0.72 223.78 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 1200,000 1,366 506 966 378.09 340.90 262.88 0.77 167.82 0,403 it-F Stud 1.5 3.5 18 8.25 28.3 1195 4.065 0.9980 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 825 28.3 1660 4.085 0.9990 2657.6 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2865 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 600 1,200,000 1,388 506 966 449.95 395.22 338.41 0.86 90.34 0.287 SPF Stud 1.5 3.5 18 7.7083 28.4 1315 4.855 0.9907 2091.8 1.80 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 0,77 186.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0,9970 2091.8 1.80 1.15 1.1 1,05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 338.17 245.08 0.73 223.76 0.488 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 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336.17 280.95 0.78 167.82 0,3911 SPF Stud 1.5 3.516 8.25 28.3 1180 4.065 0.8922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 299.68 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 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0,81 135.51 0.334 SPF Stud ®® 8 8.25 Iii 2630 4,085 0.9989 4183.8 1.80 ®mi 1.05 1.15 875 SI®1,200,000 1,366®675.438 388.13 333.97 0.257 H-F 62 1.5 5.5 16 7.7083 16.8 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 5011 1644.5 1378,83 1031.58 506.16 0.49 76.29 0.059 it-F#2 1.5 5.5 16 9 19.8 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 90.61 0.089 it-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 2,033 508 1644.5 1203.70 948.77 508.18 0.53 73.17 0.062 SPF 62 1.5 5.5 16 7.7083 16.8 3267 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 0 2 093 531 1454.75 1089.25 850.18 531.23 0.62 90 81 0 085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.80 115 13 1,10 1.15 675 425 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 18 14.57 50.0 255 4.23 0.9959 2091.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 675.438 144.28 139.02 84.76 0.47 586.43 0.779 1 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 18 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 2,033 506 1644.5 226,94 220.14 139.80 0,64 463.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12.181 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 BuckM.Factor D+L+S+El1A c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 CI(Fb) Cf(Fc) 11397 NDS Cb (Valdes) > 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 lector factor use Stud Grade Width Depth Spadng Height Leld Vert,Load Hor.Load u.1.0 Load al Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc IcIF'c lb Ib/ in. In. In, ft. p8 pet pif (Fb) (Fc) 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 26.4 1415 3.57 0.8983 1993.4 1.80 1.15 1.1 165 1,15 875 405 800 1,200,000 1,368 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3,5 18 9 30.9 1010 3.57 0.9980 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1,5 3,5 12 9 30,9 1420 3.57 0.9937 2857.8 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,386 506 966 378.09 340.90 270.48 0.79 141.83 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 B00 1,200,000 1,386 506 966 449.95 395.22 311.11 0.79 158.68 0,376 H-F Stud 1.5 3.5 12 6.25 28.3 1710 3.57 0.9947 •2857.8 1.60 1.15 1.1 1.05 1.15 875 405 800 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 B 8.25 28.3 2700 3.57 0.9988 3988.7 1,80 1.15 1.1 1.05 1.15 675 405 800 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 28.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 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 0.9915 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 253.97 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 1.15 875 425 725 1,200,000 1,368 531 875.438 378.09 336.17 288.