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Specifications (19)
1(\&51 - 60 x:2-2 2-A 5 6uL) kioNco 5--k Structural Engineers Nv E E R N G~ 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206 285 4512 (V) 206.285.0618 (F) 4. V.—,IL,AiA V 1,11, #15238 '1 0 211i Structural Calculations , ..f itUILDING DIVISION River Terrace - PRo- Plan 3413 60 Elevation B r, Atk �REGNA►� Tigard, ORk, SFS T T. , � 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 P h: 360.695.7700 Fax: 360.693.4442 Architect: M ilbran dt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING INC 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 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: EAD'LOAD!S4 BU MARY ROOF Roofing- 3'.5 psf Roofing'-future 0.0 psf 5/8"plywood'(O.S.B) 2 2'psf Trusses at 24"o t 4'.0'psf Insulation 1.0'psf (1) 5/8"'gypsum ceiling 2.8'psf Misc./Meth 1.5!psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0,`0 psf 3/4"plywood(0 SB) 2 7'psf foist at 12" 2 5 psf Insulation 1 0 psf (1) 1/2"`gypsum ceding 2 2 psf Misc 2'6,psf FLOOR DEAD LOAD 15.0 PSF e .... (2)2x1C HDR ---- T (2 2x10 HDR -. Y •M '. x . -.--1' t o .` I. .\ i t Pi"" U LI U LIGE `fIT.41 Li U (7: } r I , ,722-x30', sr - I ATTIC i i j 1 ,ACCESS I Vo 2 o� x Ji .. �) TRUSSES AT 26"0. TYPICAL is 1 x/::::\ 0 // T \\:,H N 11 '''TZe n r1 ' n , n\\ i r '' rl RB.4 _ RB. 6 `\ .i (2)2x10 HDR I IV 4 •72)2x1 HOR''' C. / RB.5 RB.5 1r s o , —'c/� '12)2,,10 HD (2)2x16 HDR \\1 AROOF FRAMING REVISIONS PER 1 A CHANGES TO UPPER LEVEL • . ,.. Nan 3411313 ROOF FRAMING PLAN 1/4"-1'-0- AMERICAN MODERN _ 0 �z as _- , ::7- \� do . , i \r P i \ ; \ Y A . \> 7 •\ ' 9 « i' – :: • \° \ / ( >a a •» (,D \ ms 1 % . SIDE !/7-Y : : — / i .1 } 22 § ) ( \ : : • : t Ej : \ = : < %w ,—,-, :__------- f [ :• • \ 37 MST37 . «_+ +_mom, A d. . ■ � *m8� T 0�a , Nan 3 4]3 B UPPER LEVEL SHEARWALLS 1/4-.1,0" AMERICAN MODERN 0 058 STHD14 2 sn+D1a SiHD1 4X10 HDR TMD1 .1.)2X10 HD 2)2X10 HDR 4X10 HDR 2)2X10 HDR En' -3. \:"� -$ G B,- - B-.-4 B. 3 I I r -- l i i i 2CIN�S S / lC II- I I W�1 TPIM 5 D •'. LL- ) I I EACHSIDE IN. CE o I i FI N RES E =I ABOVE 0 NIw N GT ABOVE GT ABOVE w i2 a 2x11 BLOCKING FOR `- Ti'0+73"A.F.F. o _r-Vi ci D.x 1 0 0 .I o I mak; 1 I I- - Cr)I 2Z7 : •THi *11 b SID 11_ __ 111 4_�__ N SID P6 L` 1 6 FB --- BEARING WALL �; _ GS)THIS fj�''i BEA'NG WALL 11. ;_ SIDE IS I r_- '1-'4-'1'1-''''''Ti''''''''.''' '.. II.�� .'�._.. ' C( r '-'4- " If -: _, � • i\B.9 /' I v2 x10 FDR \ r 1'.� BEA ING WALL) CA/_ 8 I \\ t-{iilO I I J'T IO J , / 3 II PH \ r I \ / W �1ill i\/STAIR Gi ABOVE RI j,=FRAMING m - 1 t T Ai4OVE ©• �- � 7� )77.cz :1: i ! 1 b m ] \ �' I `\ ,''a a ...f.:: . I / \ I o A , \ I cry. / \I•N fOVE 16 BIG BEA (D'OPPED) 22x10 H 3 LSL 135x14 RIM \\ . . 0 i' B.c"1� GT ABOVE �•- !_i... EXTEND FLOOR i{). I-. C© M .:f...-.-4 B.1 (6,----,---.A' Msr.7 P3 SHEATHING TO RIM I � _ _ _m.J '_ lb�_ _�____ I � EXTEND _RIM�$OARI X1 R "' _ • � B TOP CHORD Ma ' ''' I Rd.Ly�.�11��. �, n. di �L.E1.�1 .1.4._,-.1 ��� s �.y4_ 1J 111 r '�i LSL 134X 4 RIM' { STHD14 m ADA 18 Ir-1 ��^V R 0 ROOF TRUSSES VC, S6.1 I i A `Ab v R A 24"O.C. STICK FRAME STRUCTURAL FACISA iC11. A ..--.....12.4p...1012 y ,'Cr', B.1 6 17 _ Al 1 o /:.:1. •.\ \ N-, ,. o OOF TRUSSES I ,r, `� Ix M 24"O.C. v 1 Bb17_ ; 6x6 POST_ - m •� - • nD. � -• 4 x6 POST PLATE HEIGHT AT SEE SHEET A9 UPPER LEVEL: 8.-1" FOR WINDOW PLATE HEIGHT AT HEADER HEIGHTS. 0 dia MAIN LEVEL 9'-1" NW MAIN LEVEL SHEARWALLS %lln 34113 B UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" AMERICAN MODERN • 34'-0" 10'-2)1" 11%""2'-1}." 17-0' 14'-2}" I THICKENED j SLAB EDGE 311e CONC. SLAB e o �-0�-5 l 8 P3 N= " P I / 58 L-- ,1 ) 31D1 ' w STHD14 STHD14 rr,{- 1-� J m-- \tet ��LL1 P�1 PSI _�7 .—,, Z T -2Y."z 1 I e / t I jI I r � 'Ni--I 10'-3" w� 10'-6" 13'-3" SIN -LAS I 0 16"O.C. U.N.O. , 18X18X10 FTG. / �-e "' ' r t 7 rI-T W/(2)i4 EA. WAY I--9 — — — — — —+-V-I TYP.U.N.O $ L.,J LTJ / N N Z INSTAI L SYSTEM TO ALLOW ADEQUATE I vp 5 DRAINAGE BENEATH I-1139" in rt7 --F-1 SLAB ON GRADE AND -I-A-1---------___—+÷I CRAWL SPACE 0 LLi L J CONDITIONS Li Z 130x30x10 FTC. 6'-0• 1' THIS m W 3 ;4 EA. WAY, SIDE _ o O r-I 8RG WALL W/FTG // P6 / I L� I I 1 THIS •„� 4 POST UfA C.,r 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 _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:ROOF FRAMING 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 Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,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 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 .l' ::.. ..':, ,...:_> :.: ';.ak r.a -.;S:c 8.,..:'.. 4�c..sac... , .::.... 5:..,. ........ A RL...-:. .v .s .. ._. .• x.d.x,. 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 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions ,rte @ 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 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 Def) 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 Rev: 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 B.3 B.4 B.5 B.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 Ar- Hem Ar,No.2 Hem Fir,No.2 Douglas Ar- Hem Fir,No.2 Hem Fir,No.2 Level,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 LJDefl 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 L/Defl 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 LJDefl 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 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 2 OF 3 Timber Member Information ... ... .... .... ....... .. y..:S: as ... ...- B.8 B.9 B.10 B.11 13.12 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 Hem Fir,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E 'Level,LSL 1.55E iLevel,LSL 1.55E Hem Fir,No.2 Douglas Fir- Larch,No.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 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 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 150.0 310.0 356.5 310.0 356.