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Specifications (33) RECEIVED oefos �'- CT E N G F N E E R I N G OCT 11 2016 Stru turd Engineers INC. 180 Nickerson Street Suite 302 Seattle, WA 98109 CITY OF TIGARD 206.285.4512 (V) 206.285.0618 (F) BUILDING DIVISION #15238 Structural Calculations River Terrace ��o PRO, i Plan 3413 �,,c \ G;'t Elevation D , Tigard, OR iv, �'REG�iN9A��' zzj C,� �� SFS Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 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 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 crawispace 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 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 0 2x10 DR (2)21• HDR lipii —��•• Rt.I RA.2 • cx m � � �- 1 iI `� A1110MI.r; Iii I tACCEDS{ a Xl 1 I i I•i_i Fki E.,... i 1 V i 111 i Cq ' ' 1 I ^ TRUSSES AT 2i•0., TYPICAL � I II i" --‘r-- :----'''' ' /. . . .• ' . s, ‘F--: 1 L K • 1 0 k ,, s, -, . -, 1 A, GT `�•, ' , _ i �� , n n GT./913 `3 'Gr d7 ' El• roro P n n �% n n. n,` � m E-+ RP.4 i (2)i x10 HDR RB.6 `i} s—o ""..(27.:1-0 ..2._._.1 _�2B.5 2B.5 '`i ` (2).x10 HDR ' � •k 1 i, (2)2x10 HOR (2):x10 HDR \,,,j AROOF FRAMING REVISIONS PER 0 CHANGES TO UPPER LEVEL Iv Man 3413D ROOF FRAMING PLAN 1/4"=1•-0" FRENCH REVIVAL MST37 MSTJ7 i11 ii 0 ,;Pij i 1 1 �r rHls CJ SDE I I 0=THIS 'r SIDE . . . a i'''' '-‘)\-.. 1 ; ! I J I�; . I I I bk,1/1 ." NST37 MST37 ,Niguouggeini 4 �. MSi37! �® MST37 � ® Plan 34130 UPPER LEVEL SHEARWALLS 1/4"=1,0' FRENCH REVIVAL ®� STHD14 9TH014 STHD1 0TSD1 t,)2X10 HDt 2 2X10 HDR coo HDR 2 2X10 HDR �, 4X10 HDR —. ' •B. = II I/7 D ' o • 1 j I :AOH NI IN. •� RE' 141:: j :.VE ABO v I _ y � .i��8L1, o ® II. 2 ItI1!IIII O IF r lio ll 1 THIS _ - T :x RING WA w �SIDIE SID LIIIh-i [ �� L B.9 :o z 74 r Y \ Li� STAIR =4 r; AMINO �Q yr A1lOw GT ABOVE p ! \ m / p :U /I \\\.IJI / \ Ioa� / N ABOVELSL 1x14 RIM \Its )2%1/Hp p DR11&11 771r - - �I ��• - 8 COG, MST 7 -:OVEu .�.. 1. 3, EXTEND FLOOR �001 ` -1111 - II �..SHEATHING TO RIM RIM :OAR. F ; ., 7r B,1, EXTEND TOP CHORD Izy Pal � �iiiiII !fll: :�.ii �] sm. — m Am VTR { 0 ROOF TRUSSES ®' \F" Up�� Lj0 �• ®24"O.C. STICK FRAME STRUCTURAL FACISA :•1• I x' � 6%6 POST 1351 6%6 POST PLATE HEIGHT AT SEE SHEET A9 UPPER LEVEL 8'-1• FOR WINDOW PLATE HEIGHT AT HEADER HEIGHTS, MAIN LEVEL 9'-1• •AIN LEVEL SHEARWALLS Man 3413D UPPER LEVEL FLOOR FRAMING FRENCH REVIVAL 1/4'-1'-0• • 34'-0 10-2}L� 11 •2'-U 17'-(' 14--2)F t r 7 i- THICKENED / SLAB EDGE) Me CONC. SLAB I 0'-5 P3 $« m B Si _ THD74�_ MNO1 P3 ;_$ STND74 STHD14 I- fel fel 1 If�l ' fel 2V I • �1 • i J N • I I ' lJ S 0 i6'O.C. U.N.O. h rT1 'Yl16X18%10 FTC. I -Li 1-'--- _—_—_—_—_—_—Ey�i TYP.(U).N.O EA.WAY n IN Ei m INSTAIL SYSTEM TO ' / rt o ALLOW ADEQUATE DRAINAGE BENEATH EMI I ' r1 rt-1 SLAB ON GRADE AND I - ----------_— CRAWL SPACE w L J L J w,11, o., THIS 30x30x10 FTG. SIDE • W//3)/14 EA.WAY 0 ' o + BRG WALL W/FTC J b I I L JPOSi OF .;:�//,::i�- I P6 SIDE 7 TN THIS - I -- ---L=- tlRP} _—Y_ �`y.y4 L 1 9Yi�. ,- `fin L SPACE rr _._..j ACCESS .1 I' THD14 �® m P4 STHD74 I —. - -. J__ _ _ L+J , 6-9%4 A ,® 3Yi' 0 C. SLAB Z . 1,2 g - R O -0•-2Yx' '® 314X91,LSL 3x1&BLOCK OUT 0 I _ --'1 STR -6 ® L O STEM WALL TYP. ® I�11. ABO Ark J �sI I�7 ,I S7H114 ` NOTE PROVIDE STHDT4RJ S1HD14 N�,� I ^ aCD) IN LIEU OF STHD14 ATSLAB RIM JOIST CONDITIONS SLOPE . m' Q m 4 6x6 POST WITH ABU BASE TOP OF SLAB CRAWL SPACE VENTING: FRAMING CONTRACTOR SHALL REWIRED: 990 SF/150=6.6 SF=950 S0.IN. VERIFY HOLDOWM LOCATIONS PRIOR PROVIDED: 1,015 SQ.IN. -14 VENTS 0 72.5 SO.IN. TO POURING FOUNDATION. LOCATE VENTS WITHIN 36'OF CRAWLSPACE CORNER, UNLESS NOTED. SEE D1 CRAWLSPACE NOTE FOR GROUND COVER INFO. Plan 3413D FOUNDATION PLAN 1/4'=1'-0" FRENCH REVIVAL Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 20 OCT 14 ESIGN Description:SF RESIDENCE Scope: STRUCTURAL D Rev: KW-06 Timber Beam & Joist Page 1F FRAMING User:580006 2997,Ver 5.8.0,1-Dec-2003 Engineering So 14252_Plan_3413.ecw:ROO _(c)1963-2003 ENERCALC EngineBering Software Description 3413BCD ROOF FRAMING Timber Member Information RB.1 RB.2 RB.3 RB.4 RB.5 RB.6 RB.7 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 2-2x4 2-2x8 2-2x8 Beam Width 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.2 Hem Ar,No.2 Hem Fr,No.2 Hem Ar,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fr,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 Span ft 5.50 7.50 3.00 3.00 3.50 6.00 5.25 Dead Load #/ft 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 Results Ratio= 0.2944 0.5474 0.3153 0.0876 0.4092 0.3503 0.9656 Mmax @ Center in-k 9.07 16.87 9.72 2.70 3.67 10.80 29.77 @ X= ft 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 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 Shear OK Reactions @ Left End DL lbs 206.25 281-25 405.00 112.50 131.25 225.00 708.75 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 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 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II 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 32,619.9 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 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 1 OF 3 [Timber Member Information B.1 B.2 B3 II B.4 B.5 B.6 B.7 Timber Section 4x10 2-2x8 2-2x8 4x10 Beam Width in 3.500 3.0002008 2-2x8 3.000 LVL:3.S003. 000 Beam Depth in 9.250 7.2503.000 3.500 3.000 4.000 Le:Unbraced Length ft 0.00 7.250 9.250 7.250 7.2500. 14.0000. 00 Timber Grade 0.00 0.00 0.00 0.00 0.00 Douglas Fr- Hem Fr,No.2 Hem Fr,No.2 Douglas Fir- 0.55 Lards,No.2 9 Hem Fr,No.2 Hem Fir,No.2 'Level,LSL 1.55E Fb-Basic Allow Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 850.0 850.0 2,325.0 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 Member Type Sawn Sawn Sawn 1.Pin Repetitive Status No Sawn Sawn Sawn Manuf/Pine No No No No No enter Span Data "O Span ft 6.50 3.50 3.00 r Dead Load 5.50 5.50 3.00 14.00 #/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 Dead Load 480.00 Live Load #/ft 175.00 175.00 175.00 175.00 160.00 370.00 #/ft 125.00 125.00 125.00 125.00 100.00 450.00 Start ft End ft Point#1 DL lbs LL lbs 1,120.00 @ X ft 1,552.00 0.500 [Results Ratio= 0.8690 0.5066 0.3963 0.6624 0.7601 0.3832 0.7300 II Mmax @ Center in-k 53.87 15.62 12.22 41.06 23.43 11.815 194.04 @ X= ft 3.25 1.75 1.500 fb:Actual 2.75 1.98 1.50 7.00 psi 1,079.3 594.3 464.9 822.7 891.6 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 Iv:Actual psi 98.3 67.3 56.2 Fv:Allowable psi 207.0 172.5 172.507.0 63.6 54.3 207.0 172.5 172.5310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK 0 [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 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,488.75 1,1509.116 1,3126.0932.50 4,620.