The URL can be used to link to this page

Specifications (40) S 7`200—00c(75 , ,� 71-/�/S— 5A/ ILII. a6 �s WE CT ENGINEERING SEP 1 2016Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) CIT'Y CIF #15238 Structural Calculations River Terrace c'1" -'?-1N604 ��o o �� Pan 3410 •' . Elevation D �d 4REGON14\kTigard, OR ��, 1.2Vc,�files Design Criteria: 2012 IBC (ORSC, OSSC) 10/19/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGIN E E R I NG 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 518"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 (2)2X8 HDR 1P1 ■1R' 11 IAII• '' I fD •J ( , I fi I � 1 TRUSSES Al 24"I O.C. TYPICAL Io I 'i. L )+ W 1 • J•iiirr. I- �� -- OJ" IIy I I - o I � I � R:.d6 lir='I� �: HDR � �. I � G'1 • `'t.::...::: ;'mss I `.a (2)2 : HDR • C:. .:.y RB d• ff (')2X8 HIr •c� . Plan 341 OD ROOF FRAMING PLAN FRENCH REVIVAL 8 411) 51.2 MST37 fay M5T37 0 P o � f of EEl rri r SIDE THIS P6O I d 1 r-o~� 0 SIDTHIS 11 E I r MST37 MST37 P6 8 S1.2 MST37 MST37 ® o® MST37 MST37 8 S1.2 Plan 3410D UPPER LEVEL SHEARWALLS 1/4"=1'-0" FRENCH REVIVAL ® 8 51.2 8 STHD14 STHD14 ��x8 D ® st 2 4X10 HDR STH• 4- 1", �R ...212xf_FIDN,. ..NMI �,��„��i;• / 2 2 2X8 HDR _ raSII` ,: 1I , 1 1 F(” \�E (2) KING STUDS x .. I1 II aTRIM �N II �. � �- i ; L -_ __) i I i >EACH,S1 E�N. I a w Qt I iXTJRES ABOVE —'1', �� ® . I 1 GE ABOVE O G-- ABOVE 41 w �__ , .. o �_ :.... ... lE':� �s e. ILS :..., ....__.... _.._...._.... ._......__... NII N I , 0 E r - FIXTURES p ----1' _. , f] ABOV= 2 I to _ :: I N ti r— —BEAN wAIC d I �I ES 314X1 B I 0 LSL 3aX1Pa I THIS ,.� '�_r4 I1 _I I —17 i,®e e"eller L�� Y� �, THIS SIDE P6 €� j B 7 r t t�-IN — I\ s$TiAIR I Lot ,G SIDE j I I I i I A\FRAMING ° = I sv 11 I I L._�<.I k oY '� \ N \Ar LSL 1'1J14 FB z STHD14 �' E STHD14 \ I I „ 2X8 ® 16 O.C. Qz v� 1 TOP OF CLOSET \ jI= • �r\\ k I r — r I I II ,' 1 v sl s '13.9 `\ I GT ABOVE � L__--J r(g^ L:I I slm. \ I WW _" .,.....a LILY 7 F 1 Z I aI vilD. Emxm ',._s.,1 GT ABOVE I f) ~110 1i 'RBA I:OAI . GT ABOVE 17 1 I ;a B.11 W I Q •'X 0 Hi-j, (,?,)2X8 HDR 1 iio .-t, 4•� Mal 1-3.7,),.." .FYm ER' W- 18 'ins -.I ID FLOOR I • oda `J ., 56.1 m� © I CTO RIM I� A _ 12 EXTEND `� ti �.. .` lil I P CHORD. ____ '.Z4_ Ti i ® �� -- -STHD14 : STHD14 STRUCTURAL ` 1) ! 1 I ® FACISA 4111) I �rE-'[ 10B. 8 � B.20 I "'--475 HD 4X4 AtD I (2;2X8 HER 1 I I L---------____ _ _._. i ® 2X ROOF FRAMING © 24" O.C. PLATE HEIGHT AT SEE SHEET A9 UPPER LEVEL: 8'-1" FOR WINDOW PLATE HEIGHT AT HEADER HEIGHTS. MAIN LEVEL: 9'-1" MAIN LEVEL SHEARWALLS Plan 3410D UPPER LEVEL FLOOR FRAMING FRENCH REVIVAL 13'-6)F4•_6. 13,-3" { • 1, 3'-6" 1 r7 -I THICKENED / e SLAB EDGE...---/// I 31/2" CONC. SLAB I 0 B o-s B S12 _d# , 0 51.2 ♦ ♦ ♦ -_SIND14I _ 7__57,1 X14 SR1D14 STNDL4__ d , 1Tw LTJ ® LJ T, • I I 18519515 FTG r.