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions ...,.. @ Left End DL lbs 405.00 900.00 88.53 22.50 750.00 235.00 341.29 LL 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 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 2 _(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 UDefI 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 UDefI 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 UDefI Ratio 1,098.3 1,392.3 1,464.7 222,769.7 2,889.7 17,383.0 512.9 Cantilever DL Defl i i -0.060 Cantilever LL Defl in -0.001 Total Cant.Defl in -0.061 UDefI Ratio 1,184.3 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 3 OF 3 Timber Member Information B.b15 B.16 B.b17 B.18 B.19 Timber Section VL:5.250x16.000 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 •osboro,Bigbeam Hem Fir,No.2 Douglas Fir- Douglas Fir- Douglas Fir- 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 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 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 OK0 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 Deft 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 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:CRAWLSPACE FRAMING Description 3413 ABCD CRAWLSPACE FRAMING Timber Member Information 7YP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larth,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 UDefI Ratio 1,115.9 Center Total Defl in -0.074 Location ft 2.500 UDefl Ratio 811.5 TJI JOISTS and RAFTERS 1 1 I i I Code 1 Code 1 Code 1 Suggest Suggest Suggest Lpick_1 Lpick Lp€ck-I Lpick Joist 1 b E d I Spa. ' LL DL 1 M max V max EI L fb L(fv L TL240,L LL3601 L max TL deft. ; LL deft. 1 { L TL360 L LL480 L max I TL deft,TL dell LL defL,LL deft. size&grade 1 width(in.) depth(in.) (in.) 1 (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) (ft.) (in.) (in.) i eft.) (ft.) (ft) (in.) j ratio (in.) 1 ratio 1 13.31 0 44 360 0.32 495 9.5'TJI 110; 1.75: 9.5 19.21 40 151 2380 1220 1.40E+08 14 71 27.73 15.23!i14.80' 14.71 D.66� 0.481 13.31 13.45 ', r 9.5"TJI 1101 1.75 9,5 161 40 15' 2380 1220, 1.40E+08 16.11 33.27 16.19 15.731 15.73; 0.721 0.521 1 14.14 14.29 14.14 0.471 360 0.341 495 9.5"TJI 1 101 1.75: 9.5 121 40 15; 2380 12201 1,40E+081 18.61 44.36 17.821, 17.31 17.31 0.791 0.58 15.57 15.73,.,,,,,1,,1, ...1.5i5...7,-,10.52; 360 0.381 495 9.5"TJI 110) 1.751 9.5 9.8,1_ 40 15; 2380 1220 1.40E+08 20.80 55.45 19.19 18.64 18.641: 0.851 0.62; 16.77 16.94 16 77: 0.561 360 0.41 1 495 1 I ,........... 9.5"TJI 1101 1.75; 9.51 19.2; 40 101 2500 1220; 1.57E+08 15.81, 30.50 16.341 15.3711 15.37 0.641 0.511 I 14.27 13.97 13.97 0.441 384 0.351__448800 ,9.5"TJI 110 1.75 95 16 •.40 10 2500 °:1220 .1.57E+08 17:;32 36.60 1.7.36^ -16.34 ; 16.34, 0 68 ;; 0.54 15 17 14,84 14 84 0.46 384 0,37 480 9.5"TJI 1101_ 1.75 9_51 121 40 101 2500 1220 1.57E+08 20.00 48.80 19.111 17.981 17_98 0.75' 0.601 16.69 16 34 16.34 0.511 384 0.44 480 9.5"TJI 1101 1.75. 9.51 9.6 40 101 2500 1220 1.57E+08 22.36' 61.00 20.58; 19.37 19.37; 0.811 0.651 17.98 17.60 17.60 0.551, 384 0,44':. 480 € 1 9.5"TJI 2101 2.06251 9.511 19.2; 40 101 3000 13301 1.87E+08 17.321 33.25 17.32:1 16.301 16.30, 0.681 0.54 1.5.13. 14.81 14.81 .0.4.611....,,;384 0.37E 480 9 5'TJ1210 2 0625 9.5 16. 40 . 10 3000 1330 1 87E+08 18.97 39.90 18 40 17 32 17.32 0 72 0,58 ` 16 08 1 15 74 15 74 0.49 •384 0.39 480 9.5"TJI 210; 2.06251 9.51 12' 40 101 3000 13301 1.87E+08 21.91' 53.20 20.261_ 19.06 19.06 0.79; 0.641 1 17.70 17.32-.!,.,.21:7:32 0.54L 384 0 431 480 9.5"TJI 210; 2.06251 9.5 9.6 40 10 3000 1330 1.87E+08 24.49 66.50 21,821 20.531 20.53; 0.861 0.681 19.06 18.66.::;:::!!!::,Z18,.8.,:6 0,58; 384 0.471 480 9.5"TJI 230) 2 3125E 9,5 19.2' 40 10 3330 1330' 2.06E+08 18.25 33,25 17...8P1 16.831.............16,831_,_,.,.9....721.,,,_ 0.561 i _...-.1...,.p. 15,29 15 29 0,481 384 0.381 480 9 5 TJI 230 2 3125 9 5 16 40 10 . 3330 11330 :2.06E+06 19..99 39.90 19 01 17.89 17:89,,,,,,,,,,,,,,,O.75.:.,:::,.:::...„::0.60 16 60 16.2511 16.25 051 384 •.0.41 480 9.5"TJI 2301 2.3125 9.5 121 40 101 3330 1330 2.06E+08 23.08 53.20 20.921 19.691 19.691 0.821 0.66 1 18.28 17.89 17.89 0.561 384 0.451.: 480 9.5"TJI 2301 2.3125, 9.5 9.61 40 101 3330 1330' 2.06E+08 25.81 66.50 22.541 21.21 21.211 0.88 0.71 1 19.69 19.27:.,.,,,,',,,,,,,.,L1,!,1,,,:9:•,,,2,7,,,,,, 0.6011 384 0.481 480 1 I j I 1 11.875"TJI 110; f- F I... ( F 1.751 11.8751 19,2; 40 10 3160 15601 22..67E+08 17,781 39.00 19,501 _18.351 17.78 0 67 0 541 I 17 04 16.67 16.67 0,52 384 0,42 480 11.875"TJI!;110 i 75 11 875 16 40 10 :; 3160 1560 ;j67E+08 19.47 46.80 20.72 19.50 ' 19.47 0.81 0.65 1'8:10 17 72 17.72 0.55 384 0.44 480 11.875"TJI 1101 1.751 11,8751 12; 40 10 3160 15601 2,67E+08 22.491 62.40 22.811 21.461 21.46; 0.891 0.721 1 19.93 19.50111;:1.1!!1!1:1!1,1,194q1 0.611 384 0.491 480 11.875"TJI 110; 1.75' 11.8751 9.61 40 10E 3160 1560; 2,67E+08 25.141 78.00 24.571 23.121 23.12; 0.961 0.771 21.46 21.01 ! 21.01: 0.66' 384 0.531 480 11.875"TJI 2101 2 0625: 11.87511 19.2; 40 10i 3795 1655; 3.15E+08 19.481 41.38 20 61 19.391 19.39, 0.81; 0.65) 18.00 17.62 17.62 0.55; 384 0.44 480 11.875"TJ11210 2 0625 11.875 16 40 10 3795 1655 13 15E+08 21.34 49.65 21.90 20.61 20.61' D 86 `, -0.69 19.13 18 72 I 18.72 0.59 384 0.47 480 11.875 TJI 2101 2.0625' 11.8751 121 40 101 3795 16551_3.15E+08 24.641 66.20 24 10 22.681 22.68: 0.951 0.761 I 21,05 20.61 20.61' 0.64 384 0.521 480 11.875'TJI 2101 2.06251 11.8751 9.61 40 101 3795 1655 3.15E+08 27.551 82.75 25.96, 24.431 24.431 1.021 0.811 22.68 22.20 22.20' 0.691 384 0.551 480 1 I I 11,875"TJI 230; 2.31251 11,8751 19.2; 40 101 4215 16551 3.47E+08 20,53, 41,38 21..281 20 031 20.031 0:831 0.67) 1 18,59 18.20 18.20 0,57 384 0,45( 480 1:1.875'TJ1 230 2.3125 1 11,875 16 40 10 4215 1655 3,47E+08 22.49 49.65 22.62 21,28 21.28 0.89 1. 0.71 1.9 76 19.34 19.34 0.60 384 0.48 480, 11.875"TJI 230 2.31251 11.875L 121 40 10; 4215 16551 3.47E+08 25.971 66.20 24.89 23.42':. 