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ■L Center DL Defl in -0.035 -0.009 -0.005 UDefl Ratio -0.019 -0.044 -0.006 -0.125 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 UDefl Ratio -0.031 -0.044 -0.007 -0.334 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 Location ft 3.250 1.750 1.500 .596 7.000 1.500 UDefl Ratio 843.9 1,812.5 2,703.3 1,308.3 753.9 2,796.0 3 365.33 Title: PLAN 3413 Job20 #OCT 14 Dsgnr: TRE Date: 1:28PM, Description:SF REST)i Fir Scope: STRUCTURAL DESIGN Page 1 Rev: 580006 Timber Beam & Joist 14252_Plan_3413.ecw:UpperFloogFraming User:3-2 0 3 ENE,Ver 5.6.0,1 Engineering (c)1983-2003 ENERCALC Engineering Software Description 3413BCD FLR FRMG 2 OF 3 [Timber Member Information 8.8 8.9 8.10 B.11 B.12 B.13 B.14 2-2x8 4x12 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.0003.500 i n 3.000 1.750 1.750 1.750 1.750 3.000 Beam Depth 14.000 14.000 14.000 14.000 7.250 11.50 Le::U nbraced Length ft 0.00 Beam in 7.2500.00 0.00 0.00 0.00 0.00A Timber Grade Hem Fir,No.2 Level,LSL 1.55E Level,LSL 1.55E Level,LSL 1.55E Level,LSL 1.55E Hem Fir,No.2 DoLarch,uglas No.2r- 900.0 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 5.0 2,320.0 0 5.0 2 325.0 5.0 850.0 90180.0 Fv-Basic Allow psi 150.0 310.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,550.0 1'5 150 1 1.00.0 150 1 60150 0.0 Loader pn Factor 1.000 1.000 1.150 1.000 Sawn Member Type Sawn Manuf/Pine Manuf/Pine ManuflPiNoe Manuf/PNoe Sawn No No Repetitive Status No No No11 [Center Span Data 2.00 16.50 ft 4.50 6.00 15.00 3.00 Span 15.00 3000 15.00 30.00 Dead Load . #/ft 180.00 300.00 30.00 40.00 80.00 Live Load #/ft 480.00 800.00 80.00 40.00 220.00 220.00 160.00 Dead Load #/ft 200.00 200.00 100.00 Live Load #/ft 16.000 Eft 16.500 Enndd ft 235.00 L Point#1 DL lbs 240.00 LX lbs 3.000 10.000 @ X ft [Cantilever Span ft 3.00 Span 280.00 Uniform Dead Load #/ft 280.00 Uniform Live Load #/ft 1,574.00 Point#1 DL lbs 1,574.00 LL lbs @X ft 0.500 11 [Results Ratio= 0.7478 0.4469 0.3214 0.0056 0.1872 0.0924 0.7804 28.62 2.85 65.59 20.05 59.40 25.86 0.74 3.00 1.00 9.97 Mmax @ Center in 2.25 3.00 6.24 1.50 @ X= ft 000 0.00 0.00 0.00 Mmax @ Cantilever in-k 0.00 0.00 -49.13 . 808 0 13.0 500.6 108.4 1,039.1 859.4 2,673.8 1,173.0 1,138.5 fb:Actual Allowable psi 762.8 2,325.0 2,673.8 2,325.0 Fb: psi Bending OK 1,020.0 OK Bending OK Bending OK Bending OK Bending OK Bending OK 13.1 Bending OK 41.6 124.563.860.0 75.41.1 207.0 fv:Allow psi 356.5 310.0 356.5 172.5 Fv:Allowable psi r O 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK 111 [Reactions88.53 22.50 750.00 235.00 341.29 LL @ Left End DL lbs 405.00 900.00 Llbs 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 L 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 Dsgnr: TRE Job# Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 User KW-03 2N 7,Vers Engineering0, Software Timber Beam & Joist Description 3413BCD FLR FRMG 2 OF 3 Page 2 14252_Plan_3413.ecw:UpperFloorFraming Center DL Defl in -0.013 Ler Ratio -0.014 0.032 0.000 Center LL Defl 4,027.1 5,105.1 5,705.2 816,822.36,126.2 35,135.8-0.001 -0.1301,524.2 in -0.036 -0.038 -0.147 .01 0.001 56 LDefl Ratio 1,510.2 -0.000 -0.013 -0.001 Center Total Defl1,914.4 1,225.2 306,308.4 5,469.8 34,403.8 7. 0 in -0.049 -0.052 -0.123 773.0 Location ft 2.250 -0.000 -0.025 -0.001 L Ratio 3.000 6.900 1.500 -0.386 1,098.3 1,392.3 1,464.7 222,769.73.000 1.00083. 8.38212. Cantilever DL Defl i 2,889.7 17,383.0 512 9 Cantilever LL Defl in -0.060 Total Cant.Defl i -0.001 LDefl Ratio -0.061 1,184.3 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Page 1 Rev: 580006 KW-06 Timber Beam & Joist 14252_Plan_3413.ecw:UPPerFloarFrami1 User:I3-2 0 3 ENE Ver C5Engineering 1-Deo-2003 So _ ng (c)1983-2003 ENERCALC Software Description 3413BCD FLR FRMG 3 OF 3 Timber Member Information B 18' B.19 B.b15 B.16 B.b17 2-2x VL:5.250x16.000 3.500 3.000 3.500 Beam8 4x10 2-2x8 4x10 Section in 5.250 3.000 9.250 Beam Width 7.250 9.250 7.250 Beam Depth in 16.000 0.00 0.00 0.00 0.00 0.00 Ti Unbracedd Length ft osboro,Bigbeam Hem Fr,No.2 Douglas Fir- Douglas Fir- DouglaslaNo.2r- Tlmber Grade2,2E Larch,No.2 900.0 900.0 900.0 Fb-Basic Allow psi 3,000.0 850.0 150.0 180.0 180.0 180.0 El astic Modulus-Basic psl 300.0 1,300.0 1,600.0 1,600.0 1,600.0 Elksi 2,200.0 1.150 1.000 1.150 1.150 1.150Sawn Sawn MemberLoadTy M Duration Factor ManSawn Sawn pe No No No No Repetitive Status No Center Span Data 3.50 120.00 10.00 14.00 Span 60.00 Dead Load #/ftft 150.00 60.004.50 100.00 200.00 #/ft 400.00 100.00 Dead Load Live Load #/ft 175.0020.00 Live Load #/ft 125.00 Start ft End ft 11.500 .00 Point#1 DL lbs 1,357.00 1 4,4 9090.00 LL lbs 1,357.00 3 .00 @ X ft 11.500 Results Ratio= 0.7583 0.7743 0.1576 0.7588 0.0000 48.00 4.86 47.04 0.00 5.00 in-k 586.031 7.00 0.00 Mmax @ Center ft 10.72 2.25 C�X= 942.5 0.0 961.7 2,616.2 184.9 1,080.0 1,242.09 fb:Actual Allowable psi 1,173.0 1,242.0 Fb: psi Bending OK 3,450.0 Bending OK Bending OK Bending OK Bending OK 143.3 18.3 46.5 0.0 62.9 F :Actual Allow psi 345.0 172.5 207.0 snea180.0 Shea 207 0 v:Allowable psi Shear OK Shear OK Shear OK OK Reactions 420.00 0.00 600.00 lbs 3,510.63 135.00 0.00 1,000.006 @ Left End DL 225.00 700.00 1,600.00 LL lbs 5,600.94 360.00 1,120.00 0.00 Max.DL+LL lbs 9,111111.57 490.00 600.00 135.00 420.00 1,000.00 @ Right End DL lbs 2,858.87 225.00 700.00 1,335.00 LL lbs 5,193.55 1,600.00 Max.DL+LL lbs 8,052.42 360.00 1,120.00 1,825.00 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflections 0.000 -0.073 in -0.332 -0.004 -0.1400.0 0.07 Center fl Deo 723.4 12 081.4 1,196.56 1,641.66 Uer L Ratio -0.007 -0.234 0.000 Center fl Deo in 451.35 717 9 0.0 984.9 7,248.9 0.000 -0.195 Uefl Ratio -0.012 -0.374 5.0001 CenteroTotal Defl in -0.864 2 250 7.000 0.000 Location ft 10.000 448.7 0.0 615.6 UDefl Ratio 277.9 4,530.5 Title: PLAN 3413 Job# Dsgnr: TRE: RESIDENCE Date: 1:28PM, 20 OCT 14 Description SF Scope: STRUCTURAL DESIGN Rev: 580006 & Joist Use:M-060297,Ver 5.8.0,1-Dec-2003 Timber Beam (c)1983-2003 ENERCALC Engineering SoftwarePage 1 Description 3413 ABCD CRAWLSPACE FRAMING 14252_Plan_3413.ecw:CRAWLSPACEFRAMING LTimber Member Information 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 5.00 Dead Load #/ft 255.00 Live Load #/ft 680.00 Point#1 DL lbs LL lbs @X ft Point#2 DL lbs LL lbs @x ft [Results Ratio= 0.9774 Mmax @ Center in-k 35.06 @° X= ft 2.50 fb:Actual psi 1,143.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 105.0 Fv:Allowable psi 180.0 Shear OK [Reactions @ Left End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 @ Right End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 [Deflections Ratio OK Center DL Defl in -0.020 UDefl Ratio 2,975.6 Center LL Defl in -0.054 UDefl Ratio 1,115.9 Center Total Defl in -0.074 Location ft 2.500 UDefl Ratio 811.5 TJI JOISTS and RAFTERS I 1 Code 1 Code I Code -_,Suggest Suggest Suggest Lplck 1 Lpick Lpick_G Lpick 1 - -I-- d --t-Spa. LL DL M- -- -max b dmax V ma-x-- El L fb L fv L TL240'L LL360 i L max TL netl. I LLldefl. L TL360 L LL480 L(n aux TL In�fl T fa eofl: LL In)fI''L gat oft size&grade width(in.) depth(in.)I (in.) (psf) (pst) (ft-lbs) (psi) 1 (psi) (ft.) (ft) (ft.) ' (ft.) 1 (ft.) (in.) (in.) (ft.) (ft.) ---- -"-""-" 40 15 2380 1220 1.40E+08 14 71 27 73 15 23 14.80' _ .14.71 0.66j 048 13 31 13.45 13 31 0.44 360 0 32� 495 9.6'TJI 110 _._ 1.75 9 5 19.21 16.11 15.731 _ 7 15.731 0.72 0.52 14.14 14.29 14.14 0.47 360 0.341 495 59.5"TJI 110 110! 1.75! 