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Specifications (22)
44 5 -- 006\53" 13 P-1 g J /?SA 4-c CT ENGINEERING Structural Engineers 160 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206 285 4512 (V) 206 285 9618 (F) v 4 FED 2 5. ZYG #15238 Structural Calculations River Terrace :0 PRp, ,`F,��G I Nittk Plan 3410 �- � Elevation B ±d V4REG�iN&Tigard, OR 22 �`��`' �FS T. GES\F Design Criteria: 2012 IBC (ORSC, OSSC) 09/15/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company Y9 P Y 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 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 single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC, and currently adopted ORSC and OSSC. 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 e I- I MIN. NOR GABLE END TRUSS MINN. NOOR �g o ---- I Ii► i x1 ,Q I! X a 1 i1 1 N I i `1 it I 1 I I I 1 I i T i t � 1 iiI I ---II I I 11 0 IIit L-1 •`, I I I I 1 USSES AT 24" 04TYPICAL i 1 2R m � = E i N j I� 1 i I� { j iI f �i� X °x30', II o I I22 AT➢C 1 I .p x : i 0I I ACCESS J I a I LTN 1 1 I r' 1 i ' i 1 BB b .--,....---......-1. MIN. HDR GABLE ENP TRUSS I 1 I 1 GABLE END (TRUSS r J T J RB.b5 MIN:'HDR } - + I ABLE END( USS 1 L 1 J Plan 34108 ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN P6 8 S1.2 7MST37 MST37 /WM N O 0 _ 1 E E;, 1 l i ` i I r THISC3-6) SID } `( THIS - ! CD SIDE 1 r1111 Ii r MST37 MST37 8 S1.2 MST37 MST37 MST37 MST37 8 S1.2 Plan 34108 UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN P3 8 St.z ' ,STHD14 -'~~�~ 01. STH � ""` S1.2 4X1 HDR / STH D14 Di ..1..,-,,,...,'".-."...... 2 2X8 HD' 2 2X8 HDR �x 1 ,. . 2)2X HUK4 _. _.. .1"" 1 B 4 B-"3 Iiir 1 _ � 2 KING S.„„t e, I - ....._.. .... .. _....._ - If, L � ik/(TRIU S'TIJI 'D _ '..._. 1[[ I: EACH SFE . ''FIXTJRES ABO [ -''T (i I t a.... - --� s N W E F I1 4tfi v• ,,,,_ t loo Ai rt o' 1 1l FIXTURES co • : N. 4 2 r`" w, I 1 i- I —B A2ING 4ATL u e t -ES .%X1 8 0 I 0 LSL 3.X1 M F6 ' THIS — _ SIDE P6 f e t E B.7 Y------1 - I-8.� --7, .� --J •--=- F1 ! 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P4CLS'7..1; UP If"........1.POST UP -n- RTHIs v,. • SIDE It:r r- t , 1 ,, 4 THISOI I POST UP I Vf zed,evz ,"/14_1:- SIDE I I - ..1 ., , L_1,Dal 1,-- -.;_l_________=_., I L .., ---:717 -: -DRAlit": -:-1•,••1""""' -., 1 „ 01/ -1.11• , L ;_f-- - —"4--—-—---• -I, ',..•;;;;;-;• ;--1-i- -i-••'' 10'-0Y4” • .. , i __ -'' -1 1 0._i i .... PDST.UP Li-STHD14 ask(t) i •7121/2"IsTHD,4 i Li; ,-,,,. i Cr . , . .., „ - , / ilk 1 31/2"'i -7=CONC. SLAB ........................ •4_ •. • , . ... ., -, POST UP—.HI . .., 1 14- 1 ; t•'' POST UP_ , i , , - i • ,i'' , ..; 0 , : . Lu ;;•;• , o_ o I "t t i U ti 1 _., .. . POST UP L• -. !..t...';;.' i ;.> I ; POST UP . 19'-53/2" '''r : ,I; - > ' -I / 1 , . • 0 /I_0'- - I / 3 ; • --, I " I LSL .3)g9Y2 17-- ---f ;.,„ _,_ _---;;;-...... .-1,' " ''' ,ir,.-.... • POST UP-.1 .-- y .,,1 , ,. , • A: •- , ; r , VP, 1 1 , •i, i, ! 1 L . W. • _I '1,--- ' TRAP -, zi , • 1 L :., : • , L.1 .1_11 .."' ..-. - ".. I FIXTURE I tip i p• STHD14 ' • ;5ITAD44 OI--•" .. - x 1 1 0 0 < , <:;' Ark Mr 1, 1 I. , ., 1 .....t - • J - - ; • I : • I—-77.,7;H „ . :. , . ,. . 3141 WNC. SLAB :.• . SLOPE 3" I 1 ' 1'-10" 16-37 2'-4Y H 6 1'-6" ; r-0/2" , ' le',---'=4=====-'-- S IEM WALL - ' - ''-. 1;‘,i -41 1/2" , - TOP OF -11 ; 1 • Plan 34108 TOP OF SLAB -8" ".....„ I FO U NO: 10 N OLA6-6" IN .+ - 1/4'4'-O" AMERICAN MODERN Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 14252Page FRAMING _(c)1983-2003 ENERCALC Engineering Software Description 32108 ROOF FRAMING Timber Member Information RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x4 2-2x6 2-2x8 2-2x8 2-2x6 2-2x4 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 5.500 7.250 7.250 5.500 3.500 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 6.50 5.25 4.50 6.50 5.50 3.00 Dead Load #/ft 60.00 60.00 270.00 270.00 60.00 60.00 270.00 Live Load #/ft 100.00 100.00 450.00 450.00 100.00 100.00 450.00 Results Ratio= 0.8084 0.5276 0.9656 0.7094 0.5276 0.8084 0.3153 Mmax @ Center in-k 7.26 10.14 29.77 21.87 10.14 7.26 9.72 @ X= ft 2.75 3.25 2.62 2.25 3.25 2.75 1.50 fb:Actual psi 1,185.3 670.4 1,132.7 832.2 670.4 1,185.3 369.8 Fb:Allowable psi 1,466.3 1,270.8 1,173.0 1,173.0 1,270.8 1,466.3 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 40.8 101.1 82.2 40.8 56.3 44.7 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 @ Left End DL lbs 165.00 195.00 708.75 607.50 195.00 165.00 405.00 LL lbs 275.00 325.00 1,181.25 1,012.50 325.00 275.00 675.00 Max.DL+LL lbs 440.00 520.00 1,890.00 1,620.00 520.00 440.00 1,080.00 @ Right End DL lbs 165.00 195.00 708.75 607.50 195.00 165.00 405.00 LL lbs 275.00 325.00 1,181.25 1,012.50 325.00 275.00 675.00 Max.DL+LL lbs 440.00 520.00 1,890.00 1,620.00 520.00 440.00 1,080.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ii Center DL Defl in -0.089 -0.045 -0.037 -0.020 -0.045 -0.089 -0.004 UDefl Ratio 744.5 1,750.2 1,690.7 2,684.8 1,750.2 744.5 9,061.1 Center LL Defl in -0.148 -0.074 -0.062 -0.034 -0.074 -0.148 -0.007 UDefl Ratio 446.7 1,050.1 1,014.4 1,610.9 1,050.1 446.7 5,436.6 Center Total Defl in -0.236 -0.119 -0.099 -0.054 -0.119 -0.236 -0.011 Location ft 2.750 3.250 2.625 2.250 3.250 2.750 1.500 UDefl Ratio 279.2 656.3 634.0 1,006.8 656.3 279.2 3,397.9 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 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 )1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410BD FLR FRMG 1 OF 3 Timber Member Information �. B.1 B.2 B.3 B.4 B.5 6.6 B.7 Timber Section 4x10 2-2x8 2-2x8 4x10 4x10 2-2x8 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 3.500 3.500 3.000 3.500 Beam Depth in 9.250 7.250 7.250 9.250 9.250 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 Fir- Hem Fr,No.2 Hem Fir,No.2 Douglas Fr- Douglas Fr- Kern Fir,No.2 'Level,LSL 1.55E Larch,No.2 Larch,No.2 Lardi,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 900.