23.2432i 01.981 0.78 21.74 21.28!::::::::::::::!!!!!2128! 0.671 384 0.531 480! � 1-- 11.875"TJI TJI 230, 2.31251, 11.875 9.6; 40 10� 4215 16551 3.47E+08 29.031 82 75 26 81 25.23' 25.23 1.05, 0.841. 23.42 22 93 22 93': 0.721 384 0.57 480 1 1 , 1 1 € ................................. 1 i 7. 11.875'RFPI 400 2.0625; 11,875 19.2, 40 10; 4315 1480 3.30E+081 20.771 37.00 20 931 19.691 19.691 0.82 0.66; 18.28 17.8911::::::::111H;;!1:789!: 0.561 384 0.45 480 11.875"RFPI 400 2.0625 ;' 11 875 16 40 10 14315.....;:1480 ';3,30E+08 :22[76 44.40 22.24 .520 93 ;; 20.93 0 87 0.70 1.9.43 `19 01 "' 19 01 0:59 384 .0.48 480 11,875"RFPI 4001 2.06251 11.8751 12 40 10, 4315 14801 3.30E+081 26.281 59.20 24.48' 23.03, 23.03; 0.961 0.8310.77 1 21,38 20.93 1 20.93 0.65 384 0.52i. 480 11.875"RFPI 4001 2.06251 11.8751 9.6 40� 101 4315 14801 3.30E+081 29.381 74.00 26.37; 24.811 24.811 1.031 1 I 23.03 22.54 22.54- 0.70 384 0.561 480 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 Design Buckling Factor D+L+S - c 0.80(Constant) > Section 3.7.1.5 Cr KcE 0.30 IConstaLiti> Section 3.7.1.5 Cf(Fb) Cf Fc 1997 NDS Cb (Varies) > Section 2.3.10 --- Bending Comp Size Size Rep. -- __- Cd(Fb) Cb CdJFc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load u=1.0 Load ii Plate Cd (Fb)Cd_ Cf Cf Cr Fb Fcperp Fc E Fb' Fc perp' Fc' Fce F'c is fc/F'c fb fb/ in. in. in. ft. plf psf plf (Fb) (Fc) psi p - si psi psi psi psi psi ��- psi Fb'�1=fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0 0.9947 2657.8 1.00 1,15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.000.00 0.000 F1-F Stud 1.5 3.5 16 8.25 28,3 1550 0 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 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 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 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.481.000.00 0.000 -- ------ ------ ---- SPF Stud 1.5 3.5 16. 9 30.9 1320 0 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0 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 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 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 0.2408 3132.41.00 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 19.6 3132 0 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 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 1203.70 946.77 506.180.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875425 1150 1,400,000 1,308 5311454.751484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 4251150 1,400,000 1,308 531 1454.751089.25850.16 531.23 0.620.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0 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 1.10 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 a 00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (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 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(FbL Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Camp_Size Size Rep_ Cd(Fb) Cb Cd(Fc) Eq.3.7-1 _ _ NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacin! Height Le/d Vert.Load Hor.Load <=1.0 Load a Plate Cd-.(Fb)Cd (Fs) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb fb/ _ in. in. in. ft. plf psf plf (Fb)_ (Fc) Eq. psi--psi psi psi psi psi psi psi psi _psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7063 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273,02 0.64 376.78 0.586 -1-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-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 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0,577 H_-F Stud -1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 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 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 --- -----------H-F Stud--115-_3.5 8 8.25 28.3 2355 8.13 0.9981 f 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3,5 16 7.7063 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 7251,200,000 1,366531761.25 515.42 415.53 269.21 0.65 376.78 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 1,366 531 761,25 378.09 328.30 214.28 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 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 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 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 1,366 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 14301378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.8 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 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 1203.70 899.13 506.18 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 0.56 152.58 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 3267 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 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1,05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13#44/41## 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.60 106.67 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+.5S CT#14189-Betahny Creek Falls 1 I LOAD CASE I (12-14) I (BASED ON ANSI/AF&PA NDS-1997)Y-- ---SEE SECTION: 2 3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design BucklingFactor I D+L+W+S12 _ c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fbi Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 l Bending Com._Size Size Rep. Cd(Fb) Cb Cd f_cl Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load at7 Plate Cd (Fb)Cd(FS) Cf Cf Cr Fb Fc FfFc E Fb' Fc perp' Fc* Fce F'c fc fc/F'c fb fb/ in. in. in. ft- plf psf 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 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515,42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3,5 16 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 1,366 506 966 378.09 340.90 194,29 0.57 447.52 0.674 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 28.3 985 8,13 0.9963 1993.4 1.60 1.15 