9 51 12- 40 40 151 2380 12201 1.40E+08 2380 1220 1.40E+08 18.611 44.36 17.82 17.31 17.311 0.79 0.58 1156.5777 15 73 1156.5777 00.55261 360 00.3481 495 1 40E+OS 20.80 55.45 19.19_ 18.641 18.64 0:85 0.62_ 16.94 F 360 • 495 95 TJI 110 _ 1.75 9.5 9.6; 40 15 2380 1220L__. _._ _ 'i 9.5"TJI 110, 1.75, 9.51 19.21 40 101 2500 1220. 1.57E+08 15.81 30.50 16241 15.371 15.37 0.64 0.51 14.27 1327 . 13 97 0A41 384 0.35 480 9.5"TJI 110 1,75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 -'. 014414 0.46 384 037 rl 480 9.5"TJI 1101 _1.751 9.51 121 40_ _10{ -_2500 12201 157E+08 20 00 48 80 19.11! _17.981._-_ 17.98 0.751__ 0_60 16.69 16.34 16 34 0 51 384 0..41 480 9.5"TJI 1101 1.75 9.5 9.6h 40 10. 11 1 ) 19.37 1 1 19.37 0.81t 0.65 17.98 17.60 17.60 ....0.55 384 0.44 480 2500 12201 1.57E+08 22.36 61.00 20 58 I ' `16.08 +15 74> :�',15.74 384 480 9.5"TJI 2101 2.06251 9.5 19.2) 40 101 3000 1330 107E+08 18.97 39.90 18 40 17.32 17 32 0.72 301 16.30; 0.6811 0.58 15.13 14 81 14 81 00.4469 384 00.3379 48 9.5"TJI 210 2.0625 9.5 16" y_ -- 19.06 0 79 0.64 17.70 17.32 17.32 0.54t 384 0.43 480 - - ---- _ 1-- ---4--- -- 10.531 �- f 20.53 20.53 0.861 0.68 19.06 18.66 '18 66 0.58 384 0A7 480 9 5 TJI 210 2.06251 9.5� 12 40 10 3000 1330 1,87E+08 2121 53 20 20 26 9.5"TJI 210 2.0625; 9.51 9.6 40 10 3000 1330: 1.87E+08 24.49 66.50 21 82 9.5"TJI 230) 2.31251 9.5) 19.2) 40 10 3330 13301 2.06E+08 18.25) 33.25 17.891 16.83 16.831 0.70 0.561 15.63 15.29 15.29 0.481 384 0.38 480 9.5"TJI 230 2.3125 9.5 16 40 10 9.5"TJI 230 2.3125 9.51 12 40 10 3330 1330) 2.06E+08 23.08 53.20 20.921 19.69 19.691 0.821 0.66 18.28 17.89 17.89 0.561 384._...0.45 .... 480 9.5"TJI 230 2.3125 9.51 9.6 40 10 3330 13301 2.06E+08 25.81 66.50 22.541 21.21 21.211 0.881 0.71 19.89 19.27 19.27 0.601 384 0.48 480 2 480 0' 11.875"TJI 110 1.751 11.875 19.2 40 10 3160 1560 2.67E+08 17.78 39.00 19.501 1825 17.78, 0 671 0.54 17.04 16.67 16.67 0.52 384 0. 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560. 2.67E+08 19.47 46.80 20.72 1560, 2.67E+08 22.49 62.40 22.811 21.461.50 21.46 0 891 0.72 19.93 19.50 19 50 0 61 384 0 491 480 11.875"TJI 1101 1.751 11.8751 161 40 10 3160 23 12 0 961 0.77 21.46 21.01 21 01 0.661 384.. ._0 531 480 11.875"TJI 1101 1.75, 11.8751 9.61 40 101 3160 1560 2.67E+08 25.14 78.00 24.571 23.121 -- - _--_- - _- - -_ - _ - -- - --_ - - 1 a18.00 17 62 17 82 0 55 384 0.44 480 r 1_ 11.875"TJI 2101 2.06251 11 8751 19.21 40 101 3795 1655 3.15E+08 1921.34 41,65 21.91 10.61 10.61 0.811 ; 1 .13 11.875"5"TJI121p 2.0625 11.875 16 40 '' 10 3795 1655 '3.15E+081 21.34 49,65 66.20 2410 22.681_ 22 68� 0.15!,__ 0 76 29 05 20 6? 20 Bt 0 64 384 0 521.._._.80. 11.875"TJI 2101_ 2.06221_ 11.875 161_ 40 101 3795 1655: 3.15E+08 24.64155, 11.875"TJI 210L2.0625 11.875 9.61 40 101 3795 16551 3.15E+08 27.55; 82.75 25.96' 24.431 24.43., 1.02) 0.81 22.68 22.20 22?0 0 69 384 0.551 480 11.875"TJI 2301 2.3125 11.8751 19.21 40 101 4215 1655; 3.47E+08' 22.491 41.38 21.281 49.65 22.62 20 28 21 28 0.891 0.71 19.76 ]] 19.34. '(934 0 60 384 0 48 480 11.875'TJI 230 2.3125 11.875 16 40 10 4215 1655 2134 21.28 21.28 11.875""TJI 230 2.31251 11.875[_ 12 40 10 4215 1655: 3.47E+08 25.971_66.20 82.75 26 811 25 231 25.23'; 0.98 05 0 841 23 42 22 93 22 93 0 721 384 0 571 480 11 875"TJI 230 2.3125 11 875E 9.6 40 10 4215 1655E 3.47E+08 29.031.-_ __. 1 I ' , 18.28 17 89 17 89 0.56; 384 0.451 480 I 11.875"RFPI 400 2.0625 11.875) 19.21 40 101 4315 1480] 3.30E+08 20.771 37.00 20.93, 19.69, 19.69 0.82 0.66 1 ... 11.875"RFPI 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 10.01 0 59 384 0.48 480 23.03 22.54 20.94 0.60; 3841 0.521 480 11.875"RFPI 4001 2.06251 11.8751 161 40 10i 43151, 1480; 3.30E+08 26.281 59.20 4315 1480; 3.30E+08 29.381 74.00 26.37, 24.811 24.811 1.03, 0.831 I 0.771 1 21331 20.93 2053 0651 384 0561 480 11.875"RFPI 400 2.0625' 11.8751 9.61 40 l0i Page 1 D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (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 Desi,n Bucklin•Factor D+L+S c 0.80 Constant > Section 3.7.1.5 - Cr - KcE 0.30 Constant > Section 3.7.1.5 -- ----------------.....-_..._ Cb Cf(FbJ Cf(FcJ 1997 NDS -- --- ""-- atlas > Section 2.3.10 - Bondi". Com.. Size Size Re ` Cd(FbJ Cb Cd(FcJ Eq.3.7-1 NDS 3.9.2 Max.Wall duration dura8oa factor factor use Stud Grade Width De.h S.acin.,Hai.ht Le/d Vert.Load Hor.Loa u 1.0 Load vj Plat:Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc I fc/F'c fb fb/ in. in. In. ft. pif psf pif , Fb Fc _ ..i .si psi 1 'Si ,sI _ H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0.9916 _ 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,2 0,000 854 506 ,966 515.42 441.22 439.37 1.00 0.00 Fb�(1 i 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 1,200,000 854 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 0.9947 2657.8 1.00 1.15 1.1 1.051 1.15 675 405 i 800 1,200,000 854 508 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 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 1,200,000 854 506 966 449.95 395.22, 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 _ 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 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 1.001 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 1,15 675 425 725 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 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 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 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.151.1 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 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 I-1-F#2 - 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 1011.45 837.57 506.18 0.80 0.00 0.000 H-F#2 1.5 5.5 16 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 1203.70 946.771 506 .18 0.53 0.00 0.000 I) SPF#2 1.5 15.5 16 7.7083 16.8 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 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 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 0.9917 3287.1 1.00 1.15 1.3 110 1.15 875 425 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 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 IMMEMMIMMIIIMIIIIIIIIMMIMMIMMMIMMIMMIMIMMMMM D+L+W CTM 14189-Betahny Creek Falls LOAD CASE (1273) (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+W c0.80(Constant)> Section 3.7.1.5 _ .__...-_....�__-._._.__........-CfCFb) �f(Fc) 1997 NDS KcE 0.30(Constant)> Section 3.7.1.5 Cd b Cb Cf Fc E..9NO Cb wades) > Section 2.3.10 Bending Comp. Size Size Rep. �) _ .7-1 NDS 3.9.2 Max.Wall duration durationfactor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load o 1.0 Load ftil Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/Fc fb fb/ in. in. in. ft. PB psf plf _,bL(Fc) psi psi , psi psi psi psi psi psi Psi psi psi Fb"(1-fc/Fce) FI-F Stud 1.5 3.5 16 relaile 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 1,366 508 840 515.42 427.08 273.02 0,64 378.78 0.586 H-F Stud 1.5 3.5 18 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 _ B00 1,200,000 1,366_ 506 840 378.09 333.99 191.75 0.57 447.52 0.665 11-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 _ 405 800 1,200,000 1,366 506 840 378.09 333.89 217.14 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 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 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 1,366 508. 