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.80 1.15 11 1.05 1,15 875 425 725 1,200,000 1,368 531 875.438 449.95 388.13 307.30 0.79 158.68 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 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 449.95 388.13 339.05 0.67 79.34 0.238 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 1844.5 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 2,033 508 1644.5 1011.45 837.57 508.18 0.60 76.47 0.075 H-F#2 1.5 5,5 18 825 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 18 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 18 9 19.6 3287 3.57 0.4818 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.82 76.47 0.071 SPF#2 1.5 5.5 16 9.25 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 0.58 84.28 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.80 1.15 1.1 1.05 1,15 875 425 725 1,200,000 1,368 531 675.438 144.28 139.02 72.38 0.52 494.93 0,727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 675 425 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 1844.5 228.94 220.14 152.73 0.69 340.83 0.513 Page 1 .... 191ekeivatt St aZil ENGINEERING Sone 302 Seattle„WA %It i / Pro ieCt: 1.--" -.. ..". ..--7-7-:. - , 98109 -•bate: ' ___, , (206)2.85-4512 PAX: client Par Number: (206)286-0618 . lig.. r ,t;:tiVit p5r ' tik/S,b ( 15CW ; V--. tildr4r--) .• .4...11 1, f1/4136V Oh)erlf"ik 6) '''''.121C° Wkittr- ':".r4 i 04, .. , 4c415 3 Kg-/-- (1494)( 65- uttill, T-- i efra • k - 1.00 Af 1.2 gowy# ...-- -747:12,— , . 1,43= giNi404-ii)+-ioil,a, -z- 4r7.0 IL. le sizt -4. eisy( /..r.,40--;-4.51:its .- t .. •-)1-74"""r/ it=. 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' : i , - • I . ; i , . . , . 1A-Jr-----ANIP _ A6P I I* Structural Engineers ?e_..siRvoc 4-,3.64; 3 - •i--ji i r - 't Design Maps Summary Report Page 1 of 1 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 ! I ve,-,„—- mow' Y rt z : „,•v,k,...4'0*.r.',„7"—z--7; a, „,,,,,,, ,„,,,i, 'e. *s`"Zilr;TY ).,Atititigd rt..,...rn. 44x 'A r"r• # _*ms.», -f ,, - £� � � `tea stv n `� �?: r F i z��€z ���a r�" �,.�., �� D ;x iii;:tsk,431.4kiwitikiali., , ,,,,,,_.,„,.,.'ftyti,•04,.7,41.0",,,I...vis..tirk,4.,-i„et'w",,,,t.,,,V "2.14i24. 2,..--.1., .,•-%-„„„. - A ':� ` J� Ff K -. E r'? n ';',..7.4 ;., t6F 04 £.wY .w,t . A•«. .r G. ..� .�. �,�"..ce•, '- tea: _Y.$� .v .w.�..s.,..,w M -�..�.,�.,z.. USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sus = 0.720 g Si = 0.423 g SM: = 0.667 g Su: = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCEResponse Spectrum Design ign Response Spectrum 1.101 0,7 0,72 a.= 0.174 0;7 d. 3 OAS L1 ll 0,12 0.23 4440_16 T 011 0.00Gk 0.00OM 9.00 b a. i! Cti 0.00 1.00 i. 140 1. ids # 0. i3. b t1 0.0 00.20 Loo 1.20 1. 0 i. t L"L" 2.0* PM lod, } parka* 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#14252 Plan 3413 • Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=AgnitiMMINglil Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE 1 O0 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo.Engr. S.0 a 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 10`; Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1=110:5610211,1ilill SiFigure 1613.3.1(2) Figure 22-2 Latitude=Vanes N Longitude= Varies W http://earthquake.usds.gov/research/h azmaps/ httb://earthquake.usgs.qovklesiqnmaps/us/application.php 6. Site Coefficient(short period) Fa 1 Qt? Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv 1.50 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM,=Fv*S, SM,= 0.75 EQ 16-38 EQ 11.4-2 SEs=2/3*SMS Sos= 0.78 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SD,= 0.50 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 SDC,= D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC D. Max. Max. 11. Wood,structural panels;,: - =.,6.5,,,,,TN/A Table 12.2-1 12. Response Modification Coef. RN/A Table 12.2-1 13. Overstrength Factor 003 0'V N/A Table 12.2-1 14. Deflection Amplification Factor CD 4 0 N/A Table 12.2-1 15. Plan Structural Irregularities - 1442112Eilignill N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure liEtiOlvIgatetatForce, - 