1.1 1,05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0,63 361.37 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 1,366 506 966 449.95 395.22 275.24 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 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 193.02 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 1,15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1,1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449,95 388.13 247,62 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 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 16 9 19.6 3132 8.46 0.5437 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 0.60 181.23 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 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 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 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.55953287.1 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 0.56 146.34 0.118 ...i -__- 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 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 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 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 • Page 1 D+L+S+.5W CT#14189-Betahny Creek Falls I LOAD CASE (12-15) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 --- Ke 1.00 Design Buckling Factor D+L+S+W/2 - c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 CfJFb) Cf(Fc) 1997 NDS Cb _ (Varies) c Section 2.3.10 Bend:T Comp: Size Size Rep, -- Cdr) Cb Cd (Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use - Stud Grade Width Depth Spacing Height Laid Vert.Load Hor.Load <=1.0 Load @ Plate Cd (Fb)Cd(Fc) Cf Ci Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c tc fc/F'c fb fb/ in. in. in. ft. plf psf plf (Fb) (Fe) _psi psi s� psi psi psi psi psi psi psi psi Fb'(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 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 1,366 506 966 378.09 340.90 246.35 0.72 223.760.470 H-F Stud 1.5 3.5 12 9 30.9 13801 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 11951 4.065 0,9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0,9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 0.88 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0,9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1,5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875,438 378.09 338.17 245.08073223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875,438 378,09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2. 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 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.80 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1,60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5. 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16r--5-31.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 2551 4.23 0.9959 2091.8 1.60 WW 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 - SPF#21.5 5.5 16 19 41.5 9351 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 8651 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 D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE (12-16) L E!.ASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+E/1.4 c 0.80(Constant)._> Section 3.7.1.5 Cr KcE 0.30(Constant)>. Section 3.7.1.5 Cf(Fb) C (,_ 1997 NDS _.cJL_ Wades) >:, Section 2.3.10 Bending Comp. Size Size Rep,_ Cd(Fbi Cb Cd (Fc) Eq.3.7-1 NDS 3.9.2 Max.VVall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load 0 Plate Cd (Fb)Cd iEsL Cf Cf Cr Fb Fc.perp Fc E FbFc perp' Fc" Fce F'c fc fc/F'c lb fb/ , . in. in. in. ft. 1 plf psf _Of ...(Fb)J.) _psi psi _p_si _psi _psi psi psi psi psi psi psi Frc1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 19934 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1,5 3.5 12 9 30.9 1420 3.57 0.9937 ' 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340,90 270.48 0.79 141.63 0.364 H-F Stud 1,5 3.5 16 8.25 28.3 1225 3.57 0,9961 1993.4 1.60 1.15 1.1 1,05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158,68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 1-1-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1,15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.88 0.87 79.34 0,244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3,5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76188.85 0.421 • SPF Stud 1.5 3.5 12 91 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875,438 378.09 336.17j 268.57 0.89_141.63 0.358 SPF Stud 1.5 3.5 16 8.251 28.3 1210 3,57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68,,,_,,,,,,,,,,,,,,,0.366 SPF Stud 1.5 3.5 12 8.2N 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 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 _0.044 H-F#2 1,5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47- 0.075 H-F#2 _.4 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5,5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1,3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454,75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 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 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 _ 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 • .. .• • : . • Page 1 /ME/ s91u8sIle7ockerson St. ENGINEERING / / s 64 f'• Seattle,WA proi,ct: 4<._ .....,..._ . _____. • _,Date: . ,A.,. r. - . _ (206)285-4512 FAX:. Client: Page Number: (206)285-0618 alLitaci a 2050 P5tr ili6) 4,570c) v--, tkok.. Fa_ 2„, etivtvalotts ,.... 35 a k ‘ Wz_ 114 riL_- ibil> Af -5t„ii 20,214 4 404 151151, TV ithz • 1,0=. ziNi404,-15.).0010] ,s, 17° Az. ecif c., sea ...,. • .7._ (130.47-4_,NR91,0,4 t • --iRp i . . .-.:...; ; 2. 16 3* svotv... 1,5 Structural Engineers 1811 Nickerson St. C T '' E.. NGINEERING: Suite.302 sem...— Seattle,WA I N C. Q X81 t}9 Project: P t 1 —__ _ Date: (206)288-4$12 Client: S:_.., 5i K� �. i�'v.e Page Number: (206)285-0618 .