840 449.95 384.87 271.43 0.71 271.03 0.500 )1-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 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 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 28.4 1060 9.71 0.9971 2091.8 1.60 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 0.65 376.74 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 _ 725 1.200,000 1,366 531 761.25 378.09 328.30 177.78 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 1,366 531 761.25 378.09 328.30 214.29 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 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1:60 1_00 1.1 1.05.1.15 675 425 X725 1_200,0001,366 531 761_25 449_95 376.35267.62 0.71_271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13' 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200.000 1,386 531 761.251 449.95 376.35 294.60 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 2,0331 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.8 3132 8.46! 0.5743 I 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 506 1430 MI 804.50 506.18 0.63 181.23 0.178 H-F M2 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 1,300,000 506 1430 899.13 506.18 0.56 146.34 0.124 SPF#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 1265 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 1.60 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 0.60 146.34 0.118 I 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® 761.25 144.26 138.14 17.78 0.13 M#N### 0.979 SPF#2 1.5 5.5 18 19 41.5 860 9. 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+,SS CT#14189-Betahny Creek Falls LOAD CASE Ke 1,00 Design Bucktin Factor (12-14) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: - 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 c 0.80(Constant)>. D+L+W+S/p , .-..__ ) Sedlon 3.7_1.5 Cr KcE 0.30 Constant > Section 3.7.1.5 Cb dries > Section 2.3.10 - - Cf b Cf c 1997 NDS - ""--------- _Bending Comp, Size Size Rep. - Stud Grade Width Depth S adn�, NDS 3.9.2 Max.Wall duration duration factor factor use - - Cd(Fb/ Cb Cd Fc E•.3.7-1_ Pt p Height Le/d Vert,Load Hor,Load <=1.0 Load 412 Plat.Cd(Fb)Cd(Fc) Cf ClCr Fb Fc perp Fc E Fb' Fc perp' in. in. in. R. .If P P Fce psi fc fc/F'c fb Fce) H-F Stud 1.5 3.5 18 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 (Fb).1 1 0 1.15 675 _ 405_ 800 1,200,000 1,3661 506 968si psi �/ psi Pd psi psi psi psi ® psi psi .599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9988 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 194.29 0.57 447.521 Fb'•(1-(0674 H-F Stud 1.5 3.5 12 9 30.9 1150 8,46 0,9969 2657.8 1.60 1,15 1.1 1.05 1.15 675 405_ 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0,584 H-F Stud 1.5 3.5 16 8.25 28.3 9651111111.1[]] 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 875 40 800 1,200,000 1,366 506_ 966 449.95 395.22 250.16 0.63 381.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,366 508 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 _ 1.60 _1.15 1.1 1.05 1.15 675 405 , 800 1,200,000 1,366 508 966 449,95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 28.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 _ 425 725 1,200,0 r 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 1,200,0 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9844 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336,17 217.14 0.65 335.64 0.577 1,386 531 875.438 515.42 431.52 274.29 0.64 376.78 o.55 'I SPF Stud 1.5 3.5 16 8.25 28,3 975 8.13 0.9952 2091,6 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95_ 388.13 247.62_ 0.64 361.37 0.586 SPF Stud 1.5 3,5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.80 1.15 1.1 1.05 1.15 675 425725 1,200,000 1,366\ 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 4183.6 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 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 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 0.49 152.58 0.119 H-F#2 1.5 5.5 18 9 19.6 3132 8.46 0.5437 31324 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5,5 16 8.25 18,0 3132 8.13 0.4100 _ 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 0.53 148.34_ 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 _1,601.15 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 19.6 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 1089.25 850.16 531,23 0.62 181,23 0,169 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 0.9955 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 17.78 0.13###### 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 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. 108.67 0.45 927.02 0,788 H-F#2 1.5 5.5 16 19 41.5 600 8.71 0.9901 3132.4 1.60 1.15 1,3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220,14 96,97 0.44 927.02 0.796 Page 1 D+L+S+.5W 2.3.1 CT#14189-Betahny Creek alls t! LOAD CASE (12-15) BASED _-II/-pA-S-1997_=SE�CTI 2.1 2= 3= 3�M11111111=11111 - Ke �r']L•Con:t: �_- ��_--_ � 1997 NDS__ 0 80 ons ant}'Seczn 3.7.1.5-- = M_IIM ®� 0 30 Constant > Section 3.7.1.5--��Bendin• Com,. Size ,5--- �� ,�, �Sec9on 2.3.10 --_ NDS 3.9.2 d:.Well Cdration Cd F factor tactor use .sl ��f�_.�_ Stud Orade� �Vert.Load Hoc Load 1.0 load c!PIM- Fb Cd Fci Ct Cf Cr �� 51, minwi �� [(�}][�1- 675 �� ....Psi �� gra_®®®0�� 09935 800 1,200,000 340 00 IY3 _____ _____ �ci 1.15 ®I' ® 675 i��1,200,000 EEIVININIEZ H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 378.09 340.90 262.86 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 0.77077 1818®® 0.9999 3986.7 1.60 1.15 1.1 1.05® 675 1,200,000 1,366 506 449.95 m ' � 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 1,366 508 966 449.95 395.22 320.00 0.81 135.51 0.34 H-F Stud ®®��® 1.60 1.15 SPF Stud431.52 333.97 0.77 0.392 11111111111117.7083 1315 4.855 0.9907 2091.8 ®1.05®IS 425 ®1200,000 1,366 531 875.438® 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 1,388 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9922 2789.18 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 531 875.438 378.09® 299.68 260.95 077 18569_0396 SPF Stud 1.5 3.5 16 8.25 28.3 1160 4.065 0.9922 2091.8 1.60 1 15 1 60 KEEN 11 1.05 1 15 675 425 725 1 200 000 1 1 05 1 15 675 _425 725 1.200,000 1,36 m 87 449 95 449.95M I 1 336.19 0 91 135 54 0 334 SPF Stud 1.5 35 N 8.25 630 4.085 0.9973 MUM SPF Stud 1.5 3.5 8.25Sil 2630 4.085 0.9969 4183.8 1.80 1.151.05 1.15 675 425 725 1200,000 1,988® H-F#2 ®® . 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 ®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 0.069 H-F#2 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.10 1.15 850 405 405 1300IIIIII 1,300,000 2 033 1844.51 00 000 2 033 506 1011.45 837.57 506.180.60 90.61 0.089 H-F#2 -®� ® ®®�® ' 0.5211, 0.057 ®®�BEIN 3287 4.855 0.3304 3287.1 1.60 1.15 ®1.10 EMS425 1150 1,400,000 2,093®1454.75® 1015.45 531.23 0.62 90.81 0.085 1 400,000 ®1454.75 850.16® SPF#2 1.60 1.15 ®�' 1.15 _ 1296.30 945.38® 0.56111210111111111111/SPF#2 ®®�-� I` ° 1.15 ®� .15 11211111311111111111 1-400,000 ' SPF#2 ®®��`��'' �"�' ``�IM.