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 180.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,600.0 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 5.50 3.50 3.00 6.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 180.00 180.00 15.00 15.00 165.00 Live Load #/ft 400.00 400.00 480.00 180.00 40.00 40.00 440.00 Dead Load #/ft 175.00 175.00 175.00 175.00 370.00 370.00 Live Load #/ft 125.00 125.00 125.00 125.00 450.00 450.00 Start ft End ft Results Ratio= 0.6222 0.5066 0.4204 0.6747 0.6405 0.3832 0.6691 II Mmax @ Center in-k 38.57 15.62 12.96 41.83 39.70 11.81 177.87 @ X= ft 2.75 1.75 1.50 3.25 2.75 1.50 7.00 fb:Actual psi 772.7 594.3 493.1 838.0 795.5 449.5 1,555.7 Fb:Allowable psi 1,242.0 1,173.0 1,173.0 1,242.0 1,242.0 1,173.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 78.0 67.3 59.6 76.3 80.3 54.3 108.9 Fv:Allowable psi 207.0 172.5 172.5 207.0 207.0 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 893.75 568.75 532.50 1,153.75 1,058.75 577.50 1,155.00 LL lbs 1,443.75 918.75 907.50 991.25 1,347.50 735.00 3,080.00 Max.DL+LL lbs 2,337.50 1,487.50 1,440.00 2,145.00 2,406.25 1,312.50 4,235.00 @ Right End DL lbs 893.75 568.75 532.50 1,153.75 1,058.75 577.50 1,155.00 LL lbs 1,443.75 918.75 907.50 991.25 1,347.50 735.00 3,080.00 _ Max.DL+LL lbs 2,337.50 1,487.50 1,440.00 2,145.00 2,406.25 1,312.50 4,235.00 "`iii Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK il Center DL Defi in -0.018 -0.009 -0.005 -0.039 -0.021 -0.006 -0.115 UDefl Ratio 3,643.1 4,740.5 6,891.5 2,020.6 3,075.3 6,354.5 1,461.3 Center LL Defi in -0.029 -0.014 -0.009 -0.033 -0.027 -0.007 -0.307 UDefl Ratio 2,255.2 2,934.6 4,043.8 2,351.8 2,416.3 4,992.8 548.0 Center Total Defl in -0.047 -0.023 -0.014 -0.072 -0.049 -0.013 -0.422 Location ft 2.750 1.750 1.500 3.250 2.750 1.500 7.000 UDefl Ratio 1,392.9 1,812.5 2,548.4 1,086.8 1,353.1 2,796.0 398.5 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14252Page Framing Description 3410BD FLR FRMG 2 OF 3 Timber Member Information B.8 B.9 B.10 B.11 B.12 B.13 B.14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 4x10 LVL:1.750x14.000 LVL:1.750x14.000 LVL:3.500x14.000 Beam Width in 3.000 1.750 1.750 3.500 1.750 1.750 3.500 Beam Depth in 7.250 14.000 14.000 9.250 14.000 14.000 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Level,LSL 1.55E Level,LSL 1.55E Douglas Fir- Level,LSL 1.55E Level,LSL 1.55E Level,LSL 1.55E Lard),No.2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 900.0 2,325.0 2,325.0 2,325.0 Fv-Basic Allow psi 150.0 310.0 310.0 180.0 310.0 310.0 310.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,600.0 1,550.0 1,550.0 1,550.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 4.50 9.00 9.00 3.50 4.00 5.50 16.50 Dead Load #/ft 135.00 180.00 30.00 90.00 30.00 30.00 160.00 Live Load #/ft 360.00 480.00 80.00 240.00 80.00 80.00 100.00 Dead Load #/ft 220.00 220.00 45.00 Live Load #/ft 200.00 200.00 120.00 Start ft 9.000 End ft 16.500 Point#1 DL lbs 1,606.00 688.00 LL lbs 2,327.00 770.00 @ X ft 1.750 9.000 Cantilever Span Span ft 3.00 Uniform Dead Load #/ft 250.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 565.00 LL lbs 935.00 @ X ft 0.500 Results Ratio= 0.5609 0.6033 0.2461 0.8786 0.0832 0.1573 0.6772 Mmax @ Center in-k 15.04 80.19 6.25 47.36 12.72 24.05 207.03 @ X= ft 2.25 4.50 3.10 1.75 2.00 2.75 8.98 Mmax @ Cantilever in-k 0.00 0.00 -37.62 0.00 0.00 0.00 0.00 fb:Actual psi 572.1 1,402.7 658.1 948.9 222.5 420.7 1,810.8 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 1,080.0 2,673.8 2,673.8 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.5 135.3 60.4 106.1 27.5 51.4 104.7 Fv:Allowable psi 150.0 310.0 356.5 180.0 356.5 356.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 303.75 810.00 -21.39 960.50 500.00 687.50 1,709.43 LL lbs 810.00 2,160.00 360.00 1,583.50 560.00 770.00 1,379.55 Max.DL+LL lbs 1,113.75 2,970.00 338.61 2,544.00 1,060.00 1,457.50 3,088.98 @ Right End DL lbs 303.75 810.00 1,606.39 960.50 500.00 687.50 1,956.07 LL lbs 810.00 2,160.00 2,326.94 1,583.50 560.00 770.00 1,940.45 Max.DL+LL lbs 1,113.75 2,970.00 3,933.33 2,544.00 1,060.00 1,457.50 3,896.52 [Reflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.6.0,1-Dec-2003 Timber Beam & Joist Page 2 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:Floor Framing Description 3410BD FLR FRMG 2 OF 3 Center DL Defl in -0.010 -0.043 0.014 -0.008 -0.002 -0.008 -0.330 UDefl Ratio 5,369.5 2,521.1 7,968.6 5,574.6 20,675.8 7,953.4 600.6 Center LL Defl in -0.027 -0.114 -0.019 -0.012 -0.003 -0.009 -0.303 UDefl Ratio 2,013.6 945.4 5,672.4 3,524.0 18,460.5 7,101.3 653.6 Center Total Defl in -0.037 -0.157 0.021 -0.019 -0.005 -0.018 -0.633 Location ft 2.250 4.500 6.048 1.750 2.000 2.750 8.448 UDefl Ratio 1,464.4 687.6 5,163.0 2,159.1 9,752.7 3,751.6 313.0 Cantilever DL Def I in -0.035 Cantilever LL Defl in -0.032 Total Cant. Defl in -0.067 UDefl Ratio 1,074.5 Title: PLAN 3410 Job# Dsgnr:TRE Date: 1:26PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0.1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:Floor Framing Description 3410BD FLR FRMG 3 OF 3 Timber Member Information B.a15 B.16 B.a17 B.18 B.19 B.20 Timber Section VL:5.250x16.000 LVL:5.250x7.250 2-2x8 2-2x8 4x12 4x8 Beam Width in 5.250 5.250 3.000 3.000 3.500 3.500 Beam Depth in 16.000 7.250 7.250 7.250 11.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade •osboro,Bigheam iLevel,LSL 1.55E Hem Fir,No.2 Douglas Fr- Douglas Fr- Douglas Fr- 2.2E Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 3,000.0 2,325.0 850.0 900.0 900.0 900.0 Fv-Basic Allow psi 300.0 310.0 150.0 180.