--I . W/(2)/4 EA. WAY n+__ _ _ _ _ _ _ _r TYP.U.N.O. Lt'J LtJ Et 1 Li I I 91S"LA'S rT1 r I, ®16"O.C.U.N.O. a ,Lk L wo INSTAII SYSTEM TO 19 N °'� m.m I ALLOW ADEQUATE i-1144. - . DRAINAGE BENEATH .N ¢ U SLAB ON GRADE AND Fl CRAWL SPACE _r*1 CONDITIONS ,_±_o_+_____________,6 L1J 30530510 FTC .k. I 6-3" V•4-2y"W/(3)/4 EA.WAY9'-03 ( HNG WALL �- - POST UP t THIS 7 •" W'E7 FTG POST UP SIDE THIS r,X057 UW Ia: I .-• SIDE L J , I } � r--- • L �--_1 MAK L;f.'7S�.S5rvr. ---•-- -1------=• DACE v L _ "' r"L .rte ACCESSACCE 1F 2-3"�rT� 10-DY" ,P 1HD14 0 P4 ♦ ®STHD14 , POST UP LTJ 03)}" CONC. SLAB ,a; POST UP I POST UP N 1 00 2 n.,.• D1 O POST UP � 61 $ 4 POST UP I9'-5)i" • 1-0'-2Y.1 / POST UP 3x1$BLOCK OUT /TILT/ 0 STEM WALL TYP. • ---12'--3-"X.922_ • Mk 18 I i li L 56., J I I �-T- _ STRAP I r v I I 1� ABOVE L I L- - f---FIXTURE IUV y o STHD74 1 STHD74 �t� 1 ABOVE I illi" CONC. SLAB •I ?: I SLOPE 3' ® " P3 I I r U -6.1 TOP OF SLAB THICKENED SLAB 1 5'-D" , bI EDGE CRAWL SPACE VENTING: FRAMING CONTRACTOR SHALL REQUIRED: 965 SF/150=6.43 SF=926.4 S0.IN. VERIFY HOLDOWN LOCATIONS PRIOR PROVIDED: 9425 SQ.IN.- 13 VENTS 0 72.5 SO.IN. TO POURING FOUNDATION. LOCATE VENTS WITHIN 36"OF CRAWLSPACE CORNER, UNLESS NOTED. SEE D1 CRAWLSPACE NOTE FOR GROUND COVER INFO. Plan 3410D FOUNDATION PLAN 1/4"=1'-0" FRENCH REVIVAL Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 KW-06 Timber Beam &Joist Page 1 User:3-2 03 ENE,Ver 5.8.0,ine1-Dec-2003ngSo 14252_Plan_3410.ECW:ROOF FRAMING (c)1983-2003 ENERCALC Engineering Software Description 3410D GT REACTIONS Timber Member Information 111 GT.d1 GT.d2 GT.d3 GT.d4 GT.d5 GT.d6 Timber Section 3.125X21 3.125x9 3.125x9 3.125x13.5 3.125x10.5 3.125x21 Beam Width in 3.125 3.125 3.125 3.125 3.125 3.125 a 21.000 13.500 10.500 21.000 LeBe:UnbracemDepthd Length ftin 0.00 0.009.000 0.00 0.00 0.00 0.00 Timber Grade glas Fir,24F- Douglas Rr,24F- Douglas Fi9.000Douglas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- V4 V4 V4 V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type GluLam GluLam GluLam GluLam GluLam GluLam Repetitive Status No No No No No No Center Span Data 1 Span ft 34.00 14.75 8.00 22.00 8.00 34.00 Dead Load #/ft 75.00 60.00 30.00 30.00 150.00 30.00 Live Load #/ft 125.00 100.00 50.00 50.00 250.00 50.00 Dead Load #/ft 105.00 45.00 45.00 Live Load #/ft 175.00 75.00 75.00 Start ft 3.000 16.000 End ft 8.000 22.000 12.000 Point#1 DL lbs 445.00 650.00 545.00 940.00 LL lbs 740.00 1,080.00 905.00 1,565.00 @ X ft 3.000 16.000 5.000 12.000 Results Ratio= 0.5778 0.4484 0.4268 0.5931 0.4329 0.7106 Mmax @ Center in-k 346.80 52.21 49.70 155.37 68.61 426.53 @ X= ft 17.00 7.37 3.20 15.93 4.99 11.97 fb:Actual psi 1,509.9 1,237.7 1,178.1 1,636.8 1,194.9 1,857.0 Fb:Allowable psi 2,613.1 2,760.0 2,760.0 2,760.0 2,760.0 2,613.1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 70.3 56.9 78.0 90.6 98.8 87.8 Fv:Allowable psi 276.0 276.0 276.0 276.0 276.0 276.