■■■... ---- .. -11111111111111111111111111111150.110 139.02 64.76 0.47hill 0.779 ®® ®®®®1,200,000®®®®SPF Stud 255 4.23 0.9959 2091.8 1.60 1.05 151.11 0.84 0.580 SPF#2 -® �" 0.9925 1.60 ®®1.10® 425 m 1.400,000 ®Q� ® 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 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 r :. D+Lr S.7E CT#14189-Betabny Creek Falls I LOAD CASE Ke t.00 Design Bucidin.Factor I (+S+E/ I (BASED ON ANSI/AFBPA NDS-1887) SEE SECTION: 2.3,1 2,3.1 23.1 3 7 1 3.7.1 c 0.80(Constant): Sectlon 3.71.5 D+L+S+El1.4 KcE 0.30 Constant Section 3.7.1.5 - ---�M��a® -[ Secdon 2.3.10 _---Bendint[�IRe, ___- ��=1997 NDS�__� Stu®� �® NDS 3.9.2 Ma.Wall duration duratlo factor factor use � �� -__ __Vert.Load Hoc.Load =1.0 Load Plat:Cd b Cd Fc Cf Cf Cr � � c fc ®� H-F Stud ®®��' �® 0.0003 �� r �� i I ��I psi �� 3�� Po/ imminnimum H-F Stud mown 12 30.9-�"® 0.9960 1.60 1.15 1.1 ®® � 1.zoo oo0�im,�ry�, +••, �'�Fb"1-f Fce( �E7IMME 7® ®� Eja 120o000 �fII� 0.336 iammilm ®® 12 1.60 1.15 1.1 1.05® 800 1200000 378.0931•�i 258.51 H-F Stud ®® 0.9961 1.60 1.15 1.1 1.05 ��-- 378.09 340.90 270.48 H-F Stud ®®® �® 0.9947 2657.8 ® ' 1,200,000�rm�Em 449.95 t'� ®® e.zs ®®�' 1.15��1,200,000�i..��.,+,��®®�158.68�i cm ®®� ®�"'® 0.9966 3986.7 1.15 Rpm 1-151011.132.1311 1,200,000 986 ® 0.87 i 79.34�� SPF Stud 7 7083� Q.�• � 342.86 0.87 79.34 ®�� 1395 3.57 0.9984 2091.8 1.60 1.15 1.05 1.15 675 425 ®1200,000 ®�®_ •IMEM00 ' 2091.8 1.60 ® fi 1.15 675 425 431.52 354.29 0.72 188.85 0324 ®®�� r 0.9962 2789.1 1_200,000® - 0.76 188.85 SPF Stud ®®� ]�, ®��®�� 1200,000 0.366 SPFStud I1 5N 3.5 8.25 28.3 1690®®� ®®1C' ® 675 ® �•r'- ®�]] ��rstr�r� ..- _ ��®1,200,000-® •. ® r asL SPF Stud 1.5 3.5 8.25 28.3 2670® 0.9987 4183.6 1.60 1.15 1.05 1.15 875 425 725 1200000 1,366 531 425 725 1 200 000 1 366 5V® 449.95 388.13 339.05 0.87 79.34 0.236 �s� 449.95 321.90®1® 0.306 236 ill H-F#2 ®®��'•` ®® '�i.��cc____ ®® '® 850 -®�� ®® 3132.4 �''�®®�® 850 ®®1.300,000�� r�• 1 508.18 56.10 0.075 �r�-®i[� ®® 3132.4 1.300.000 �� 0.60 0.075 ®®�®�i(�m�1,300,000�j� 16aa.s�� SPF#2 1.5 ®.2 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 ®® SPF#2 1.5 ®�� 196 MEM 3.57 0.4618 3287.1 1.60 1.15 1.3 7'10 1.15 875 425 1150 1,400,000 2,093®1454.75 1015.45 531.23) 5.310 ®®� �[;� 3.57 - 1.15 875 425 1150 1,400,000-® 1089.25 0.042 MIXEMINIMES �...---_4261.1 1.60 _iis i.a�]1.15 t}��,i 1150 t,doo,000®m®i�SFj�� SPF Stud ®��I®" ® 0.9881 2091.8 - 1.15 -N wits.151t3a�� zoo woman 875.438 �i• _ SPF#2 1.5 ® --11 41.5 -_ --- -_--_�__® H-F#2 1.5 5.5 16 19 41.5® 3.57 0.9939 31287.1 teo 32.4 1.60 ® 1.3 1.10®�1.15 850 115 875 ® 130-0-1,300,000 2,033® 1® ®226.94 220.14 152.73 0.69 340.83 0.513 ��Q� 0.500 Page 1 150 Nickerson St rattetle,3etit A * 95109 Project: pee: "-•.`" (f06)2156-4512 PAX: Client: Page Number: (206)2654615 iFTT AVD) pzx ( /50y, ths4c)) :rot Floc 4`•"re • is, 1 40 FuwM L No Mots ) vs- fLk 144- (4-o.05) 'kit> 10- .154t2, 41220 - 2(31,0 144 , pV tot-. ggfrtYr,.?, 40+- igo .40W -0- . itS 92 511r4d--A5- e 0 c 45- 3cA 2. to hiresfr j4211:tals 12 12 q 7X. 7-k eit.f. 1117-4-V. lovw 199 fry 34*(‘ Se(t- ti4A Structural Engineers ENGINEERING 180 Nickerson St. ir-��,}j� Suite 302 Project: t "� t i N C. Seattle,WA Date: (206) �t rP-4.041-4.j ,}, 9(206)285-4512 Client: Si er/ -4.041 ‘41---31)11,1.0e2- -Page Number: (206)285-6618 PRt 4/ ty& 14.i. 'v Pte— /60407,T &kS 4- k" P 5 -1' 'A z.,; avciitu4.. g . tityri 7 tr �" G+09 10D- _ i0D 11.7 iy lei '' 5, ( zs P) 30' 5Q ' l z-i 12 ,-F 12. . ; ; (5,j: e2 =- i , J9( _QtitTAitc Pliri-e SLY Pj � • W/) e6 W_- -. :Di ► I 1 Tv 2 a • "e . Structural Engineers 7, 180 Nickerson St. Suite 302 CT ENGINEERING - I N C Seattle,WA „ __. OP 52 : Project. 41 . 1 itIADS)LL -----) i'16-P eotir - 2Cwittoc Date: 9-Vi 1. 06 -•,,---t- : . 28 - 4512 9(208160)9- . FAX: 2012 P?-)e..-/ -00., e 1)'PLIOS/ -f,17 Q% Page Number: (206)285-0618 Client: 1. , . . . , ;. ! , ; - - . , ; , • ; .; - ..i. , - • . . ',.• , . '. - . , ; . ,-,,gi2: - .t,Jim .x4r:PL,-im- ..$), ,, LAE , , , : : . . , t : :,,"v-, i • • . : L.F.i.„t„) ". 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' ', 2:: ACFAII ' , . AP ..4'.-1-" ''''' • , .?..' • ; W\ø , ' 71ift Zik4- ! 69- ' . ' : . -, ,,,. :, , i• il :,,, , ,..._..,..k _ ' ' - ' ' • . Hilirlintrilill '' ' ' ' — • ! " N' .: • , , Vi'. • 1 . , ' 1 -4.5)-pl.ilf.q.,Fo e? Structural Engineers .?g..41;11/3C 4-,3.6.4; 3 — Design Maps Summary Report Page 1 of 1 111/ 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 7 I � � 8Yft1�illla i' : f 2" ,'..,1 -'', :,;13f. 'w-rif,,,, ,,,-: 7':,--1 li ' t- .. L4,4_, -0.'444 A-l',.,-;.,134' 1 i,: i 0.2'00004.4‘,5:55,2 , w -:� ma c...,.. z E a . .,i < ,4" " :ld x ;". -''.,4:::,,,,_,77-74;1'''..,i ` . £si > :_ 2 e`xn' 3 } - -��. " �?� €.F Ott #�y g r �`- .' �a'° ill: E j��'�� l L �r � � t : RlC s 1 ' USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S°5 = 0.720 g Sl = 0.423 g SM: = 0.667 g S°3 = 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. NICE*Response Spectrum Design Response Spectrum an 11000 t#. 07) 01, 0410 0.04 .S40,77 oa S 0,46 c 040 r a 72 tu0 a. z 24,,. 0.16 0.11 *44'0.00 0.20 0.40 0.40 0.00 1.00 1.20 1.40 1.00 1.410 2.00 a 0.00 a 20 0.40 0.40 044 1.00 1.20 1.40 I.GO 1.00 2.00 (mac) period,T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 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 2012 IBC ASCE 7-10 Step# TYPE= II Table 1604.5 Table 1.5-1 1. RISK CATEGORY 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 20.3-1 Ss= 1.10 Figure Table 1613.3.1(1613.3.3(2)1) Figure 22-1 4. 0.2 Sec.Spectral Response Si 0.50 Figure 1613.3.1(2) Figure 22-2 5. 1.0 Sec.Spectral Response = Latitude= Varies N Longitude=Varies W http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usgs.qov/designmaps/us/application.php 6. Site Coefficient(short period) F.= 1.06 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= 1.17 EQ 16-37 EQ 11.4-1 SMs=F.