�.... -\ -e p.: G 4. t -,. :.! :: ::': r, :! ':,; r ", :-.' ••• : :. •,,;: jr-5.'-v,H-41• ,r;'. : -.--:::,- ''E ,,k7.1poz:- -:' ....... ...:. i . ?� t3s .. IL . 1-rip ' rbc` .- �.!' 1 '41,1—. : • . • ' . . ' ' . ' '. 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Seattle,WA 98109 Project; I I' 1111/4 y7 ) 7 ‘0.055 + 0 0r - Date: , .0g• _ (206)285--4512 2012 �c�V �DPWS Q-0.6 K FAX: Client: � Page Number: (206)285-0618 • • _ki)i.....'i :, ' i .,./:. I. .f.4. ; . : - • -._.. ; w i ") * x4-P - , I.'.- I:, 11 15-', i 0 ;: ,: 4 _ , : x� - ? Ltl ' :-- ` - 33 � . 7. - ri. Z CO ..,..3!"s , z • _,..J I -- - --- • ,+ n ,� tai 1D - . `� S 2 i.' 5 .r. . ' ; : • - ' :2„ez..._ , :: I dob : L_ , • ..( _ . N ., 1• ‘t ; r 'f-N : ,c ,9,1010: : 776: 7 ; :LI , I : , .• :- • . -, 0 1-, .: , , :b-.. pF;-.; : _ „ i „2 , ;,:,/,?), ,,!\ ,.4-A-rg--, . . , _ , , t : :(Li.....,c... , ! ,-, ,' ,• , -', , : ; :-.,! •:.• •,, : , : , it4 .'s ! ,s, ! , I .1!,/,.-L,.. -, i ! ! , ss! :: s, .1 .i.: :! s! .! !: ! ! !: 1-, s: : ,,.. . ! :: ! i:. ,'( !::s , ,4 : , s! sis !. ' ; et, i r '- 1 e X2'32 I - fit---:�I i I 49 .. i _ --,,,,,=;.• -•;,,-;---,;= -- .. IN-: • t •— • I i Structural Engineers / 4171/ C 4.. 3,64; — i Design Maps Summary Report Page 1 of 1 2 • " . Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III 1 ( ane Q� ♦ p� 1 ii1ri7 B xavel'ton r r a���E7sr�S�'�t$� •is r ' r l 'f� tJikt� 3 c� ';';':;:,.],,,'ll :.::::.i'..:.i-i:':„-,.];..1,'V!g','H4;r:',i;;;:;4.;'';l!!::;:!';';„';i;-:,':':''..;::,]'i'.....:,;ji;':'::-6:?a[i.i..i.1i'.i.1;;i;.;-:,'i':';'1.;1'::':':'iE'i:i'':''''i•.:4:;',.'.'.;;:'„:.!i;''.:'''''.i:-',..7:::::,:..';:.';T:t:!''!'''::'....i''„.';''',!ri':::,.'''I''I'.-..'..-1: Lake!Osweg s ._. _t]: y� almogIpitig F 1'S , fit' E R �. �'Y sr3 "✓ l # a # � L Tu Y atin ✓ fi s � z _.xa C ;l tp est; . USGS-Provided Output SS = 0.972 g SMS = 1.080 g SDS = 0.720 g , S, = 0.423 g SM1 = 0.667 g SDi = 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. MC E Response.SpectrumDesign ResponseS t Spectrum 0,uu ti i.k0 , fr 0.12 . €.. . . 0. a 0. C 0:5-f_ 0-..4Q f 11) 0.12 0 24 0.22- ,. 0.110.02 € 0,0r . 0.00 0.20 0.40 0;60 0.20 1.00 1.20. 1.40 1.00 1.00 2-00 0.00 0.20 0,40 4.€0 0.00 1.00 1.20S..tO l i 1,00 200 Period,T(sec) Period)7(sec)1. c 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= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY .................................................... ......... .... .......... 2. IMPORTANCE FACTOR IE=,t0.0 : :::.,•,::•::,.: Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S,= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies ; W http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usqs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 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 Sys=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM,= Fv*Si SM,= 0.75 EQ 16-38 EQ 11.4-2 SDS=2/3*SMS SDS= 0.78 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, SDI= 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 - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do=:-.3.:0:.,.: !.::;..,::;,-,!:41:!!,:.'iN/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No' N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Farce - 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 SpS= 0.78 h„ = 18.00(ft) ........ ................................ SDI= 0.50 X = 0.75;ASCE 7-05(Table 12.8-2) .. ..................................... R= 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) 1E= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S,= 0.50 k = 1ASCE 7-05(Section 12.8.3) TL 6 ASCE 7-05(Section 11.4.5:Figure 22-15) CS=Sos/(RITE) 0.120 W ASCE 7-05(EQ 12.8-2) CS=SDI I(T*(RITE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(TZ*(RIIE)) (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 St)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if St>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 w; w; *h;k wX *hXk DESIGN SUM LEVEL Height (ft) h (ft) (sqft) (ksf) (kips) (kips) Ew1 *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 .0.028: 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 = F;*w„ 0.4*SDS*IE*w, 0.2*SDS*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 Max.FpX 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 N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30 00:. 3000„ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- -- Building Width= 34.0:1 43.0;ft. V ult. Wind Speed 3Seo Gust= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 Seo Gust 93!° ;93;;mph (EQ 16-33) Exposure= Bs B` 1w_ 1.0! 1.0 N/A N/A Roof Type= Gable;' Gabler .....:........................................ ..................... .... ps3o A 28:6.:; ;28;6 psf Figure 28.6-1 Ps3o B= 4.6' 4:6;psf Figure 28.6-1 Ps3o c= 20.7;1 20 7 psf Figure 28.6-1 P530D 47''. 4.:7j.psf Figure 28.6-1 A= 1.00:': 1.0.0.; Figure 28.6-1 KZt= 1.00' 1.00' Section 26.8 windward/lee= 1 00; 1 00;(Single Family Home) A*Kzt*I 1 1 Ps=X*Kzt*I*Poo= (Eq.28.6-1) Ps A= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) ps c= 20.70 20.70 psf (LRFD) (Eq.28.6-1) psi:,= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and c average= 24.7 24.7 psf (LRFD) Ps B and D average= 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 '0.89 16 psf min. 16 psf min. width factor 2nd-> 1.00 0.89 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB A0 AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) 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 81.60 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 AF= 1005 13.6 16.1 V(n-s)= 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 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00: 0.00 0.00 0.00 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) s DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(NS)(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(N-S) 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 tsheathing = 7/16" NAIL SIZE nail size= 0 131 dia.X 2 5"long STUD SPECIES SPECIES= HF or SPF SPECIFIC GRAVITY S.G.