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#14252:Plan 3413 SDs= 0.78 h„ = 18.00(ft) S01= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.0201 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k= 1:ASCE 7-05(Section 12.8.3) T,_= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=S01/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TJ/(TZ*(R/IE)) (for T>T�) 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) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if SI>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„ = DIAPHR. Story Elevation Height AREA DL wr wr, *hrk wX *hXk DESIGN SUM LEVEL Height (ft) hr (ft) (sqft) (ksf) (kips) (kips) Ew; *hrk Vi DESIGN Vi Roo#; - 78.60= 18.00 1460,. 0.0221 32.12 578.2 0.59 3.58 3.58 2nd 8.00 10.00' 10.00 ,", 1466' 0:02$! 40.88 408.8 0.41 2.53 6.11 9st(base): 10.00 0.00: SUM= 73.0 987.0 1.00 6.11 E=V= 8.73(LRFD) 0.7*E= 6.11 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX= DIAPHR. Fr E F, wi E wj FPX= EF, *w, 0.4*SDS*IE*wp 0.2*Sos*1E*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ewr Max.FPX FPX Min. Roof 3.58 3.58 32.1 32.1 4.99 3.58 9.99 4.99 2nd 2.53 6.11 40.9 73.0 6.36 3.42 12.71 6.36 1st(base) 0.00 0.00 0.0 73.0 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#14252:Plan 3413 NS E-W F-B SS 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 34 0 F 43 0 ft. V o/t. Wind Speed ss.�,a.t 120 ; (20.mph Figure 1609 Fig. 26.5-1Athru C gy m h EQ 18-33 V asd, Wind Speed 3 sem Oust P ( ) Exposure T3 B' iw 10 , 1 0 N/A N/A Roof Type Gable Gable PS3OA .. 286 " 28 6ipsf Figure 28.6-1 Figure 28.8-1 P 83 e 46 d.6j pst Ps3oc- 20 7 -215:7:!psf Figure 28.8-1 Figure 28.6-1 Pss00 47 4.7 psf 9 100 1r:1 00Figure 28.6-1 Kv=;:i.Rmli*m1B140', Section 26.8 windward/iee 1 00' 1 00(Single Family Home) X•K0•I : 1 1 Ps=X•Kzt•I•P030= (Eq.28.6-1) Ps = 28.80 28.80 psf (LRFD) (Eq.28.6-1) Ps a= 4.60 4.60 psf (LRFD) (Eq.28.8-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) ND= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PsAand Crvsn9•= 24.7 24.7 psf (LRFD) Pss=dDrvanps= 4.7 4.7 psf (LRFD) a= 3.4 3.4 Figure 28.8-1 25= 8.8 6.8 width-2.2a= 20.4 29.4 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(NS) Areas(E W) (N-S) (E-W) Wind(NS)(LRFD) Wind(E-W) (LRFD) width factor roof-> 100 :'1,00, 080 • 0.88 16 psf min. 16 psf min. width factor 2nd-> 1 00 0589 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA As Ac AD AA AB, s Ac Ao per 28.4.4 per 28.4.4 WISUM 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(NN-DS) V(N-S) (E-W) V(E-W) 30.00 12.0 0 163.2 0 244.8 0 145.2 0 314 Roof 18.00 18.00 4.0 54.4 0 81.0 0 54.4 0 104.7 0 8.7 9.9 5.15 5.15 5.87 5.87 2nd 8.00 10.00 10.00 9.0 122.4 0 163.8 0 122.4 0 264.8 0 4.9 6.2 7.30 12.45 8.98 14.84 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 850 AF= 1005 13.6 16.1 V(na)= 12,45 V(e-w)= 14.84 klps(LRFD) kips(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#14252:Plan 3413 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(NS) Wind(ETH) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(ETH)(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-VV) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 1}.00: 0.00 -0.001. 0.00 8.70 8.70 9.89 9.89 2nd 8.00 10.00 10.00 _0.00= 0.00 '. 0.00 0.00 4.90 13.60 6.19 16.08 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w) 0.00 V(n-s)= 13.60 V(e-w)= 16.08 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(NS)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6.W 0.6'W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(NS) V(N-S) Vi(E-W) V(E-W) Vi(NS) V(N-S) Vi(E-W) V(E W) Roof 8 10 10 8.70 8.70 9.89 9.89 5.22 5.22 5.94 5.94 2nd 10 0 0 4.90 13.60 6.19 16.08 2.94 8.16 3.72 9.65 1st(base) 0 0 0 V(n-s)= 13.60 V(e-w)= 16.08 V(n-s)= 8.16 V(e-w)= 9.65 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#14252:Plan 3413 SHEATHING THICKNESS tsliean,i09 7/16 NAIL SIZE nail size0.131 dla.X 2 5 long STUD SPECIES SPECIES= H-F;orSPF 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 Vseismic V a 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 gilmosaiiiiijkozzl5a 150 P6 520 242 730 339 P4 766; 353 ' 1065;: 495 P3 980[ 456 9370 637 P2 ;1280'.. 