*Ss EQ 11.4-2 SM1=F„'`S, SM,= 0.75 EQ 16-38 EQ 16-39 EQ 11.4-3 SDs=2/3"SMs SDS= 0.78 EQ 16-40 EQ 11.4-4 SDI= 2/3*SM, So,= 0.50 SDC = D 8. Seismic Design Category 0.2s s Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.Os SDC, = D Table 1613.3.5(2) Table 11.6-2 Max. Max. 10. Seismic Design Category SDC= 0 - N/A Table 12.2-1 11. Wood structural panels - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 X20= 3.0 N/A Table 12.2-1 13. Overstrength FactorN/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 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#14252:Plan 3413 SIDS= 0.78 h„ = 18.00(ft) SDI= 0.50 x = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) lE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k= 1 ASCE 7-05(Section 12.8.3) TL= 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*TO/(TZ*(R/IE)) (for T>TL) 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>0.6 9) 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„x = DIAPHR. Story Elevation Height AREA DL w; w; *h,k w, *hXk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - 18.00' 18.00 1460 0.022' 32.12 578.2 0.59 3.58 3.58 2nd 8.00 10.00 10.00 1460 0.0281 40.88 408.8 0.41 2.53 6.11 1st(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 Fp, = DIAPHR. F, E F, w, E w, FPX = EF, *wpx 0.4*Sps*1E*Wp 0.2*Sps*IE*W, LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FP, Max. Fp, 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 2012 IBC F- ASCE 7-10 Ridge Elevation(ft)=4 30.00B S-S 30.004 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- -- Building Width= 34.0 43.0 ft. Fig. 26.5-1A thru C V ult. Wind Speed 3 sec.Gust 120 120>mph Figure 1609 V asd. Wind Speed 3Sec.Goat= � .0(9mph (ED 16-33) Exposure= B B Iw= 1.0 1.0; N/A N/A Roof Type= Gable Gable PS30A' 28.6 28.6 psf Figure 28.6-1 p330 e= 4.6 4.6 psf Figure 28.6-1 PS30 C= 20.7 20.7 psf Figure 28.6-1 4.7' C7 psf Figure 28.6-1 ps3g o= Figure= 1.00 1.00 28.6-1 Krt= 1.00 1.00 Section 26.8 windward/lee= 1.001.00,(Single Family Home) n`Krt"I : 1 1 Ps=X*Kzt*I*pa3g= (Eq.28.6-1) Pse= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Ps = 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PsAmac average= 24.7 24.7 psf (LRFD) Psaandoaverage= 4.7 4.7 psf (LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2`2a= 20.4 29.4 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00} 1.00" 0.89 4.89, 16 psf min. 16 psf min. width factor 2nd-> 1.00 0.89 wind(LRFD)wind(LRFD) VEAA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM DIA LEVEL h Elevation Height Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.fl) Vi(N-S) V(N-S) Vi(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 81.6 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 0 183.6 0 122.4 0 264.6 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 Ar= 1005 13.6 16.1 V(ns). 12.45 V(e-w)= 14.84 kips(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 WindNS ( ) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) DIAPHR. Story Elevation Height DESIGN SUM Wind(NS)(LRFD) Wind(E-W)(LRFD) LEVEL Height hi ft DESIGN SUM DESIGN SUM DESIGN SUM O Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Y(E-V) V(E-V Roof - 18.00 18.00 Roo 8.00 18.00 18.00 0.00 0.00 0.00' 0.00 8.70 0.00 000. 8.70 9.89 9.89 1st(base) 10.00 0.00 0.00 Q'�Q' 0.00 4.90 13.60 6.19 16.08 V(n-s)= 0.00 V(e-w)= 0.00 V(ns)= 13.60 V(e w)- 16.0 ki.s kips kips LRFD) kips LRFD DESIGN WIND-Min./Part2/Part1ASD ------ ---- __ --- Wind(N-S)(LRFD) indE-W ( )(LRFD )_- Wind(NS)(ASD) ind(E-W)(ASD) ----DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN LEVEL Height (ft) hi(ft) Vi(NS) V(NS) E-W) Vi SUM ( ) V(E-yy) Vi(NS) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 8.70 oo 10 0 0 8.70 9.89 9.89 5.22 5.22 4.90 13.60 6.19 16.08 3.72 5.94 1st(base) 0 0 0 2.94 8.16 3.72 9.65 V(n s)= 13.60 V(e-w)= ki s LRFD8 V(ns= ) 8.16 V(e-w)= 9.65 ki�s LRFD kips ASD - --_- ki.s ASD Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SCTHEETPROJECT TITLE:#: SDPWSCT#14252:SHEAPlanRWALL3413 VALUES PER TABLE 4.3A SHEATHING THICKNESS tshealhmg= 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. Ft dia.S.= 2.625 ASDSeismic Table 4.3A Wind SHEARWALL TYPE Table 4.3A 7/16"w/8d common V seismic V wind V w allowable V s allowable modify per S.G (15/32"values per (SDPWS-2008) (divide modify by r 2.0 S. G. (SDPWS-2008) G. (divide by 2.0 G. footnote 2) (for ASD) (for ASD) 1 0 1 150 1501 P6TN 150 150 50 339 1065 P6 520 242 7495 1370 P4 760' 353 ' 95 13 P3 980 456 790 8327 P2 1280' 595 ; 990 2P4 1520 707 21302740 194 2P3 1960 911 3580' 1665 2P2 2560 11904650 N.G. 10000 4650 10000 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 Wind SHEARWALL TYPE Table 2306.4.7 Seismic V w allowable w/1 114"screw V allowable V s allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed 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 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: Roof Panel Height= 9 ft. 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. per SDPWS-2006 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pi= 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 v i Type Type v i OTM RoTM line Usum OTM ROTM Unet Usum U,,,,,, HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (PIO (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 456 20,0 24.0 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. 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E- -xt. left 3 274 12.0 16.0 1,00 0.00 0.98 0.00 0.67 0.00 1.00 1.00 56 P6TN P6TN 82 6.05 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--- 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0-_ - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right1** 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. 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 0.0 1'.00 0.00' 0.00 0.00 0.00 0.00 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 O. 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -` 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00 0.00 0.00 0.00 1.00 0.00 0__ 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.0 0.0 1;00 0.00' 0,00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-_ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0---- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.001 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0-- - - 0 0,0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ " 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 72.0 70.0=L eff. 5.22 0.00 3.58 0.00 " EVMnd 5.22 EVEQ 3.58 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#14252:Plan 3413 Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 2.53 kips Design Wind N-S V i= 2.94 kips Max.aspect=. ___3.5'S. 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)D+0.7 p Ge 0.6D+W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.G. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Ma. HD C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Usum OTM RoTM Unel Ucum Wall ID T.A. Lwall L(f,H, l (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) (sgft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (PIO 0.79 Ext, left 1 730 34.0 400 1.00 0.15 1.47 2.61 1.27 1.79 1.00 1.00 90 P6TN P6TN 1200 30.56 0.56 50.49 -0.60 0.40 0 60 1.00 0.00 40.79 60.20 0.00 0.00 0.00 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 0.00 000 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 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 Ext left 3** 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 0.53 0.00 0.00 0.00 0.78 0.00 0, 0.0 0.0 1.00 0.00. ' 0.00 0.00 0.00 0.00 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--- - 1830- Ext, rightl** 730 40.0 40.0 0.89 0,15 1.47 2.61 1.27 1.79 1.00 1.00 86 P6TN P6TN 1155 30.56 0.56 59.40 -0.73 -9.40 0.00 0.00. 40 00 72.00 -0.79 -2.03 1.76 0.00 0 03 0 76 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 0.00J 0.00 0.00 0.00 0.00 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. rights 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-" - 0 00.