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,275.00 442.50 562.19 544.09 804.37 1,562.94 LL lbs 2,125.00 737.50 935.94 905.91 1,339.37 2,603.82 Max.DL+LL lbs 3,400.00 1,180.00 1,498.12 1,450.00 2,143.75 4,166.76 @ Right End DL lbs 1,275.00 442.50 647.81 1,035.91 940.62 937.06 LL lbs 2,125.00 737.50 1,079.06 1,724.09 1,565.62 1,561.18 Max.DL+LL lbs 3,400.00 1,180.00 1,726.87 2,760.00 2,506.25 2,498.23 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OKII Center DL Defl in -0.519 -0.187 -0.050 -0.333 -0.042 -0.566 UDefl Ratio 785.4 946.6 1,931.7 792.9 2,262.0 720.9 Center LL Defl in -0.866 -0.312 -0.083 -0.554 -0.071 -0.943 UDefl Ratio 471.3 567.9 1,160.2 476.4 1,359.2 432.7 Center Total Defl in -1.385 -0.499 -0.132 ° -0.887 -0.113 -1.509 Location ft 17.000 7.375 3.936 11.704 4.128 16.048 UDefl Ratio 294.5 355.0 724.8 297.6 849.0 270.4 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 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:ROOF FRAMING Description 32100 ROOF FRAMING [limber Member Information 111 RB.d1 RB.d2 RB.d3 RB.d4 RB.d5 RB.d6 RB.d7 Timber Section 2-2x8 2-2x8 2-2x8 4x10 2-2x6 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.500 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 9.250 5.500 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Han Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hen Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fro o. 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 75.00 75.00 270.00 75.00 75.00 100.00 Live Load #/ft 125.00 125.00 450.00 125.00 125.00 60.00 Dead Load #/ft 270.00 Live Load #/ft 450.00 Start ft 1.000 End ft 4.500 Point#1 DL lbs 1,207.00 LL lbs 1,775.00 @ X ft 1.000 [Results Ratio= 0.2944 0.4112 0.9656 0.8862 0.6595 0.2944 0.0701 II Mmax @ Center in-k 9.07 12.67 29.77 40.43 12.67 9.07 2.16 @° X= ft 2.75 3.25 2.62 1.44 3.25 2.75 1.50 fb:Actual psi 345.3 482.3 1,132.7 810.1 838.0 345.3 82.2 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,270.8 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 36.6 101.1 152.9 51.1 29.7 9.9 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 111 @ Left End DL lbs 206.25 243.75 708.75 1,306.28 243.75 206.25 150.00 LL lbs 343.75 406.25 1,181.25 1,993.06 406.25 343.75 90.00 Max.DL+LL lbs 550.00 650.00 1,890.00 3,299.33 650.00 550.00 240.00 @ Right End DL lbs 206.25 243.75 708.75 845.72 243.75 206.25 150.00 LL lbs 343.75 406.25 1,181.25 1,356.94 406.25 343.75 90.00 Max.DL+LL lbs 550.00 650.00 1,890.00 2,202.67 650.00 550.00 240.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK r Center DL Defl in -0.012 -0.024 -0.037 -0.016 -0.056 -0.012 -0.001 UDefl Ratio 5,293.7 3,207.1 1,690.7 3,455.9 1,400.2 5,293.7 24,464.9 Center LL Defl in -0.021 -0.041 -0.062 -0.024 -0.093 -0.021 -0.001 UDefl Ratio 3,176.2 1,924.2 1,014.4 2,212.1 840.1 3,176.2 40,774.9 Center Total Defl in -0.033 -0.065 -0.099 -0.040 -0.149 -0.033 -0.002 Location ft 2.750 3.250 2.625 2.124 3.250 2.750 1.500 UDefl Ratio 1,985.1 1,202.6 634.0 1,348.8 525.1 1,985.1 15,290.6 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 14252_Plan_3410.ECW:FPa Framing t (c)1983-2003 ENERCALC Engineering Software Description 3410BD FLR FRMG 1 OF 3 [Timber Member Information 11 B.1 B.2 B.3 8.4 B.5 B.