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,550.0 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 1.000 Member Type Manuf/Pine Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No No Center Span Data Span ft 20.00 3.50 3.50 2.00 12.75 5.00 Dead Load #/ft 150.00 30.00 220.00 60.00 105.00 75.00 Live Load #/ft 400.00 80.00 200.00 100.00 175.00 125.00 Dead Load #/ft 220.00 Live Load #/ft 200.00 Start ft End ft 10.500 Point#1 DL lbs 688.00 2,935.00 LL lbs 770.00 5,730.00 @ X ft 10.500 1.750 Point#2 DL lbs 890.00 LL lbs 1,475.00 @ X ft 10.500 Results Ratio= 0.8927 0.7563 0.2503 0.0338 0.8123 0.2091 Mmax @ Center in-k 689.86 93.00 7.72 0.96 68.28 7.50 @ X= ft 10.48 1.75 1.75 1.00 6.37 2.50 fb:Actual psi 3,079.7 2,022.2 293.7 36.5 924.8 244.6 Fb:Allowable psi 3,450.0 2,673.8 1,173.0 1,080.0 1,138.5 1,170.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 166.5 175.7 33.3 4.4 58.2 22.5 Fv:Allowable psi 345.0 356.5 172.5 180.0 207.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions 1 @ Left End DL lbs 3,953.17 1,520.00 385.00 60.00 669.37 187.50 LL lbs 6,615.12 3,005.00 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 10568.30 4,525.00 735.00 160.00 1,785.00 500.00 @ Right End DL lbs 2,934.82 1,520.00 385.00 60.00 669.37 187.50 LL lbs 5,729.87 3,005.00 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 8,664.70 4,525.00 735.00 160.00 1,785.00 500.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.360 -0.018 -0.006 -0.000 -0.094 -0.006 UDefl Ratio 665.9 2,343.5 7,002.9 169,372.5 1,628.4 10,117.2 Center LL Defl in -0.627 -0.035 -0.005 -0.000 -0.157 -0.010 UDefl Ratio 382.6 1,190.8 7,703.2 101,623.5 977.0 6,070.3 Center Total Defl in -0.988 -0.053 -0.011 -0.000 -0.251 -0.016 Location ft 9.920 1.750 1.750 1.000 6.375 2.500 UDefl Ratio 243.0 789.6 3,668.2 63,514.7 610.6 3,793.9 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:26PM, 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_3410.ECW:CRAWLSPACE FRAMING Description 3410 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM 4x10 option powder 1 Timber Section 4x8 4x10 LVL:3.500x9.500 Beam Width in 3.500 3.500 3.500 Beam Depth in 7.250 9.250 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- iLevel,LSL 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 2,325.0 Fv-Basic Allow psi 180.0 180.0 310.0 Elastic Modulus ksi 1,600.0 1,600.0 1,550.0 Load Duration Factor 1.000 1.000 1.330 Member Type Sawn Sawn Manuf/Pine Repetitive Status No No No Center Span Data Span ft 5.00 6.25 6.00 Dead Load #/ft 255.00 240.00 15.00 Live Load #/ft 680.00 640.00 40.00 Point#1 DL lbs LL lbs 3,770.00 @ X ft 2.500 Point#2 DL lbs LL lbs -3,770.00 @ X ft 5.500 Results Ratio= 0.9774 0.9566 0.3645II Mmax @ Center in-k 35.06 51.56 59.35 @ X= ft 2.50 3.12 2.50 fb:Actual psi 1,143.5 1,033.1 1,127.3 Fb:Allowable psi 1,170.0 1,080.0 3,092.3 Bending OK Bending OK Bending OK fv:Actual psi 105.0 96.8 90.6 Fv:Allowable psi 180.0 180.0 412.3 Shear OK Shear OK Shear OK Reactions11 @ Left End DL lbs 637.50 750.00 45.00 LL lbs 1,700.00 2,000.00 2,005.00 Max.DL+LL lbs 2,337.50 2,750.00 2,050.00 @ Right End DL lbs 637.50 750.00 45.00 LL lbs 1,700.00 2,000.00 -1,765.00 Max.DL+LL lbs 2,337.50 2,750.00 -1,720.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.020 -0.022 -0.001 UDefl Ratio 2,975.6 3,361.9 63,804.9 Center LL Defl in -0.054 -0.059 -0.058 UDefl Ratio 1,115.9 1,260.7 1,248.3 Center Total Defl in -0.074 -0.082 -0.059 Location ft 2.500 3.125 2.736 UDefl Ratio 811.5 916.9 1,224.6 TJI JOISTS and RAFTERS 1 I 1 1 Code 1 Code Code II Suggest Suggest Suggest Lp!ck i Lpick Lpick_1_Lpick Joistb � d �Spa. - - - -------------------------------------r--------- --------�----------i------ Joist d -- -max LL DL M max V max I El Lib L iv L TL240 L LL360 1 L max-T TL deft. LL dell. 1 L TL360 L LL480 L max TL defl,TL deft.LL dell.LL dell. size&grade width(in.) depth(in.)] (in.) 1 (psf) (psf) (ft-lbs) (psi) I (psi) (ft.) (ft.) (ft.) 1 (ft.) 1 (ft.) , (in.) (in.) 1, (ft.) (ft.) (ft.) (in.) i ratio (in.) ratio 9.5"TJI 1101 1.75 9.5 19.2; 40 15 2380 1220; 1.40E+08 14.71 27.73 15.231 14.80 14.71: 0.661 0.48 13.31 13.45 13.31 0.441 360 0.32 495 9.5"TJI 1101 1.75 9.5 161 40 15 2380 12201 1.40E+08 16.11 33.27 16.191 15.73 15.731 0.721 0.521 1 14.14 14.29 14.14 0.471 360 0.34 495 9.5"TJI 1101 1.75 9.5 121 40 15 2380 12201 1.40E+08 18.61. 44.36 17.821 17.31 17.311 0.791 0.581 1 15.57 15.73 15.57 0 521 360 0.38 495 9.5"TJI 110 __1.75 9.5 1220i20.80 55.45 19.19 18.64 18.64( 0.8511 0.62 _ __ 16.77 16.94 16.77 0.581! 360 0.41 495 9,5"TJI 1101 1.75 9.5 19.21 40 10 2500 1220i 1.57E+08 15.81 30.50 16.341 15.37 15.371 0.64 0.51 , 14.27 13.97 13.97 0.441 384 0.351 480 9.5"TJI 110 1.75 9.5 16 40 10 2500! 1220 1.57E+08 17.32 36.60 17:36 16.34 18 34 0.68, 0.54 15.17 14.84 , 14.84 0.46 384 0.37 480, 9.5"TJI 1101 1.751 9.51 121 40 10 2500 1220 1.57E+08 20.00 48.80 __19.111 17.98__ 17 98 0 75 0_60 16.69 16.34 16.34 0.511 384 0.41 480 ,._- 9.5"TJI 1101 1.751 9.5 9.61 40 10 2500 1220; 1.57E+08 22.36 61.00 20.581 19.371 19.371 0.81 0.65 17.98 17.60 17.60 .........................M4 480 1 1 , 9.5"TJI 2101 2.0625 9.5 19.21 40 101 3000 1330, 1.87E+08 17.32 33.25 17.321 16.301 16.301 0.681 0.541 1 15.13 14.81 14.81 0.461 384 0.37 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 187E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 15.74 0.49 384 0.39 480 9.5"TJI 2101 --.06259.5J 121 40 10 3000 1330_1.87E+08 21,91 53.20 20.26i. 19 O6 19.06 0.791 0.641 j 17. 70 17. 32 17,32 0.54 384 0.431 480 9.5"TJI 210 2.0625 9.51 9.6 40 10 3000 1330, 1.87E+08 24.49 66.50 21.82 20.53 20.531 0.861 0.68 19.06 18.66 18.66 0.581 384 0.47 480 9.5"TJI 230, 2.31251 9.5 19.2; 40 10 3330 13301 2.06E+08 18.251 33.25 17.89 16.831 16.831 0.70 0.56 15.63 15.29 15.29 0.481 384 0.381 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16,60 16.25 11 111.2$ 0.51 384 0 41 480 9.5"TJI 2301 2.3125! 9.5 121 40 10 3330 13301 2.06E+08 23.081 53.20 20.921 19.69 19.69! 0.821 0.661 I 18.28 17.89 17 89 0 561 384 0 451 480 9.5'TJI 230; 2.3125 9.5 9.61 40 10 3330 13301 2.06E+08 25.81 66.50 22.541 21.21 21.211 0.881 0.711 19.69 19.27 19.27 0.60, 384 0.48 480 I 11.875"TJI 110 1.75 11.875] 19.2 40 10 3160 1560 2.67E+08 17.78 39.00 19.50 18.35 17.781 0.67, 0.54 I 17.04 16.67 16 67 0.521 384 0 421 480 11.875"TX 110 1.75 11.875 16 40 10 3160` 1560 2.57E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 ;17.72 0.55 384 0.44 480 11.875"TJI 1101 1.75( 11.875 121 40 101 3160 15601 2.67E+08 22.491 62.40 22.811 21.46! 