595 iiiidsiaLialuM2H1114901 832 2P4 X520 707 ` 2930; 990 2P3 1960' 91127`40 1274 2P2 2560; 1190 .3580, 1665 ..:.....:::...:...... N.G. 10000 4650 10000 4650 GYPSUM THICKNESS %beaming 1/2 NAIL SIZE nail size 1;I/4 long Nn 6 Type S or.W , , Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 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: .LATERALS(front..to back-up/down) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: Roof _...........__... Panel Height 9ft. Seismic V I= 3.58 kips Design Wind N-S V I= 5.22 kips Max.aspect 3.5;SDPWS Table 4.3.4 Sum Seismic V i= 3.58 kips Sum Wind N-S V i= 5.22 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W perSDPWS-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 et. C 0 w di V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum Usum 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: 456 20 0 '•24.6.>.1,00 0,15. 1.63 0.00 1.12 0.00 1.00 1.00 56 P6TN P6TN 82 10.06 17.82 -0.40 -0.40 14.68 21.60 -0.36 -0.36 -0.36 Ext left2 0 tl 0 0 0-,',•.-il.•00Aik 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 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:':':r.!!:" X74 12,0 18 0 1.00 0.00: 0.98 0.00 0.67 0.00 1.00 1.00 58 P6TN P6TN 82 8.05 0.00 0.53 0.53 8.82 0.00 0.78 0.78 0.78 - -, 0:. 0 0 .:0 0 1,00 0.00; 0,00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0. 0.00 00 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; 0 0 a 0 1;00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 ",.0 0 1,00 0 00' 0.00 0.00 0.00 0.00 1.00 0,00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 tl 0 1.00•" 0.00: 0.o0 0.00 0.00 0.00 too 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 D 0 0 0 1°.00 0,00 0.00 0.00 0.00 0.00 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 " 730: 40 0 40 0 .0.95 0,15.; 2.61 0.00 1.79 0.00 1.00 1.00 47 P6TN P6TN 69 16.11 59.40 -1.10 -1.10 23.50 72.00 -1.23 -1.23 0.62 pert Ext righty =0"', 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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--,00-4,00-,.,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 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 o,00 0.00 0.00 0.00 0.00 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, rigttt4 0, ,0,0 0 0 1.00 0.00' 0,00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0. 0 0 0 0 1.00 " 0.00I 0.00 0.00 0.00 0.00 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 00 1.00 "0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- •-- 0 0',00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 . 0 0 0 0 ;1,00 "0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0'.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0. 0 0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0 0 0 0 tl 1,00 " 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0i 0 0 0.0 -1,00 " 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 !,':0.0 1.00•:,',,,0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 D.0 :0 0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,•••••'...7.E•071',•0:0:...:,:0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0 0 0 0 1.00 ;0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0..,':':.();()-;''.-.':'0'.0, ":•I:1,00:',..-. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 D 0 '1.00 :0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .!.,'0.!:!:,.0,0•:,'. 