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:UnbracedLength ft 0 0 0 0.00 0 0.00 0. Timber GradeDouglas Fr- Hem Fir, o.2 Han Fir, Douglas - DouglasFir- Hem Fir, Level,LSL55 Larrh,No.2 Lard,,No.2 Lards,No.2 50.0 00.0 00.0 50.0 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 900 .0 850.0 2,325.0 310.0 Fv-Basic Allow psi 180.0 150.0 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 II 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 111 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 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 11 Center DL Defl 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 Defl 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 1,392.9 1,812.5 2,548.4 1,086.8 1,353.1 2.750Defl Ratio 1 2,796 0 398.5 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 - - Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 r (c)1983.2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410BD FLR FRMG 2 OF 3 [limber Member Information il 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 iLevel,LSL 1.55E iLevel,LSL 1.55E Douglas Fir- iLevel,LSL 1.55E Level,LSL 1.55E iLevel,LSL 1.55E Lards,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 enter Span Data il 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 9.000770.00 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 I jklesults Ratio= 0.5609 0.6033 0.2461 0.8786 0.0832 0.1573 0.6772 r 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 II @ 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 Deflections 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 KW-06 Timber Beam & Joist Page 2 r User:3-2 0 3 ENE,Ver 5.8.0,1-Dec-2003 BeringSo 14252_Plan_3410.ECW:FIoor Framing _(c)1983-2003 ENERCALC Engineering Software Description 3410BD FLR FRMG 2 OF 3 Center DL Deft 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 Deft 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 Defl in -0.035 Cantilever LL Defl in -0.032 Total Cant.Deft in -0.067 UDefl Ratio 1,074.5 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:26PM, 20 OCT 14 -- Description: P SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing t Description 341OBD FLR FRMG 3 OF 3 Timber Member InformationII B.a15 B.a17 B.18 B.19 B.20 Timber Section VL:5.250x16.000 2-2x8 2-2x8 4x12 4x8 Beam Width in 5.250 3.000 3.000 3.500 3.500 Beam Depth in 16.000 7.250 7.250 11.