21.461 0.89 0.721 1 19.93 19.50 10.50 0.611 384 0.491 480 11.875 TJI 110 1.751 11.875 9.61 40 10 3160 1560! 2.67E+08 25.141 78.00 24.571 23.121 23.121 0.96 0.77 1 21.46 21.01 21.010.661........... 4 0.5311 480 ---------- - - - ---- 11.875'TJI 2101 2.0625 11.8751 19.21 40 10 3795 1655 3.15E+08 19.481 41.38 20.611 19.391 19.391 0.81 0.65, 1 18.00 17.62 17.82 0.551 384 0.441 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3,15E+08 `:21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 18.72 0.59 384 0.47 480 11.875 TJI 2101 2 0625[ 11 875 12 40 101 3795 1655 L 3.15E+08 24 64 66.20 24.10 22.681 22.681. 0.95 0.761_1 21.05 20.61 20.61 0.64'' 384 0.521 480 11.875"TJI 2101 2,06251 11.875 9.61 40 10[ 3795 1655 3.15E+08 27.55 82.75 25.96 24.431 24.43 1.02 0.81 22.68 22.20 22.20 0.69! 384 0.551 480 1 1 ' 11.875"TJI 2301 2.3125! 11 .8751 19.21 40 101 4215 165513.47E+08 20.53 41.38 21.281 20.031 20.03! 0.831 0.671 I 18.59 18.20 18.20 0.57 384 0 45 480 11,875"TJI 230 2.3125 11.875 16 40 10 4215; 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 10.04 0.60 384 0.48 480', 11.875"TJI 2301 2.3125 11 875 12! 40 101 4215 16551_3.47E+08 25.971, 66.20 24.89 23.421_ 23.42j 0.N 0.781, 21.74 21.28 21.28 0.671 384 0.531 480 11.875 TJI 230 2.3125 11.875 9:61- 40 10 4215 16551 3.47E+08 29.03, 82.75 26.81 25.231 25.231. 1.05 0.841 23.42 .22.93 22,93 0.724 384 0.571 480 1 1 I .. I 11.875"RFPI 4001 2.06251 11.8751 19.21 40 10 4315 1480 3.30E+08 20.77 37.00 20.931 19.69 19.69! 0.821 0.66 18.28 17.89 17.89 0.561 384 0.451 480 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 1901 0.59 384' 048 'r 480 65 11.875"RFPI 400' 2.0625 11.8751 121 401 101 43151 1480! 3.30E+081 26.28 59.201 24.481 23.031 23.031 0.96 0.771 21.381 20.93 20.93 0. 1 3841 0.521 480 11,875"RFPI400 2.0625, 11.8751 9.61 40 10. 4315 14801 3.30E+08 29.38174.00 26.371 24.811 24.81, 1.03 0.831 . 23.03 22.54 22.54 0.70; 384 0.561 480 Page 1 D+L+S CT#14189-Betahny Creek Falls 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 Demon Buckling Factor D+L•S c 0.80(Constant)> Section 3.7.1.5 - __ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Pb) Cf(Fc) 1997 NDS Cb (Varies) > SecBon 2.3,10 _ Bending Comp. Size Size Rep. Cd(Pb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Loa 4>1.0 Load g Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb Po/ in. In. In. ft. plf psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'(1-fc/Fce) H-F Stud 1.5 3.5 18 7.7063 26.4 1730 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 0.9966 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 --- 0.9947 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 1.00 0.00 0.005 55 H-F Stud 1.5 3.5 16 8.25 28.3 10 0.9921 , 1993.4 1.00 1.15 1.11.05 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 1,200,000 854 508 966 449.95 395.22 394.29 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 1.15 875 405 800 1,200,000 854 506 986 449.95 395.22 393.65, 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 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 1.00 0.00_ 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1:05_1.15 675 425 725 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 1.15 1.1 1.05 1.15 675 425725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.8 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 508.18 0.60 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 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 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 1.1.6--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 'SPE#-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-'7600 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls LOAD CASE (12-13) BASED ON ANSI/AFBPA NDS-199_ SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 0 1.00 Design BUCidinI Factor 11111111111111111111111111M1103331,11.11.1111110111._. -- ___-- _- IMIIIII ■� 0.80 Constant)> Section 3.7.1.5 _ _ __ Cr moi____ Constant > Section 3.7.1.5 MO= � ----"--""-�� _ _ Cf Fb ���1997 NDS=__I_� 1 - Section 2.3.10 _---�-r•I• ��Re'.���-����I��-��= _12=�____-- factor factor use_---_--- =1Q= 11111211Har.Load MIZIKELoad'tt Flat'ECM Cd Fc Cf Cf Cr Fb 1101 1115311 E - 9®11112:11®111113111®mom ® in. ®1111111_ df 111112311- •If Fb Fc _psi •' ina •sl mormanomm-11='111110111111111111111111011 Fb'•1-fc/Fce H-F Stud 1.5 3.5 H7.7083 28.4 1075 9.71 0.9951 1993.4 1,60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 9 30.9 755 8.46 0.9942 1993.4 1.80 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 0.885 H-F Stud 1.5 ® 12 9�� 0.9998 1.60 1.00 1.1 1.05 1.15 mama 800 1,200,000 1,366 840 •�' 217.14 0.65 EEE3®' H-F Stud ®® 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 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 ®0__� 0.9981 3986.7 - 1.00 1.1 ED 1.15�_ 800 1,200,000 506- 299.05 180_69 0.394 _ ____ ---_--_ __ -_-_--__ -11111111111111111 paran®®m 7.7083 1060 0.9971 •' 1.60 100 1.1 1.05 1.15 675 425 725 1,200,000 1,366® 761.25 515.42.11EMENIEMEMEM 0.577 SPF Stud ® 3.5 16 9Nizaj�•• 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366® 761.25 378.09mummisge_mm 0.618 76-1 25 378.09 328 30 214 29 0 6 335.64 0 567 SPF Stud ® 3.5 16 283 30 9 1960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366125 8716 0 993 1789.1 1 60 1.FD 1 1 1.05 1.15 675 425 725 1 200,000 1 366® 761.25 449.95 376.35 243.81 0.65 36137 0.577 SPF Stud 28.3 1405 + 0.9952 2789.1 1.60 1.00 _1.05 1.15 675 425 725 1,200,000 1,366® 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud ��®0 8.25 28.3 2320 0.9958 4183.6 1.60 1.00 m 1.05 1.15 675 425 725 1,200,000 1,366® 761.25 449.95 376.35 294.60 0.78 180.69 0.383 _-_ __ --- M__ __�_----_ ®®�7.7083���;� 0.3909 3132.4 ®'' ®� ��m 1,300,000�] 969.91 