0.0 ,1.00 :0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 72.0 70.0=L eff. 5.22 0.00 3.58 0.00 EVwind 5.22 EVEQ 3.58 Notes: denotes with shear transfer "" denotes perferated shear wall ISB denotes 1SB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: 2nd Panel Height=112v4:011 ft. Seismic V I= 2.53 kips Design Wind N-S V I= 2.94 kips Max.aspect= .5;SDPWS Table 4.3.4 Sum Seismic V i= 6.11 kips Sum Wind N-S V I= 8.16 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)0+0.7pQe 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 L01 et C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM. RPTM Unet U.um OTM Row Unet Usum U.um HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Plf) (pit) (kip-ft) (kip-ft) (kiP) (kilo) (kiP f) (kip f) (kiP) (kip) (kip) Ext. left 1 a';: 730 134 0 40.0 1.00; 0,15,; 1.47 2.61 1.27 1.79 1.00 1.00 90 P6TN P6TN 120 30.56 50.49 -0.60 -1.00 40.79 61.211g0 -0.81 -0.97 -0.97 Ext (efts 0 0 0 0.0 100' 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 0.001 0.00 0.00 VliKWMANIM0 O 0 O.o 1 00° 0 00: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .12iExt left 3*.*-i 0 U 0 ..0,0 1 00, 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0,00 0.00 0.00 0.53 0.00 0.00 0.00 0.78 0.78 *!. 0 %. 0.0 U 0 1.00 ,0;0011 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 xL 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, 00 l 0 1'.00 4`.00 0.00 0.00 0.00 0.00 1.00 0.00 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; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tl tl 0 0 b 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ni,Ext, righti** '730 y40 0 40 0 0.89j 015; 1.47 2.61 1.27 1.79 1.00 1.00 86 P6TN P6TN 115 30.56 59.40 -0.73 -1.83 40.80 72.00 -0.79 -2.03 1.76 pert Ext flght2 4 ' 0 0 0 i 00, 4.40' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 r 0 0 0 0 0 ,too 0 00 0.00 0.00 0.00 0.00 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 rght *u 0 0 0 p 0 j 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ` 0 0 p 0 1'0! 0;00! 0.00 0.00 0.00 0.00 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, nght4 o b 0 t 00 tl 00. 0.00 0.00 0.00 0.00 too 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 !IKItInfir 0 0.0 k 0 i O0 0 D0 0.00 0.00 0.00 0.00 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, hght6 0 0 0 `0.0 1.001 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0 0 b 0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 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 b 0 0 d 0 1'00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 UNIWMIIiinWi4 :- O 0 A 0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0.00; 0.00 0.00 0.00 0.00 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 6 0 0 1 40 0.00, 0.00 0.00 0,00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a O 0 .1010 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.; tl tl 0 0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 is 0 0 0 0 ,1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1`.00 .0.00! 0.00 0.00 0.00 0.00 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 4 04 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0-.:!,,0 0 0 0 1,00 0 00, 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 74.0 89.8=L eff. 2.94 5.22 2.53 3.58 1.00 EVwind 8.16 EVEQ 6.11 Notes: denotes with shear transfer ** denotes perferated shear wall 1SB denotes iSB Shear Panel . SHEET TITLE: LL' .ATERAE-W(side:td.side-left/right) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: Roof ._... _..... Panel Height 9I ft. Seismic V i= 3.58 kips Design Wind E-W V I= 5.94 kips Max.aspect 3.5.SDPWS Table 4.3.4 Sum Seismic V I= 3.58 kips Sum Wind E-W V I= 5.94 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 Logy es, C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM ROTM Unet D.um OTM ROTM Unet D.um Daum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR2* 263 .6,8 12.3.•'1.00 : 0.15. 1.07 0.00 0.64 0.00 1.00 1.00 98 P6TN P6 158 5.80 3.09 0.45 0.45 9.62 3.75 0.97 0.97 0.97 - - 0 a a a a 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front,,,..........„,...„...„..,,,„],i.]