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- "-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- "_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0.001 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 O 0.0 ` 0.0 1.00 0.00" 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -�" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- "_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.001 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 O 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 1460 74.0 69.6=L eff. 2.94 5.22 2.53 3.58 1.00 EV wind 8.16 EVEQ 6.11 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: Roof Panel Height= 9 ft. Seismic V I= 3.58 ki s Max.aspect= 3.5''SDPWS Table 4.3.4 p Design Wind E-W V i= 5.94 kips 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. Wnd 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 OTMROTM Unet 11sum OTM orM E.Q. E.Q. E.Q. Wind ROTM Wind Wind Max. (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p Unet Uaum Usum HD (pit) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) Fr- ont BR2* 263 6.8 12.3 1.00 0.15 1.07 0.00 0.64 0.00 1.00 1.00 96 P6TN P6 158 5.80 3.09 0.45 0.45 9.62 3.75 0.97 (0.97 (0 97 Front BR- 329 8.7 15.2 1.00 0.00 0.04 0.00 0.81.00 0.00 0.00 1.00 0.00 1.00 0.00 93 P6TN P6 154 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front loft* 138 4,0 6.5 1.00 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 - - 7.26 4.88 0.30 0.30 12.04 5.92 0.76 0.76 0.76 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0___ In- -t 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 0.001 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 Gar Rear 0 0.0 Q0 1.00 0.00, 0.00 0.00 0.00 0.00 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 1.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Re- -ar MSTR 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 0.61 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ._ Rear Living 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 0,0 1,00 0.00'= 0.00 0.00 0.00 0.00 1.00 0.00 0 --_ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.009 0.00 0.00 0.00 0.00 1.00 0.00 0-__ 0 0.00 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Notes: * EVwind 5.94 EVEa 3.58 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 Seismic V i= 2.53 kips Design Wind E-W V i= 3.72 kips Panel p = 10 ft. Sum Seismic V I= 6.11 kips Sum Wind E-W V I= 9.65 kips Max.aspect= 3.5'SDPWS Table 4.3.4 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W Min.Lwall= 2.86 ft. per SDPWS-2008 pi.= 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 Win Uedt Wind d Max. HD (ft) (ft) (soft) (ft) (ft) C u w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Wall ID T.A. LLI (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) (klf) (kip) (kip) (kip) (kip) p (p fl 0.00 0.00 0.00 0.00 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; 3.0 11.3 1.00 0.15 0.00 1.07 0.00 0.64 1.00 0.60 358 P3 P4 356 6.45 1.26 2.22 2.67 10.69 1.53 3.93 4.89 4.89 0' 0.0 ' 0.0 1.00 0.00. 44 446 8.07 1.58 2.78 3.08 13.38 1.91 4.91 5.68 5.68 - - Gar AB r 0' 3.0 14.2' 1.00 0.15 0.00 1.34 0.00 0.81 1.00 0.60 188 P6 P4 0 0.00 0.00 10.07 10.69 0.001 1.08 1.94 3.11 3.11 Int pdr 0 3.0 ', 8.0 1:00 0.15' 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 3.1 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 00 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 4 0 0 0 1.00 0.00 0.00 0.00 2.74 0.00 10.86 0.00 1.00.86 0.00 1.00 10.00 0 0 0.00 0.00 1.40 1.40 0.00 0.00 0.00 0.00 0.00 Gar Rear 1075 14.0 16.0 1.00 0'00, 0.00 0.00 0.0 0.00 1.00 0.00 1330 P6TN P6 195 18.64 0.00 1.40 1.40 27.36 0.00 2.05 2.05 2.05 Gar Rear- - 00 0.0 0.0 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 4.5 0.0 1.00 0.00 0.33 0.00 0.00 0.00 1.00 0.00 0 _ 304 8.22 2.57 1.54 1.54 13.16 3.124 2.74 2.741 2.74 Rear Dining 128 4.5 8.0 1..40 0.3Q 0.33 0 99 0 22 0.60 1 00 0 807 203 P6 P6 P6 P6 292 8.22 2.67 1.45 1.61 13.16 3.24 2.59 3.19 3.19 Rear Dining 128 4.3 8.0 1.00 0.3 1.28 0.00 0.00 0.00 0.00 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 LIV* 129 5.0 ' 17.0 1.00 0.30 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 0 0.0 0.0 1.00 0.00 _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 00 0. '^ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 O.OQ' 0.00 0.00 0.00 0.00 1.00 0.00 0"" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 "" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0"' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0', 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -� 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1_00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0 0' 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 "' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0 00 0. "' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 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 -- 1460 36.8 36.8=L eff. 3.72 5.94 2.53 6.123.59 EVwind 9.65 EVEO Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: GT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2* Roof Level w dl= 150 p/f V eq 810.0 pounds V1 eq= 405.0 pounds V3 eq= 405.0 pounds V w-1X0.0 pounds V1 w= 670.0 pounds V3 w= 670.0 pounds A v hdr eq= 65.6 p/f H head= Av hdr w= 108.6 p/f 1.083 vA Fdragl eq= 181 F2 eq= 181 Fdrag l w= •9 F2 -299 H pier= v1 eq= 118.4 p/f v3 eq= 118.4 plf P6TN E.Q. 4.0 vi w= 195.9 plf v3 w= 195.9 plf P6 WIND feet H total= 2w/h= 1 9.083 2w/h= 1 feet Fdrag3 eq= F4 e•- 181 Fdrag3 w=299 F4 w=299 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 65.6 p/f P6TN 4.0 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 L2= 5.5 L3= 3.4 Htotal/L= 0.74 Hpier/L1= 1.17 0 ► 4 Hpier/L3= 1.17 L total= 12.3 feet JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BRI` Roof Level w d1= 150 plf V3 eq= 505.0 pounds 505.0 pounds V eq 1010.0 pounds V1 eq= V3 w= 685.0 pounds V w= 1370.0' pounds V1 w= 685.0 pounds 66.6 If --> v hdr eq= P •H head= 1 v hdr w= 90.4 plf 1.083 Fdragl eq= 217 F2 eq= 217 • Fdragl w= '4 F2 -294 H pier= v1 eq= 116.6 plf v3 eq= 116.6 plf P6TN E.Q. 5.0 v1 w= 158.2 plf v3 w= 158.2 plf P6 WIND feet 2w/h= 1 H total= 2w/h= 1 Fdrag3 e9.083 q= F4 e.- 217 feet • 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 3.0 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= 4.3 L2= 6.5 L3= 4.3 Htotal/L= 0.60 I. .4 1.4 1. Hpier/L1= 1.15 i Hpier/L3= 1.15 L total= 15.2 feet JOB#: CT#14252: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 V w= 560.0 pounds V1 w= 280 0 V3 eq= 170.0 pounds _H pounds V3 w= 280.0 pounds v hdr eq= 52.3 pff -� H head= v hdr 86.2 Of w= 1.083 Fdrargl eq= 65 F2 eq- 2 _w= !8 F2 -10658 H pier= v1 eq= 85.0 pff 4.0 v3 eq= 85.0 pff P6TN E.Q. v1 w= 140.0 p/f v3 w= 140.0 pff P6TN WIND feet H total= 2w/h= 9.083 Fdra 3 e - 2w/h= 1 feet . g q F4 e.