= 0.43' ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) I -- 0 1 0 1 P6TN 150; 150 1'50 150 P6 520 242 730. 339 P4 760: 353 1065 495 P3980° 4561370 637 P2 ' 1280 595 1790 832 2P4 1520: 707 2130: 990 2P3 i 1960: 911 2740; 1274 2P2 2560 1190. 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" ii-NAIL SIZE nail size= 1/4"long No.6 TypeS 1 or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"wl 1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to;back-up/down) CT PROJECT#: CT#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. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3,3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd 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 Unet Usun, OTM ROTM Unet Usum sum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. lefti1 456 20.0 24,0 .1:00 D.15rF: 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 Extleft;2• 0 0 0 0.0. 1'.00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00': 0,00 0,00 0,00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext.. left!3 274 12.0 1:6.0 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 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 Ext. left':4 00 0 :0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 D:00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0 0 0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 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 right1** 730 40 0 4Q 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 perf Ext ngbt2 0 Q 0 0 0 100 0::00, 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1::00 0;'00',: 0.• 00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 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 ▪Ext, right4 0 a 0 Q 0 . 1 00 0.00': 0,00 0,00 0,00 (100 1,00 0.00 0 --- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 • 0 0 0 0 0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0.00 0.00 0,00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1'.00 0:00. 0.00 0.00 0,00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0 0.0 0.0• 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0'00:; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1`00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 0'.00 0.00 0.00 0.00 0,00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0`00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1'00 0 00 0.00 0,00 0.00 0.00 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 E V wind 5.22 E V EQ 3.58 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-upidown) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: 2nd Panel Height 10r:ft. Seismic V i= 2.53 kips Design Wind N-S V i= 2.94 kips Max.aspect35'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)D+0.7 p Qe 0.6D+W per SDPWS-2008 p t= 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. Wail 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 Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left:1 . 730 34.0 ..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 61.20 -0,61 -0.97 -0.97 Ext. left 2 0 0'.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 Ext. left 3** 0 • •0•0••••0.0 • .1;.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.53 0.00 0.00 0.00 0.78 0.78 1. • 00 ff 00 0.00 0.00 0.00 0.00 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 • 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 `0 0 0 , 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exf. right1*" 730 40'..0 40.0 0.89 0,15' 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 perf Exf. 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 0.00 0.00 0.00 0.00 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:. righf4 !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 Ext. rights 0 0.0 0'.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0'.0 0 0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0'.0 0.0 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0'.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 00.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0• .0 •1.0•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 1460 74.0 69.6=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 iSB denotes iSB Shear Panel SHEET TITLELATERAL''E-W(side to side-left/right) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: Roof ................... Panel Height 9'i 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 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (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 96 P6TN P6 158 5.80 3.09 0.45 0.45 9.62 3.75 0.97 0.97 0.97 0 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 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 BR1* 329 8.7 15.2 1.00 0.15 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 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 - 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 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;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 00 0 0 0 •1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 :0:0: 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0,00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00'I 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0.0 o.0 1.00 0.00: 0.00 0.00 0.00 0.00 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 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 0.00 0.00 0.00 0.00 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 Living 0 0.0 :i:.1::.00 0 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1'.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0. 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0,00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.04 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 1.00 0.00:! 