„,BR1' 329 8 15 2 01 0 " .015 1.34 0.00 0.81 0.00 1.00 1.00 93 P6TN P6 154 7.26 4.88 0.30 0.30 12.04 5.92 0.76 0.76 0.76 Front" loft138 4 •0 ,6.5 t00 0,15 0.56 0.00 0.34 0.00 1.00 0.89 95 P6TN P6TN 140 3.05 0.97 0.62 0.62 5.05 1.17 1.16 1.16 1,16 0 " 0.0 0 0 .1.00 ; 0.00: 0.00 0.00 0.00 0.00 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 too 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 - 0" o.0 0 a '1.00 0.00 0.00 0.00 0.00 0.00 t00 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 "1.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gat 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 0 100 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 Rear MSIR 730" 18 0 ;20 0 1'.00 0 15 2.97 0.00 1.79 0.00 1.00 1.00 99 P6TN P6 165 16.11 13.37 0.16 0.16 26.71 16.20 0.61 0.61 0.81 0 l 0 0 0 0 '..1`.00 .' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Frear"Living "o 0.0 0 0, 1.Otl 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0' 0 0 ":t00 0.00: 0.00 0.00 0.00 0.00 too 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .0.0 ' 0.0 '1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 r 0. 0.0" O.o ,1.00 :0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0 .0,0 0 0" 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,r,,-..::,.0--,s!,'-':,,]]0:0-::', ::::0.0 "1.00 0.00 0.00 0.00 0.00 0.00 too 0.00 0-- -- o o.00 0.00 o.00 o.00 o.00 o.00 o.00 0.00 0.00 0', 0 0 0 0 10.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0241:0 '::0 0 '1,.0000 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 •i 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0 " 0,0 `0 0 "''1:00, 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0; 0.0 1.00 ' 0.00f 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 "" 0.0 1.000.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 ,..:-:.,,,,,,.,:-.:.:,::•:.:.,..:.:.... .00 0.000.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ba.0 ;0 0 1.00 0.00 0.00 0.00 0.00 0,00 too 0.00 0- --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0 0.0 0.0 9,00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 i0.0 1.00. 0.0 0 „ 0, 0 : 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 37.4 37.4=L eff. 5.94 0.00 3.58 0.00 EVmnd 5.94 EVEQ 3.58 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#14252:Plan 3413 Diaph.Level: 2nd Panel Height= 10;ft. Seismic V I= 2.53 kips Design Wind E-W V I= 3.72 kips Max.aspect=ilmiiiimfi SDPWS Table 4.3.4 Sum Seismic V i= 6.11 kips Sum Wind E-W V i= 9.65 kips Min.Lwall= 2.86 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 LOLeU. C0 W dl V level V abv.V level V abv. 2w/h v/ Type Type v/ OTM RorM Line Usum OTM Roan Unet Usum U.um 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) :;.Gar ABWP: .0 l 3 0 11;.3 1.00.; 0 15:. 0.00 1.07 0.00 0.64 1.00 0.80 358 P3 P4 356 6.45 1.26 2.22 2.67 10.69 1.53 3.93 4.89 4.89 POW0MgMM0 0 0 00 1 00 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .11'Gar ABWP 0 30 1A2 1 00 0.15; 0.00 1.34 0.00 0.81 1.00 0.60 448 P3 P4 446 8.07 1.58 2.78 3.08 13.38 1.91 4.91 5.88 5.68 hti4 pdr, 0 •°3 0 $0 1 00' 015,• ; 0.00 0.56 0.00 0.34 1.00 0.60 188 P6 P6 187 3.38 0.89 1.07 1.69 5.61 1.08 1.94 3.11 3.11 gfilliiiiiiinikViat0 0 0 0 0 1 00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 !Ilim ti KIT 0• D 0 0 0 1 00 s 0 00 0.00 0.00 0.00 0.00 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 0 b 0 z 1.00 0 DO 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 WWNWPMNS0 :0 0 0 0 1.00: 0 00 0.00 0.00 0.00 0.00 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 1075 1 0 10 0 1.00 0 00' 2.74 0.00 1.88 0.00 1.00 1.00 133 P6TN P6 195 18.84 0.00 1.40 1.40 27.36 0.00 2.05 2.05 2.05 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 D 0 0 0 1 00: 0 00 0.00 0.00 0.00 0.00 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 Dining 128 , 4 5 0 0 1 00; 0 30 0.33 0.99 0.22 0.60 1.00 0.90 203 P6 P6 292 8.22 2.67 1.45 1.61 13.16 3.24 2.59 3.19 3.19 tilRear Dining; 128:? 4 3 8 0 1 00 0.30; 0.33 0.99 0.22 0.60 1.00 0.87 219 P6 P6 304 8.22 2.57 1.54 1.54 13.16 3.12 2.74 2.74 2.74 Rear 11V'. 