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade osboro,Bigbeam Hem Fr,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 1.000 1.150 1.000 Member Type Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No LCenter Span Data Span ft 20.00 3.50 2.00 12.75 5.00 Dead Load #/ft 150.00 220.00 60.00 105.00 75.00 Live Load #/ft 400.00 200.00 100.00 175.00 125.00 Dead Load #/ft 220.00 Live Load #/ft 200.00 Start ft End ft 10.500 Point#1 DL lbs 688.00 LL lbs 770.00 @ X ft 10.500 Point#2 DL lbs 890.00 LL lbs 1,475.00 @ X ft 10.500 Results Ratio= 0.8927 0.2503 0.0338 0.8123 0.2091 ■ Mmax @ Center in-k 689.86 7.72 0.96 68.28 7.50 @ X= ft 10.48 1.75 1.00 6.37 2.50 fb:Actual psi 3,079.7 293.7 36.5 924.8 244.6 Fb:Allowable psi 3,450.0 1,173.0 1,080.0 1,138.5 1,170.0 Bending OK Bending OK Bending OK Bending OK Bending OK N:Actual psi 166.5 33.3 4.4 58.2 22.5 Fv:Allowable psi 345.0 172.5 180.0 207.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions ` @ Left End DL lbs 3,953.17 385.00 60.00 669.37 187.50 LL lbs 6,615.12 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 10568.30 735.00 160.00 1,785.00 500.00 @ Right End DL lbs 2,934.82 385.00 60.00 669.37 187.50 LL lbs 5,729.87 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 8,664.70 735.00 160.00 1,785.00 500.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.360 -0.006 -0.000 -0.094 -0.006 UDefl Ratio 665.9 7,002.9 169,372.5 1,628.4 10,117.2 Center LL Defl in -0.627 -0.005 -0.000 -0.157 -0.010 UDefl Ratio 382.6 7,703.2 101,623.5 977.0 6,070.3 Center Total Defl in -0.988 -0.011 -0.000 -0.251 -0.016 Location ft 9.920 1.750 1.000 6.375 2.500 UDefl Ratio 243.0 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 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:CRAWLSPACE FRAMING Description 3410 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data111 Span ft 5.00 Dead Load #/ft 255.00 Live Load #/ft 680.00 Point#1 DL lbs LL lbs @X ft Point#2 DL lbs LL lbs @X ft Results Ratio= 0.9774 Mmax @ Center in-k 35.06 @ X= ft 2.50 fb:Actual psi 1,143.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 105.0 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 @ Right End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 Deflections Ratio OK Center DL Defl in -0.020 UDefl Ratio 2,975.6 Center LL Defl in -0.054 UDefl Ratio 1,115.9 Center Total Defl in -0.074 Location ft 2.500 UDefl Ratio 811.5 TJI JOISTS and RAFTERS I ' 1 Code Code ;_ Code Su est Su est Suggest Lpick Lpick Lpick j Lpick Joist -' --------I---------------------------- �' d Spa.1- LL DL M max V max El L fb + L fv L TL240 L LL3601 L max TL deft. LL deft. L TL360gL LLL480 L max TL deli.TL dell. LL deft.LL den. srze&grade `width(in.) depth(in.), (in.) I --------------------------- (pal) (psi) (ft-lbs) (psi) 1 (psi) (ft.) ' (ft.) (ft.) 1 (ft.) I (ft.) 1 (in.) I (in.) (ft.) (ft.) (ft.) (in.) ratio (in.) ratio 9.5"TJI 110) 1.75 9.51 19.21 40 15 2380 12201 1.40E+08 14.71 27 73 15 231 14 801 14 711 0 66 9.5"TJI 110; 1.75 ._._ 0 48 13 31 14.29 14.1 0 47 360 0.32 495 ' 9.5"TJI 1101 1 75� ' � 2380 12201 1.40E+08 18.61 44.36--- ----_ 1 0.721 0.521 14.14 14.29 14.14 0.47 360 0.34 495 9.5"TJI 110 1 75 9.5! 9.61 40 15' 2380 1220 1 40E+08 20.80 55.45 19189; 18 641 18 64' 0.851 0.621 15.57 15.73 15.57 0.52 360 0.38 495 9 5 7 6 40 15 2380 122017 40E+08 16.11 33 27 16 19 15 73 15 73 17.311 I 0 85 0 62' L._._. 