- 65 Fdrag3 w= 108 F4 w=108 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 52.3 Of P6TN 4.0 EQ Wind v sld 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: Htotal/L= L1 2.0 1.40 L2= 2.5 L3= 2.0 Hpier/L1= 2.00 lir Hpier/L3= 2.00 L total= 6.5 feet JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR* Roof Level w dl= 150 plf V eq 1790.0 pounds V1 eq= 1481.4 pounds V3 eq= 308.6 pounds V3 w= 512.1 pounds V w= 2970.0 pounds V1 w= 2457.9 pounds v hdr eq= 64.5 plf •H head= Iv hdr w= 107.0 plf 1.083 Fdragl eq= 320 F2 eq= 67 ♦ Fdragl w= F2 -111-1 wv3 eq= 82.3 Of P6TN E.Q. H pier= v1 e = 82.3 plf v3 w= 136.6 plf P6TN WIND 4.0 v1 w= 136.6 plf feet 1 2w/h= 1 H total= 2w/h= Fdrag3 eq= • F4-.- 67 feet9.08 = Fdrag3 w=531 F4 w=111 feet 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.5 plf P6TN 4.0 EQ Wind v sill w= 107.0 Of P6TN feet OTM 16259 26977 R OTM 28368 34653 UPLIFT -447 -283 Up above 0 0 UP sum -447 -283 H/L Ratios: L1= 18.0 L2= 6.0 L3= 3.8 Htotal/L= 0.33 ► 4 104 10 Hpier/L1= 0.22 L total= 27.8 feet Hpier/L3= 1.07 JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower LIV* Roof Level w dl= 150 plf V eq 850.0 pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w-10.0 pounds V1 w= 680.0 pounds V3 w= 680.0 pounds -_1. v hdr eq= 50.0 p/f ---I.- •H h = W v hdr w= 80.0 p/f 2.08ead3 - Fdragl eq= 300 F2 eq= 300 Fdragl w= -s 0 F2 -480 H pier= v1 eq= 170.0 plf 5.0 v3 e4= 170.0 of P6 E.Q. v1 w= 272.0 plf v3 w= 272.0 p/f P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 feet : Fdrag3 eq= -8 F4 e.- 300 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 v sill w= 80.0 plf 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 1.-4 Hpier/L3= 2.00 -. ► L total= 17.0 feet JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT' Roof Level w dl= 150 plf V3 eq= 345.3 pounds 474.7 pounds V eq 820.0 pounds V1 eq= V3 w= 555.8 pounds V w= 1320.0' pounds V1 w= 764.2 pounds 56.6 plf .— v hdr eq= 4 H head= 1v hdr w= 91.0 plf 2.083 Fdragl eq= 164 F2 eq= 119 A Fdragl w= -4 F2 - 192 H pier= v1 eq= 86.3 plf v3 eq= 86.3 plf P6TN E.Q. 5.0 vl w= 138.9 pH v3 w= 138.9 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 10.083 10.083 Fdrag3 eq= - F4 e•- 119 feet A Fdrag3 w=264 F4 w=192 2w/h= 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 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 11.-4 I. Hpier/L1= 0.91 o- Hpier/L3= 1.25 L total= 14.5 feet Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Allowable Design(ASD)Values per Frame Segment Minimum Width Maximum Height (in.) (ft) ShearMIbf ( ) Deflection(in.) Load Factor 16 8 850 0.33 10 625 3.09 0.44 2.97 24 8 1,675 0.38 10 2.88 1,125 0.51 3.42 Foundation for Wind or Seismic Loadingt''b'em (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 fora 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=3x,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. (0 If story drift is nota 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) 2'to for1single rough width of opening Header to signjack-studmstrap or double portal per wind design min 1000 lbf zipilv on both sides of opening wall - .I I 1 I opposite side of sheathing wgll height I■ rft.. ,,-,._, -:_tt . f.4;:i. , Fasten to late to header • with two rows of 16d 1sinker nails at 3"o.c.tYP 12' Fasten sheathing to header with 8d common or 1 galvanized box nails at 3"grid pattern as shownmax Mi .3/8"wood structural total `, panel sheathing wall `i Header to jack-stud sfra er winp s d desi n. • 9height Min 1000 Ibf on both sides of opening opposite side of sheathing. 10' Min.double 2x4 framing covered with min 3/8" If needed,panel splice edges max thick wood structural panel sheathing with shall occur over and be height • 8d common or galvanized box nails at 3"o.c. withinnailed to common blocking in all framing(studs,blocking,and sills) within middle 24"of portal NI typ. height.One row of 3"o.c. nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame 11 Mi n(2)3500 lb strap-type hold-downs .*I I construction (embedded into concrete and nailed into framing) Min double 2x4 post(king Min reinforcing of foundation,one#4 bar and jack stud).Number of I top and bottom of footingII .Lap bars 15"min. - jack studs per IRC tables I. Min footing size under opening is 12"x 12".A turned-down slab shall be permitted at door openings. Min 1000 lb hold-down device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— with 2"x 2'x 3/16"plate washer concrete and nailed into framing) 2 ©2014 APA—The Engineered Wood Association ��Roseburg J21 11-30-15 Forest Products Canrpany 8:05am CS Beam 4.21.0.1 1 of 1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 .., l,: E&SSk &b4K:T �"Ca .:W .e:. y et / 10 3 0 10 6 0 13 3 0 3400 / Bearings and Reactions Location Type Material Input Min Gravity Gravity 1 0' 0.000Wpe Length Required Reaction Uplift DFL Plate(625psi) 3.500" 1.750" 315# 2 10' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 827# _ 3 20' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 991# 4 34' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 387# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 250#(187p1f) 66#(49p1f) 2 658#(494p1f) 169#(126p1f) 3 773#(580p1f) 218#(163p1f) 4 302#(227plf) 85#(64p1f) Design spans 10' 0.375" 10' 6.000" 13' 0.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1078.'# 2820.W 38% 27.92' Negative Moment 1178.'# 2820.'# Odd Spans D+L 410° 20.75' Adjacent 2 D+L Shear 542.# End Reaction 547# 1220.# 44% 20.75' Adjacent 2 D+L .Reaac io 1151.# 33% 34' Odd Spans 991.# 1775.# 55% 27Ad acent 2 D+L TL Deflection 0.1609" .92' j LL Deflection 0.6516" L/971 27.92' Odd Spans D+L 0.1294" 0.3258" L/999+ 27.92' Odd Spans L Control: Max Int.React DOLs: Live=100% Snotn=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON Strong�Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER "Passing is defined as when the member,Floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEA PACIFIC LUMBER&,OREGON TRUSS must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 c4 Roseburg J1 MAIN 11-30-15 forest Prarkrcts Company 8:04am CS Beam 4.21.0.1 1 of 1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Top Lateral Bracing: Continuous Application: Floor Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: D Live Load: 40 PSF ry Building Code: IBC/IRC Dead Load: 12 PSF Deflection Criteria: U480 live, L/240 total Deck Connection: Glued&Nailed Filename: Beam1 12 7 0 12 7 0 Bearings and Reactions Location Type Material Input Min Gravity Gravity 1 0' 0.0 o WallLength Required Reaction Uplift 2 1 .000" Wall DFL Plate(625psi) N/A 1.750" 441# DFL Plate(625psi) N/A 1.750" 441# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 339#(255plf) 102#(76p1f) 2 339#(255plf) 102#(76p1f) Design spans 12' 8.750" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Positive Moment Actual Allowable Capacity Location 1404.'# 2820.'# 49% Loading Shear 441.# 1220.# 36% 0'6. Total Load D+L TL Deflection 0.2233" 40' Total Load D+L LL Deflection 0.6365" U889 6.29' TotalTotal Loadoa L 0.1717" 0.3182" U889 6.29' Control: LL Deflection L DOLS: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners Stron Tie KAMI L HENDERSON Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawng meets applicable design cdteda for Loads,Loading Conditions,and Spans listed on this sheet.The design PACIFIC LUMBER&TRUSS 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. BEAU OREGON 503-8588-9663-9663