128 5 0 17 0 1.00; 0.801 0.33 0.99 0.22 0.60 1.00 1.00 165 P6 P6 264 8.24 6.31 0.44 0.44 13.18 7.65 1.28 1.28 1.28 MMOtOMMOKAIIWOMMOORMOJ 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 mIRmoamotiggilo4m04mcoN40 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 I 0 0 it 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 : 0 0 , 0 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 '6 0 1.,00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 x 0 0 0 0 1 00 0 00 0.00 0.00 0.00 0.00 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 D - 0 0 0 0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 6 0 -0 0 1 00 0 00i 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 13 00: 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 {; 00 ,`0 0 1;00 0 00,! 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1 00 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 jggiggiVaraMt111111Ptik2611WHEttioNititSI 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0 0Y 0 )•0,0 0 00 0.00 0.00 0.00 0.00 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, i 0 0 A o 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 36.8 38.8=L eff. 3.72 5.94 2.53 3.59 EV wind 9.65 EVEa 8.12 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#14252:Plan 3413" '. SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2' • Roof Level w dl=" 150 plf V eq 810.0 pounds V1 eq= 405.0 pounds V3 eq= 405.0 pounds V w= 1340.0 pounds V1 w= 670.0 pounds V3 w= 670.0 pounds v hdr eq= 65.6 plf --> •H head= 4v hdr w= 108.6 p/f 1,083 ir Fdragl eq= 181 F2 eq= 181 Fdragi w= F2 -299 H pier= v1 eq= 118.4 Of v3 eq= 118.4 plf P6TN EQ. 4:0 v1 w= 195.9 Of v3 w= 195.9 Of P6 WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= ; F4 e•- 181 feet Fdrag3 w=299 F4 w=299 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 65.6 plf P6TN 40 EQ Wind v sill w= 108.6 plf P6TN feet OTM 7357 12171 R OTM 5610 6852 UPLIFT 150 456 Up above 0 0 UP sum 150 456 H/L Ratios: L1= 3,4' 12 5.S L3= 3.4 Htotal/L= 0.74 4 0 4 04 0 Hpier/L1= 1.17 Hpier/L3= 1.17 L total= 12.3 feet JOB#: Off#14252 Plan 3413: SHFARWALL.,WITH FORCE TRANSFER !; ID Front tipper BR1 Roof Level w dl= 1'50 plf _............_..:.................: V eq 1910.0; pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w= pounds V1 w= 685.0 pounds V3 w= 685.0 pounds - � v hdr eq= 66.6 pff A H head= v hdr w= 90.4 plf SAMIglIM Fdragl eq= 217 F2eq= 217 .__.._...:......__. Fdragl w= •4 F2 -294 H pier= v1 eq= 116.6 pff v3 eq= 116.6 pff P6TN E.Q. 5 0 v1 w= 158.2 pff v3 w= 158.2 plf P6 WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= F4-•- 217 feet A Fdrag3 w=294 F4 w=294 2w/h 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.6 plf P6TN EQ Wind v sill w= 90.4 plf P6TN feet OTM 9174 12444 R OTM 8466 10342 UPLIFT 49 145 Up above 0 0 UP sum 49 145 H/L Ratios: L1= +-3`' L2mingigAA L3=Mitallii4A HtotaIJL= 0.60 0 4 04 0 Hpier/L1= 1.15 Hpier/L3= 1.15 L total= 15.2 feet JOB# CT414252:Plan 3413: SHEARWALL=WITH FORCE TRANSFER ID: Front Upper Loft* Roof Level w dl= 150 p/f ....._......._.......... V eq " 340.0 pounds V1 eq= 170.0 pounds V3 eq= 170.0 pounds V w= 560.0,, pounds V1 w= 280.0 pounds V3 w= 280.0 pounds --► v hdr eq= 52.3 Of A H head= v hdr w= 86.2 pff 1.083 Fdragl eq= 65 F2 eq= 65 A Fdragi w= '° F2 -108 H pier= v1 eq= 85.0 plf v3 eq= 85.0 pff P6TN E.Q. ' 4 0 v1 w= 140.0 p/f v3 w= 140.0 pff P6TN WIND feet H total= 2wm= 1 2wm= 1 9.083 Fdrag3 eq= •• F4-.