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 --- 0 0 0 0.0 1.00 0:00! 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .0 0 0.0 1,00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - • - --0 0.0 .0.0 '1.00 0.00.' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 .0.0 1.00 0.00.: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 00 0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0 • 0,0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 Vwind 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 101 ft. Seismic V i= 2.53 kips Design Wind E-WV i= 3.72 kips Max.aspect 35'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 pa= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wnd 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 vi OTM ROTM Unet Usum OTM ROTM Unet USum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 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 0.00 0.00 0.00 0.00 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 .ABV11P 0 3.0 14.2 1.00 0.1'5' 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 5.68 5.68 lnt' 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 3.11 !0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 lnt; 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 fl 0 1.00 0.00: 0.00 0.00 0.00 0.00 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 14.0 16.0 1.00 0.001 2.74 0.00 1.86 0.00 1.00 1.00 133 P6TN P6 195 18.64 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 0'0 010 1,00 0.00! 0.00 0.00 0.00 0.00 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 1,28 4.5 8 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 Rear Dining 128 43 80 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 LIV* 129 5 0 1 T O 1.00 0.301 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 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 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 0.00 000 Oro 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0,00 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 0 0.0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 i0 0.0 0 0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 fl 0.0 0.0 1.00 0.00': 0.00 0.00 0.00 0.00 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 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1..00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 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 36.8 =L eff. 3.72 5.94 2.53 3.59 EVwind 9.65 EVEQ 6.12 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 Alf 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 t> v hdr eq= 65.6 p/f l> AHhead= A vhdrw= 108.6 p/f 1.083 :V Fdrag 1 eq= 181 F2 eq= 181 Fdragl w= '9 F2 -299 H pier= vi eq= 118.4 plf v3 eq= 118.4 p/f P6TN E.Q. ................................. 4.0 vi w= 195.9 Of v3 w= 195.9 pff P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083v 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 ...................................... 4.0 EQ Wind v sill w= 108.6 plf P6TN feet OTM 7357 12171 'R OTM 5610 6852 N.; v UPLIFT 150 456 Up above 0 0 UP sum 150 456 HIL Ratios: L1= 3.4' L2= 5.5 L3= 34 Htotal/L= 0.74 a D D a D Hpier/L1= 1.17 d D Hpier/L3= 1.17 L total= 12.3 feet JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR1"' Roof Level w dl 150; p/f ..................................... V eq ;:;1010.0:' pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w 1370.0;! pounds V1 w= 685.0 pounds V3 w= 685.0 pounds ► v hdr eq= 66.6 p/f •H head= A v hdr w= 90.4 plf 1 083 v Fdrag1 eq= 217 F2 eq= 217 A Fdragl w= ,4 F2 -294 H pier= vl eq= 116.6 Of v3 eq= 116.6 plf P6TN E.Q. ...................................... 5.0 vi w= 158.2 plf v3 w= 158.2 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 .. 9.083 Fdrag3 eq= F4 e.- 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 3.0 EQ Wind v sill w= 90.4 Of P6TN feet OTM 9174 12444 R OTM 8466 10342 v 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 Hpier/L1= 1.15 Hpier/L3= 1.15 L total= 15.2 feet JOB#: CT#14252.Plan3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft'` Roof Level w dl= 150: plf 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 D' t> v hdr eq- 52.3 plf I> A H head= A v hdr w= 86.2 p/f 1 083 `y Fdragl eq= 65 F2 eq= 65 ...................... A Fdragl w= !8 F2 - 108 H pier= v1 eq= 85.0 plf v3 eq= 85.0 plf P6TN E.Q. ................................ <4 0 v1 w= 140.0 plf v3 w= 140.0,p/f P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= •• F4 e.-X65 feet A Fdrag3 w=108 F4 w= 108 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 52.3 plf P6TN :'4.'0, EQ Wind v sill w= 86.2 p/f P6TN feet OTM 3088 5086 R OTM 1556 1901 v v UPLIFT 263 546 Up above 0 0 UP sum 263 546 HIL Ratios: L1= 2.0 L2= 2.5 L3= 20 Htotal/L= 1.40 P Hpier/L1= 2.00 cue D 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 V w 2970.0 pounds V1 w= 2457.9 pounds V3 w= 512.1 pounds *. ► v hdr eq= 64.5 plf > - A H head= A v hdr w= 107.01 plf 1.083 •;,v Fdragl eq= 320 F2 eq= 67 ..........:.............. A Fdragl w= ' 1 F2 - 111 H pier= v1 eq= 82.3 plf v3 eq= 82.3 plf P6TN E.Q. 4 0 v1 w= 136.6 plf v3 w= 136.6 plf P6TN WIND . ......... feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= I F4 e.- 67 feet A Fdrag3 w=531 F4 w= 111 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 plf P6TN feet OTM 16259 26977 R OTM 28368 34653 iri v UPLIFT -447 -283 Up above 0 0 UP sum -447 -283 H/L Ratios: L1= 18,0 L2= `.6:0 L3= 38 Htotal/L= 0.33 Hpier/L1= 0.22 Hpier/L3= 1.07 L total= 27.8 feet 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 w1360.0 pounds V1 w= 680.0 pounds V3 w= 680.0 pounds D ..... D v hdr eq= 50.0 p/f 4 H head= A v hdr w= 80.0 plf 2083 V Fdragl eq= 300 F2 eq= 300 A Fdragl w= .'0 F2 -480 H pier= vi eq= 170.0 p/f v3 eq= 170.0,plf P6 E.Q. ................................... 5 0 vl w= 272.0 plf v3 w= 272.0'plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 v Fdrag3 eq= %1 F4 e.