506.18®' I 0.119 I+F#2 ®®tfigi 19.6 3132 8.46 0.5743 3132.4 1.60 1.001.10 1.15 850 405 1300 1. ••,••• 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 ®1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 508.18 0.56 148.34 0.124 -_____--_- MI ___ MEI _- ®®_�_ ��''� 3287.1 -_ ®__m' 1,400,000 I 1265 940.30®I' 'I 0.114 11111111111111 1 3 5.5 m__ A 0.6033 3287.1 -'• _� •®_ 425 E•]1,400,000 ® 1265 1089.25 806.08® 0.66 181.23 0.169 SPF 02 5.5 MINI 18.0 3287 8.13 0.4790 3287.1 IA 1.00 ® ®m 425 1150 1,400,000 MEM 129630 884.69 531.23 0.60 146.34 0.118 �____---_ __-- ---__ SPF Stud ®® immi 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 El 725 1,200,000E_ 761.25 138.14 17.78 0.13 iiii 0.979 urati®®m__nmaiim 0.9941 11111MAIN 1.60 1.00 1.3 1_10 1.15 875 AKE 1150 1:400,000 •'®MBIEZIE�• 233.80 106.67 0.46 • 0:786 H-F d2 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 Creak Falls LOAD CASE (12-14) (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 Bucklin6Factor D+L+W+S/2 __.°_....__b:80(Canstent)= Section 3.7.1.5 Cr -' KcE 0.30(Constant)> Section 3.7.1.5 Cf Fb Cf c 1997 NOS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd b Cb Cd Fc E..3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width De.h S•acin. Heie ht Le/d Vert.Load Hor.Load u 1.0 Load 0 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' _ Fce F'c fc fc/F'e fb ib/ in. in. in. ft. pif psf plf (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 1,366 506 986 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3M 12 9 30.9 1150 8A6 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 16 825 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 0.598 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 675405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.89 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 0.689 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 1.80 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 0.588 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 1,366531 875.438 449.95 388.13 272.38 0.70 271.030.503 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 1,368 531 875.438 449.95 388.13 299.68 0.77 180.89 0.396 H-F#2 1M 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 1011.45 837.57 506.18 0.80 181.23 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 0.5585 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 0.56 146.34 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 6868## 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1,60 _1.151.3 _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 8.71 0.9901 3132.4 1.80 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-Betehny Creek Falls I LOAD CASE I (12-15) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucldin.Factor D+L+S+WI2 __ - c _ 0.80(Constant) Section 3.7.1.5 .__ ._.._.___.__..-___..-__..........._._ ._.. ... _-......_.__-....._ Cr .111111111111111111__ _ _ KcECf(Fb) Cf(F c) 1997 NDS- Cb 0.30(Constant)> Section 3.7.1.5 ...E..3 Cb aries Section 2.3.10 Bending Corn.. Size Size Re..� Cd b Cb Cd Fc E,.3.7-1 _____- duration Mt=factor factor use M� -___ --E__ �'`�".��E11Q! '�2.'.1� Q�Hoc.Load_ .:.n•::�(r�'Z1� Cf Cf m �' T�©� 9®�®0®� ®�_��W�-�-_. Fb [m]_r�r� f��- .��� •si _ �sl Fb"1-fc/Fce IIIICMIIII WW�m 0.9935 1.1 1.051®� 405 1,200,000�� 966 339.05 188.39 0.403 IMEMENNEWIME1111.1110111EXIMIEMINCH 0.9923 1993.4 wog 1.15 _1.1 COT®_675 405 800 1_200,000 1,366 estaimai 378.09 malmExEmatamaj 0.470 H-F Stud ® 3.5 ®NNE®'-NNEENNEEg 0.9976 2657.8 Mil 1.15 T 1.05 1.15 675 405 800 1,200,000 1,366 966 378.09 167.82 0.403 H-F Stud ® 3.5 �� �� 0.9960 1.15 ®mo 1.15 675 ®' 800 1,200,000 1,366 96611122221111MINEECIMI180.69 0.406 ® ®®NEN 8.25 ®'' 0.9990 .1.60 1.15 1.1 1.05 1.15 405 800 1,200,000 1,366 5061 449.95 395.22 320.00 1 0.343 ® 8.25��mEE 0.9999 MEMO 1.60 1.15 1.1 1.05 1.15 675 405 800 _1,200,000 506 NNE23 449.95 395.22 338.41m= 0267 SPF Stud1111 . 7.7083 1315 4.855 0.9907 2091.8 1.60 ®....1.1_ 1.05 115 675 425 725 1,200,000 1_366 531 875.438 431.52 333.97 0.77 0.392 ®m�� 965 0.9970 1.60 1.15 1.1 1.05 1.15 675_ 425 725 1,200,000 1,366 875.438 0.73 0.466 SPF Stud ®®®�®' 1370 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 875.438 260.95 moms 0.396 SPF Stud ®®1101111130 111.1113®'' 0.9922 2091.8 1.60 1.15 ®1.05 1.15 NENEEN 725 1,200,000 1 ass NigthEauxEnsamm299.68 Ku 180.69 0.396 SPF Stud8.25 IIKIII 1660 4.065 0.9973 2789.1 1.60 1 .1.6-6 15 1 1 1 75.15 6 425 725 1200000 1,366 875.438 449.95 388.13 316.19 081 135.51 _0.334 SPF Stud Milan 8.25 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 875.438 449.95 388.13 333.97 0.86 90.34 0.257 __ ___--___��� _-_ _--__ 0.059 e�®mmm�i ® 0.3001 ��,®®®1.15�''��"1300 1,300,050�� ®'� '�'®'' °°�� ®®®m11111113111E0®UMEME'.�' '' ®®ENCI 1.15 11113111112111 1300 1,300,0001 1644 5 inuommummaxo 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 1.10 1.15 850 405 1300 1,300,000 2,033 508 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 1.10 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#21.5 ® 16 9 �� 0.4750 3287.1 NEN® 1.10 1.15 NEN 425 1150 1,400,000 531 IIMEI85 850.16 531.23 0.82 90.61 0.0 SPF#2 ®®iiiiii 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 II .10 1.151150 1,400,000®®1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 -_____--- ®® 586.43 0.779 ��®®m��®� 0.9959 2091.8 N 1.15 ® 1.15��®1.200,0001® MEX �� ' 31 IIIIIIMIIIIIIMIIIIIIIIIIIIIIIIIIIIIIIIIIM EIMEMIN ®IIIIMIIIIINLIMIIIINII����� 0.9925Ua 1.15 _1.3 ®' 1.15 875 1150 1,400,000 531�®"_®�'-'. 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 2,033 506 1644.5 226.94 220.14 139.80 0.64 463,51 0.594 Page 1 D+L+S+.75 CT#14189-Betahny Creak Falls LOAD CASE (12-16) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor 13.14_4414B/1.4 --' - c 0.80(Constant)> Section 3.7.1.5 .....---....----._. .. _.....--__..............------- _......