- 65 feet Fdrag3 w=108 F4 w=108 2wm= 1 H sill= (0.6-0.14Sds)D 0.613 v sill eq= 52.3 pff P6TN EQ Wind v sill w= 86.2 pff P6TN feet OTM 3088 5086 R OTM 1556 1901 UPLIFT 263 546 Up above 0 0 UP sum 263 546 H/L Ratios: L1= x:'2.0' L2 ° " 2.5 L3 2.0 HtotavL= 1.40 Hpier/L1= 2,00 Hpier/L3= 2.00 L total= 6.5 feet 'JOB#. CT#14252 .Plan3413, SHE4RWALL;WTHFORCETRANSFER ' ' ID. Rear Upper MBR' Roof Level w dl ,;r '150; Plf V eq 1790.0. pounds V1 eq= 1481.4 pounds V3 eq= 308.6 pounds V w ,2970 0: pounds V1 w= 2457.9 pounds V3 w= 512.1 pounds — v hdr eq= 64.5 ph •H head= W v hdr w= 107.0 pK 1983 , Fdragl eq= 320 F2 eq= 67 • Fdragl w= "1 F2 -111 H pier= v1 eq= 82.3 plf v3 eq= 82.3 ph P6TN E.Q. ,', :';.4.3)•:,,]1!:',i1!!: vl w= 136.6 ph v3 w= 136.6 plf P6TN WIND feet... H total= 2w/h= 1 2w/h- 1 9.083 y Fdrag3 eq= $ F4-•- 67 feet • Fdrag3 w=531 F4 w=111 2w/h= 1 H sill= (0.6-D.14Sds)D 0.6D v sill eq= 64.5 plf P6TN 4 0 EQ Wind v sill w= 107.0 ph P6TN feet OTM 16259 26977 R OTM 28368 34653 • v UPLIFT -447 -283 Up above 0 0 UP sum -447 -283 H/L Ratios: L1 180, L2 8,0 L3= 3 8 Htotal/L= 0.33 4 l& I r 4 ► Hpier/L1= 0.22 Hpier/L3= 1.07 L total= 27.8 feet JOB# CT#;14252:Plan 3413" SHEARWALL WITH FORCE TRANSFER'i. ID:"Rear LowerLJV" Roof Level w dl= 150 p/f V eq 850.0 pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w= 1360.0 pounds V1 w= 680.0 pounds V3 w= 680.0 pounds v hdr eq= 50.0 p/f *H head= v hdr w= 80.0 p/f 2.083 ir Fdragl eq= 300 F2 eq= 300 Fdragl w= s 0 F2 -480 H pier= v1 eq= 170.0 plf v3 eq= 170.0 p/f P6 E.Q. 5.0; ;i v1 w= 272.0 plf v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 ♦ Fdrag3 eq= :I F4 e.- 300 feet * Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 p/f P6TN 3.0" EQ Wind vsill w= 80.0 p/f P6TN feet OTM 8571 13713 R OTM 10646 13005 ♦ UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= ... " 2.5. L2- " 12,0. L3= 2.5 Htotal/L= 0.59 Hpier/L1= 2.00 ► 0 ► Hpier/L3= 2.00 L total= 17.0 feet ► JOB# CT#14352:Plan 3413 y SHEARWALL WITH FORCE TRANSFER ;., ID: Rear Lower KfT Roof Level w d/ 150; Of 4747 pounds V3 eq= 345.3 pounds V eq <820 a pounds V1 eq= V3,�,�= 555.8 pounds V w 1 .0!320pounds V1 w= 764.2 pounds 56.6 ff v hdr eq- P •H head- $ v hdr w= 91.0 p/f 14.12.,131Wnil Fdragl eq= 164 F2 eq= 119 • Fdragl w= F2 -192 H,.pier= vi eq= 86.3 plf v3 eq= 86.3 plf P6TN E.Q. v3 w= 138.9 Of P6TN WIND ;fi =, v1 w= 138.9 plf .......... .n .. feet ��m= 1 H total= 2w/h= 1 10.083 Fdrag3 eq= :4 F4 e.- 119 feet • Fdrag3 w=264 F4 w=192 2wm= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 56.6 plf P6TN 3.0 EQ Wind v sill w= 91.0 plf P6TN feet OTM 8268 13310 R OTM 7745 9461 UPLIFT 38 278 I. Up above 0 0 UP sum 38 278 H/L Ratios: L1 5.5 L2 5.0 L3= , 4.0 Htotal/L= 0.70 4 0 4 0.4 0. Hpier/L1= 0.91 ti. 1.25 L total= 14.5 feet Table 1.Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Sheart•M(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadingf''b,c4 (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3;etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) - Extent of header with single portal frame (one braced wall panels) Header to jock-stud strap 2'to 18'rough width of opening I per wind design min 1000 lbf t for single or double portal _ opn posite idess of opening g Pony ;1_1::-.... ill. wall height Fasten top plate to header s t � I a with two rows of 16d ' � sinker nails at 3"o.c.typ M1 Fasten sheathing to header with 8d common or 12' galvanized box nails at 3'grid Min.3/8"wood structural pattern as shown max panel sheathing total L; • Header to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite height i': side of sheathing. If needed,panel splice edges shall occur over and be 70 Min.double 2x4 framing covered with min 3/8" nailed to common blocking max Li �A thick wood structural panel sheathing with - - within middle 24'of portal height « .. 8d common or galvanized box nails at 3'o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame Ilk IN construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jock stud).Number of Min reinforcing of foundation,one#4 bar I. jack studs per IRC tables 1. top and bottom of footing.Lap bars 15°min. R502.5(1(&(2). tr Min footing size under opening is 12"x 12'.A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8'diameter anchor bolt installed per IRC R403.1.6— concrete and nailed with 2"x 2'x 3/16"plate washer into framing) 2 0 2014 APA—The Engineered Wood Association