- 300 feet A Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 plf P6TN 3.0 EQ Wind v sill w= 80.0 plf P6TN feet OTM 8571 13713 R OTM 10646 13005 v t, UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.51 L2=' 12:0 L3= :,:]2.:5 Htotal/L= 0.59 G D. la 1)a t, Hpier/L1= 2.00 D Hpier/L3= 2.00 d L total= 17.0 feet JOB#.•CT#14252.Plan3413 1SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT* Roof Level w dl= 150: plf . .. . .......... V eq 820.1X pounds V1 eq= 474.7 pounds V3 eq= 345.3 pounds V w= 1320.0 pounds V1 w= 764.2 pounds V3 w= 555.8 pounds — ► v hdr eq= 56.6 plf •H head A I I v hdr w= 91.0 plf 2 083 V Fdrag1 eq= 164 F2 eq= 119 AA Fdrag9 w= -4 F2 192 H pier= v1 eq= 86.3 plf v3 eq= 86.3 plf P6TN E.Q. 5 0 vi w= 138.9 plf v3 w= 138.9 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 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= .4.9 Htotal/L= 0.70 Hpier/L1= 0.91 Hpier/L3= 1.25 L total= 14.5 feet Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base I Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) 16 (ft) Shear<e't(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 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 Loading(a*c''D (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=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. (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 jack-stud strap I. 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening ♦ t i7.10v _ opposite side of sheathing Pony wall , height • f 4 Fasten top plate to header Mmrs_3 t x 1 t:174'net.wader with two rows of 16d •Psteel header trot crowed i sinker nails at 3"o.c-typ • • Fasten sheathing to header with 8d common or • Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown .! panel sheathing max " wall Header to jack-stud strap per wind design. • hMin 1000 Ibf on both sides of opening opposite • side of sheathing. • If needed,panel splice edges : i� shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" - nailed to common blocking max 1- • 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. a • y -a•; s Min length ofpanelper table 1 % i f Typical portal frame ;i, � 9 �. �€ k' 41 construction Min(2)3500 lb strap-type hold-downs ti .;. f. (embedded into concrete and nailed into framing) Zd Min double 2x4 post(king . ,,,,, __ .,!f „ and jack stud).Number of iji y Min reinforcing of foundation,one#4 bar x//,,:-,:t.,---1: ! jack studs per IRC tables top 9Lap i = R502.5(1)&(2). �, � and bottom of footing. bars 15"min. m • a 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 installedper IRC R403.1.6- concrete and nailed into framing) with 2"x 2"x 3/16"plate washer 2 ©2014 APA-The Engineered Wood Association J1 MAIN 11-30-15 oseburg8:04am A Forest I't•aslus:Ls Company 1 of 1 CS Beam 421.0.1 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 p z ,. �.,�--',; rt s,� i,:; rte 't1uw t; -:3 r- -a; �«r i. --` •;;; ., .; ;7;;,'rr,� .r::� ;. s- „:,m.:. �y ::�t' Fr'r -A '� d x"'°� c p�7, s1#;�'' ..,. ^"* r: `" y,1 6f ti wr r;i ,..rad. f A`v kiS �.,�.,,....��. f...'�.«..x_"a`.,.,A`"'��:�y.�'�'��"�Y1..,���/ ..�.,........,wtv�.�>x�., ..t...<.>,M�,xG�;�<<.,.. ...-��f�k e6�,.?;��,.�..§S�' a.,.�....< `�..T...,zrwia .;£..�....'t ......m.,3,w. �<,.,...sfi,�. A?�� ..�i.,....�y � r'�..vra�a<x.�_�.g,.xr :s«n;..,.��n:aro.,s -�w.re%.w,cwn:a��::. v<_y.:�.�s�,v+:E, ssm�m.��•s•.ns..<.m�.•a.<ar. .�a�m.,c �,�sva ^:..e,<x�. .aab;;�?xx s- T 11` 12 7 0 12 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 441# -- 2 12' 7.000" Wall 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#(255p1f) .102#(76plf) 2 339#(255p1f) 102#(76p1f) Design spans 12' 8.750" Product: 9 112" RFPI-20 16°0°" O.C. PASSES ESDGN1 CI ECKS 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 Actual Allowable Capacity Location Loading Positive Moment 1404.'# 2820.'# 49% 6.29' Total Load D+L Shear 441.# 1220.# 36% 0' Total Load D+L TL Deflection 0.2233" 0.6365" L/684 6.29' Total Load D+L LL Deflection . 0.1717" 0.3182" L/889 6.29' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% -sMpsoN All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER .St+lOIag Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 a Roseburg J2 MAIN 18.030- A Forest Products Company I of I CS Beam 4.21.0.1 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 _.,l1 d: .,,•,r ,. s a x <<fir.._�..�:�...� � - --;,a .1',8E2- '� wr`�rc�: #,��:; r'^� 7,7,,,;:=3;7:7:747: ;;;;;;;-:=, a .MAt .- ' �'`' ° .,,t L, ,. +„ %.,,M1110, „ ,� a x *ruga dry �,rr' �s " �`>T"x ' x' `. :� ' "��,.....,,..:, �v.��ra��:r'�-:a.3s#4�. �.�+�,�sa� �..� ,�„e�± _:,,..�..._�c � s*e,,.... .:.c.�+ ::�:� .,.�i��".,:,.':`+"r.,�.�,.�`�x�,.. r'...i'� ...�.�...� x._zvt�.� .:�� 'v�.�.�.. I'm^"'^'—'..,.�' .Svc.4.a �..>.S:r:Avw'A"v's::s4gss;i: I\ / / / / 10 3 0 10 6 0 13 3 0 , 0 0 0 34 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall . DFL Plate(625psi) 3.500" 1.750" 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#(49p10 2 658#(494p1f) 169#(126p1f) 3 773#(580p1f) 218#(163p1f) 4 302#(227p1f) 85#(64plf) Design spans 10' 0.375" 10' 6.000" 13' 0.375" Product: 9 1/2" RFPI-20 16M" O.C. PASSES DESOGN 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.'# 38% 27.92' Odd Spans D+L Negative Moment 1178.'# 2820.'# 41% 20.75' Adjacent 2 D+L Shear 542.# 1220.# 44% 20.75' Adjacent 2 D+L End Reaction 387.# 1151.# 33% 34' Odd Spans D+L Int.Reaction . 991.# 1775.# 55% 20.75' Adjacent 2 D+L TL Deflection 0.1609" 0.6516" L/971 27.92' Odd Spans D+L LL Deflection 0.1294" 0.3258" L/999+ 27.92' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIINP$--,, All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER a t10 ie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS ' BEAVERTON,OREGON "Passing is defined as when •the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design 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