------ r -------- -----'---- KcE 0.30(Constant)> Section 3.7.1.5 I Cf(Fb) Cf(FcL 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Re Cd Fb Cb Cd Fc) NDS 3.9.2 Max.Well duration duration factor factor use Stud Grade Width Depth Spadnj Height Le/d Vert.Load Hor.Load <= Eq Load 0 Plato Cd(Fb)Cd 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. p11 pet plf ( (Fb) (Fc) psi psipsi psi psi psi psi psi psi psi _ psi Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 I 800 1,200,0001 1,366 506 966 515.42 441.22 359.37 138.53 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 1,200,00011,366 506 966 378.09 340.90 256.51 188.85 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 1,200,000 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 II 800 1,200,000 1,366 506 966 449.95 395.22 325.71 MI 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9988 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 , 9 30.9 1410 3.57 0,9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0,80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28,3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 .1.05 1.15 675 425 725 1,200,0001,366 531.875.438 449.95 388.13 321.90 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-F62 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 78.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15850 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 11150 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 11150 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 s aout8u3 isa1farule -04,94s0 ~�i,..... la tektfeek4 1 " t tip ` � - , ... 541151,:-:1-1.� 05 RI c <„,„. iv .1 �J ,,,::. tift G = 7 ' : ' 1,=t, c Si4aeklA9 '.6 IV Mi. - (514(-X3H) ..z.ers) 4104 ,,,, ir ,0„, ao i SI9t?-S8Z(S{}} :xa+;uin# at :;tta zlstr SSZ(4t3Z3 :nva .a :3 041 • 601S6 '..., NM'atusas 1131111 ZO£44PIS J N 3 ki 3 3 N ! O N IS uoualPRLOSt 180 Nickerson St. InEll{ p ENGINEERING Suite 302 Project: r f e Seattle,�A Date: 9810 WA81t?4 (206) 28S-4512 Client: Silt/Cj / --401/1-41 ` Yi Page Number: FAX: (206)285-0618 - ppesa i v A-Li4.fr,..46ki. vitLuf - to75-g__ 74:1..._ -ilktiiiy- if301.4, 7_ atx +raw p ` oot,, o 0,1 5,... i 4 . c . . . .: � L-r, Z ` ssi 4, -, ff '' ' e.,62= it.i ,____.,i241/404-%P .._.a)LV p ' _ - - . w ice" Laws r.. e...,),4,4c- r .L. . .._ _. . ; ,. r i ` 4 15.64 k• 047,74, x alt. 4 ,.. = illeiSita i ''l *x iii- 7,1,.. .1 :.I; Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA I��N C. 9�(} �_q( n p 98109 Project �"LLL "" -�`^ 5 P 062C Date: f 011. 0p • (206)285-4512 �r�� iT/0e �d/PWS � Page Number: (206)285-0618 Client: 2072 �J�'p.,1/�1� _ E) : "r; . . W-tire 1A4- �. , ..44.14-i-_ Q 33 M l . , 4-- t 2,( 1 , i ! X ' - tr '- 11 Za1. _ T .v' . 83 _ � W+ ,. � :i;., J . ��q '3 ; . - • ; • m , _ 14,66fii ••!- -. . ! . . t4! _,4.j k i LA . . 1 . . 6),.,,...ftv i i 0 e. _ev:,(0,. poiroc' . . , .2.• , ,xtF X zi� _ 1-10 ,- -,- i _ s " f{._._.. }3t - - :i r�'"IVF __ zL-E�1 d MSP ,fib ' 2X1' r+'-KD i .1 ,L r -=-1- lot- f G rZ� ``� P - Structural Engineers jQ 4pfrOs 4-- 3.6,4; 3 Design Maps Summary Report Page 1 of 1 iltisGs 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 V r ' ,,�y- r B'av rt n s � ,i s ,-..-„,a4C- '''''7,- ,,,:i7 „.,..-,X ,,,4-,.„,„.,0,,,iii„,„:0,46,,,, ,-, ,,,,i,,err, .,-;:,'.. ',.,,,, .A4,„,,,,,,,,,,,i,:-...-,,,,,,,,, ,,, ,,,,,„.r: •k-I,-''',,,,,,:,, ,,,,,,,,,,-,c::. 3 ,p4 .., --.,,„ ,- i; -,,,,,,,,z: ,,---,„, ,-ij, ,, -,--,z,,,,-,-.,-,,,4,1„.4.*,----,,,,-,:i.,71.,,,„,,, ..,ir,t, ., - ,,,,-..,,--4,.-----, Mcgro.SOtiaroi, %,:,•,,,,(,.'g,:i''''',-r.'',, ,•': .,-,:u.„,' % n46,n t Lcke C} we ``. .i.4 " 419 € King'City D ham �, : 1 'E ✓ h ; - , ,,-,---14,.---,-.;',,,- 1 .,y USGS-Provided Output S5 = 0.972 g SMS = 1.080 g S°s = 0.720 g Si = 0.423 g SMS = 0.667 g SD,. = 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 0.90 1.34E 0.00 '. .2, 012 0.22 0.44 0.22 0.10 , V Irli 0,40 4 ct , 0.40 0,44' 0.32 0.22_, 0.24-; #.22 0,1; 011 tee 409 0 00 0.00 0.20 0.40 0.40 000 1.00 1,20 1.40 1,000 1.00 2.00 ,00 ttle 0.40 0.40 0.00 1.00 1.20 1.40 1.40 1.20 2,.00 I{,mac) Pittiod,T( Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 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 3410 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W httr://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usgs.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 SMs=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SMI= F,,*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS Sos= 0.78 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 5D1= 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 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14252:Plan 3410 Sos= 0.78 h„ = 18.00(ft) So,= 0.50 X = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S,= 0.50 k= 1'ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Sol I(T*(R/ME)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(So,*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 SMR/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if SI>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,„ = DIAPHR. Story Elevation Height AREA DL w; w; *h;k w, *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 FPX = DIAPHR. F; E F, w, E w, FPX = EF; *w{,„ 0.4*SDS*IE*WP 0.2*SIDS*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPX Max. FPX Min. Roof 3.58 3.58 32.1 32.1 4.99 3.58 9.99 4.99 2nd 2.53 6.11 40.9 73.0 6.36 3.42 12.71 6.36 1st(base) 0.00 0.00 0.0 73.0 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14252:Plan 3410 NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width= 34.0 43.0 ft. V ult. Wind Speed 3 sec.Gast= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 see Gust 9mph (EQ 16-33) Exposure= B B Iv,,= 1.0 1.0; N/A N/A Roof Type= Gable Gable PS30 A= 28.6 28.6.:psf Figure 28.6-1 Ps3SB= 4.6 4.6 psf Figure 28.6-1 PB30 c= 20.7 20.7.:psf Figure 28.6-1 Ps300= 4.7 r 4.7 psf Figure 28.6-1 A=J 1.00_ 1.00; Figure 28.6-1 Ke= 1.00 1.00; Section 26.8 windward/lee 1.00 1.00;(Single Family Home) X*Kn`I : 1 1 Ps=X*Kzt`I`Ps30= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 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) PsAend caverage= 24.7 24.7 psf (LRFD) Ps B end 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 Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) 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 Ar= 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 3410 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) Roof - 18.00 18.00 0.00': 0.00 0.000.00 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(ns). 13.60 V(e-w)= 16.08 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 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(N-S) 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(ns)= 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 3410 SHEATHING THICKNESS tsheathing = 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) __I 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS "tsheathing= 1/2 NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3410 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-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 730 33.5 36.0 1.00 0,15' 2.61 0.00 1.79 0.00 1.00 1.00 53 P6TN P6TN 78 16.11 44.77 -0.87 -0.87 23.50 54.27 -0.94 -0.94 -0.87 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 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. left4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 730 39.5 40.0 0.90 0.15 2.61 0.00 1.79 0.00 1.00 1.00 50 P6TN P6TN 73 16.11 58.66 -1.10 -1.10 23.50 71.10 -1.23 -1.23 0.66 pert Ext. right2 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5, 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - -'- 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 73.0 69.1 =L eff. 5.22 0.00 3.58 0.00 EV„,,,,d 5.22 EV Ea 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 3410 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'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 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Daum OTM RoTM Unet Usum Usum HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 730 42.3 42.3 0.94 0.15 1.47 2.61 1.27 1.79 1.00 1.00 77 P6TN P6TN 103 30.56 66.27 -0.86 -1.73 40.80 80.33 -0.95 -1.89 1.03 perf Ext left 2' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ; 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, rightl** 730 '46,3 46.3 0.87 0.15 1.47 2.61 1.27 1.79 1.00 1.00 76 P6TN P6TN 101 30.56 79.41 -1.07 -2.17 40.80 96.26 -1.22 -2.44 1.68 pert Ext. right2 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 " 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. 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 7 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 88.5 80.0=L eff. 2.94 5.22 2.53 3.58 1.00 EVnd 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 3410 Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 3.58 kips Design Wind E-W V I= 5.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.58 kips Sum Wind E-W V i= 5.94 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall 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 Usu., HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIO) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR2*. 320 6.5 11.5 1.00 0.15 1.30 0.00 0.78 0.00 1.00 1.00 121 P6TN P6 200 7.06 2.78 0.73 0.73 11.71 3.36 1.43 1.43 1.43 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front BR3* 410 8.3 14,8 1.00 0.15 1.67 0.00 1.01 0.00 1.00 1.00 122 P6TN P6 202 9.05 4.52 0.60 0.60 15.00 5.48 1.26 1.26 1.26 Front loft* 0 2,8 7.8 1.00 0.151 0.00 0.00 0.00 0.00 1.00 0.61 0 --- - 0 0.00 0.79 -0.38 -0.38 0.00 0.96 -0.46 -0.46 -0.38 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear MSTR* 730 '21.8 27.8 1,00 0.15' 2.97 0.00 1.79 0.00 1.00 1.00 82 P6TN P6TN 136 16.11 22.41 -0.30 -0.30 26.71 27.16 -0.02 -0.02 -0.02 - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.001 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 39.3 39.3=L eff. 5.94 0.00 3.58 0.00 EVmnd 5.94 EVEQ 3.58 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14252:Plan 3410 Diaph.Level: 2nd Panel Height 10 ft. Seismic V I= 2.53 kips Design Wind E-W V i= 3.72 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 6.11 kips Sum Wind E-W V I= 9.65 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Unum OTM ROTM Unet Ligon, V.um HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar ABWP 0 5.8 11.3 1.00 0.15 0.00 1.30 0.00 0.78 1.00 1.00 135 P6TN P6 223 7.85 2.45 1.04 1.78 13.01 2.97 1.94 3.37 3.37 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 7.7 14.2 1.00 0.15 0.00 1.67 0.00 1.01 1.00 1.00 131 P6TN P6 217 10.05 4.03 0.86 1.46 16.67 4.89 1.68 2.94 2.94 Int pdr 0 3.0 8.0 1,00 0.15 0.00 0.00 0.00 0.00 1.00 0.60 0 -- -- 0 0.00 0.89 -0.38 -0.76 0.00 1.08 -0.46 -0.92 -0.76 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 DIN 0 s 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 1074 14.0 16.0 1.00 0.00 2.73 0.00 1.86 0.00 1.00 1.00 133 P6TN P6 195 18.63 0.00 1.40 1.40 27.35 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 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit* 252 9.5 14.5 1.00 0.30 0.64 1.94 0.44 1.17 1.00 1.00 169 P6 P6 272 16.07 10.23 0.66 0.36 25.82 12.40 1.52 1.50 1.50 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 133 5.0 17.0 1.00 0.30 0.34 1.02 0.23 0.62 1.00 1.00 170 P6 P6 272 8.51 6.31 0.51 0.51 13.59 7.65 1.37 1.37 1.37 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 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 'i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 : 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00[ 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1459 45.0 45.0=L eff. 3.72 5.93 2.53 3.58 E V v,tnd 9.64 E V EO 6.11 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 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2* Roof Level w dl= 150 p/f V eq 780.0 pounds V1 eq= 390.0 pounds V3 eq= 390.0 pounds V w= 1300.0', pounds V1 w= 650.0 pounds V3 w= 650.0 pounds - 10 0. v hdr eq= 67.8 plf ► A H head= Iv hdr w= 113.0 p/f 1.083 Fdragl eq= 170 F2 eq= 170 A Fdragl w= =3 F2 -283 H pier= vl eq= 120.0 p/f v3 eq= 120.0 plf P6TN E.Q. 4.0 v1 w= 200.0 plf v3 w= 200.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= • F4 e.- 170 feet A Fdrag3 w=283 F4 w=283 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 67.8 plf P6TN 4.0 EQ Wind v sill w= 113.0 p/f P6TN feet OTM 7085 11808 R OTM 4872 5951 • UPLIFT 204 541 Up above 0 0 UP sum 204 541 H/L Ratios: L1= 3.3 L2= 5.0 L3= 3.3 Htotal/L= 0.79 11.4 10. Hpier/L1= 1.23 _ Hpier/L3= 1.23 f L total= 11.5 feet . JOB it. CT#'14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR3* Roof Level w dl= 150 plf 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= 68.5 plf A H head= A v hdr w= 92.9 plf 1.083 ',v Fdragl eq= 223 F2 eq= 223 • Fdragl w= ! F2 -302 H pier= vi eq= 122.4 plf v3 eq= 122.4 plf P6TN E.Q. 5.0 v1 w= 166.1 Of v3 w= 166.1 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= F4 e•- 223 feet Fdrag3 w=302 F4 w=302 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 68.5 p/f P6TN 3.0 EQ Wind v sill w= 92.9 p/f P6TN feet OTM 9174 12444 R OTM 8015 9790 UPLIFT 82 188 Up above 0 0 UP sum 82 188 H/L Ratios: L1= 4.1 L2= 6.5 L3= 4.1 Htotal/L= 0.62 4 0 4 04 0 Hpier/L1= 1.21 Hpier/L3= 1.21 L total= 14.8 feet JOB#: CTfk 14252:Plan 3410 " SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft* Roof Level w dl= 150 Of V eq 0.0 pounds V1 eq= 0.0 pounds V3 eq= 0.0 pounds V w= 0.0 pounds V1 w= 0.0 pounds V3 w= 0.0 pounds v hdr eq= 0.0 p/f ► A H head= A v hdr w= 0.0 plf 1.083 'v Fdrag1 eq= 0 F2 eq= 0 • Fdragl w= • F2 -0 H pier= v1 eq= 0.0 plf v3 eq= 0.0 plf — E.Q. 2,5 v1 w= 0.0 plf v3 w= 0.0 p/f — WIND feet H total= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= I F4 e•- 0 feet • Fdrag3 w=0 F4 w=0 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 0.0 Of — 5.5 EQ Wind v sill w= 0.0 Of — feet OTM 0 0 R OTM 2213 2703 • • UPLIFT -312 -382 Up above 0 0 UP sum -312 -382 H/L Ratios: L1= 1.4 L2= 5,0 L3= 1.4 Htotal/L= 1.17 tH Hpier/L1= 1.82 Hpier/L3= 1.82 L total= 7.8 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR' Roof Level w dl= 150 plf V eq 183.0 pounds V1 eq= 154.4 pounds V3 eq= 28.6 pounds V w= 3830.0 pounds V1 w= 3232.1 pounds V3 w= 597.9 pounds v hdr eq= 6.7 plf •H head= A v hdr w= 140.1 plf 1.083 v Fdragl eq= 34 F2 eq= 6 • Fdragl w= -.0 F2 -131 H pier= v1 eq= 8.6 plf v3 eq= 8.6 plf P6TN E.Q. 4.0 v1 w= 179.6 plf v3 w= 179.6 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= F4 e.- 6 feet • Fdrag3 w=710 F4 w=131 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 6.7 plf P6TN 4.0 EQ Wind v sill w= 140.1 plf P6TN feet OTM 1662 34788 R OTM 27515 33612 UPLIFT -970 44 Up above 0 0 UP sum -970 44 H/L Ratios: L1= 18.0 L2= 6.0 L3== 3.3 Htotal/L= 0.33 4 o 4 1.4 11 Hpier/L1= 0.22 Hpier/L3= 1.20 L total= 27.3 feet • JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower LN` Roof Level w dl= 150 plf V eq 850.0 pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w= 1360.0', pounds V1 w= 680.0 pounds V3 w= 680.0 pounds ► v hdr eq= 50.0 plf ---I.- •H head= T v hdr w= 80.0 plf 2.083 ICY Fdragl eq= 300 F2 eq= 300 A Fdragl w= ,'0 F2 -480 H pier= v1 eq= 170.0 plf v3 eq= 170.0 plf P6 E.Q. 5,0 vi w= 272.0 plf v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 T Fdrag3 eq= -s F4 e.- 300 feet • Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 plf P6TN 3.0 EQ Wind v si//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 Hpier/L3= 2.00 L total= 17.0 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT* Roof Level w dl= 150 p/f V eq 1610,0pounds V1 eq= 932.1 pounds V3 eq= 677.9 pounds V w= 1980.0 pounds V1 w= 1146.3 pounds V3 w= 833.7 pounds v hdr eq= 111.0 plf •H head= T v hdr w= 136.6 plf 2.083 ',W Fdragl eq= 321 F2 eq= 234 • Fdrag1 w= 15 F2 -287 H pier= v1 eq= 169.5 pif v3 eq= 169.5 plf P6 E.Q. 5.0 v1 w= 208.4 plf v3 w= 208.4 plf P6 WIND feet..... H total= 2w/h= 1 2w/h= 1 10.083 Fdrag3 eq= F4 e.- 234 feet • Fdrag3 w=395 F4 w=287 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 111.0 plf P6TN 3.0 EQ Wind v sill w= 136.6 plf P6TN feet OTM 16234 19964 R OTM 7745 9461 UPLIFT 614 759 Up above 0 0 UP sum 614 759 H/L Ratios: L1= 5,5' L2= 5.0 L3= 4.0 Htotal/L= 0.70 + ► 4 10.4 ► 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 Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shear (lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadingfa''''`'d1 (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 2'to 18'rough width of opening for single or double portal per wind design min 1000 lbf on both sides of opening t --}- 1. 1 i ir _ _ opposite side of sheathing Pony wall height . • yi +r Fasten top plate to header with two rows of 16d •• • i„ v.,. sinker nails at 3"o.c.typ 4. � Fasten sheathing to header with 8d common or l. Min.3/8"wood structural 12' w galvanized box nails at 3"grid pattern as shown l. panel sheathing max 1. total ;t. \-Header to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite • l• height side of sheathing. l• ( If needed,panel splice edges shall occur over and be 10. l''Min.double 2x4 framing covered with min 3/8" �4 ' nailed to common blocking max thick wood structural panel sheathing with • EEE `; within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. ; • • height.One row of 3"o.c. g in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. .7. i.i. \ . Min length of panel per table 1 j Typical portal frame Ihk 4 construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of —Min reinforcing of foundation,one#4 bar -� jack studs per IRC tables top and bottom of footing Lap bars 15'min. I R502.5(1)&(2). 4 t 3 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 concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- into framing) with 2"x T x 3/16"plate washer 2 O 2014 APA-The Engineered Wood Association