4_ 16.77 16.94 16.77 0.56 360 0.41 495 9.5"TJI 110 1.751 9.5; 19.2 40 101 2500 1220 1.57E+08 15.81 30.50 16.34; 15.371 15.37 ' 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.681 0.54 1 15.27 14.84 14.84 0 46 384 0.37 480 , 9.5"TJI 1101 1.751 9 5' 12 40 10' 2500 1220 1 57E+08 20.00 48.80 19.111 17.981_ 17.98,! t15.17 14.84; 14.84 0 46 384 0 37 480 0.60 1 .69 16.34 16.34 0.511_4 384 0.41 480 9.5"TJI 110 1.751 9.5 9.6 40 10 2500 12207 1.57E+08 22.36 61.00. 20.581 19.37! 19.37: 0.851 0.65 17.98 17.60 17.60 0.551 384 0 44] 480 I 9.5" JI 210 2.06251 9.5 19.2 40 10 3000 1330: 1.87E+08 17.32 33.25 17.321 16.301 16.301 0.68 0.54 15.13 14.81 14.81 0.461 384 0.371 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 ,15 74 0.49 384 0.39 480 9.5"TJI 210 2.06251 9.5; 121 40 10 3000 1330 1.87E+08 21.91 53.20 20.26L419 06 19 061 0.79 0 641 9 5'TJI 2101 2.06251, ---�- -'--'' �"'--"' 17.70 17.32 17.32' 0 541 384 0.43 480 9.5 9.6, 40 10 3000 1330; 1.87E+08 24.49 66.50 2182r 20.53 20531 0.86 i 0.68 19.06 18.66 18 66 0.58[ 384 0.47 480 9.5"TJI 2301 2.31251 9.51 19.21 40 101 3330 13301 2.06E+08 18.25 33.25 17.89 16.831 16.83, 0.701 0.561 15.63 15.29 15.29 0.4 9.5"TJI 230 2.3125 8 9.5 16 40 10 3330 .1330 2.06E+08 19.99 ` 39.90 19,011 17.89 17.89 0.75 0.60 16.60 ` 16.25" 1 384 0 38 480 9.5"TJI 230! 2.31251 9.51 12 40 101 3330 1330; 2.06E+08 23.08+1 53.20 20.92, 19.691 19.69, 0.82 0.66; 17x89' `0 51 384 0.45' 480 9.5"TJI 230) 2.31251 9.51 9.61 40 101 3330 1330' 2.06E+08 25.811 66.50 22.54: 21.21: 21.21. 19.69 19.27 19.27 0 66 384 0.481 480 10.88 0.71 19.69 19.2719 27' 0.601 384 0.481 480 11.875"TJI 110' 1.75 11.875-_ - ---��-----1--'-- 19.2 40 101 3160 1560 2.67E+08 17.781 39.00 19.501-- 18.351 17.701- 0.67) 0.54 11.875"TJI 110 1.75 11,875 16 40 10 3160 1560 2.67E+08; 19.47 46.80 20.72 19.50 19.47 0.811 0.651 I 18,10 17.72 ' -17.72 0.55 384 4 16.67 16.67 0.521 384 0.441 480 11.875"TJI 1101 1.75 11.875' 121 40 10 3160 1560' 2.67E+08 22.49' 62.40 22.81 21.461 21.46 0.447 480 11.875"TJI 1101 1.75 11.8751 9.61 40 10 3160 15601 2.67E+08 25.141 78.00 24.571 23.121 23.12 i f 1 I 0 89 0 721 19 93 19.50 19 50' 0 61 384 0.49 480 0 96 0 77 21 46 21.01 21 Di 0 66 384 0.53 480 11.875'TJI 210f 2.0625 11.8751 19.2; 40 10 3795 1655 3.15E+08 19.48 41.38 20.611 19.391 19.39 t. 0.811 0.65 18.00 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+081 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 384 0.44 480 3 44 11 875 TJI 2101 2.06251 11 8751 121 40 10 3795 1655 1 3.15E+08 24.641 66.20 24.101__22.68 22.68 0.951 17 62 17.62 0 _._. _ _._ 18 72 0 55 "'0 59 384 0.47' 480 11.875"TJI 2101 2.06251 11.8751 9.61 40 10 3795 16551 3,15E+08 27.55 82.75 25.961 24.43 24.43. 1.02! 0.81 22.68 22.20 22.20 0.691 384 0.551 480 1 1 JJJ1 11.875"TJI2301 2.31251 11.8751 19.21 40 10 4215 1655 3.47E+08 20.531 41.38 21.281 20.031 20.03! 0.831 0.67 18.59 18.20 18.20 157! 384 0.45 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34; 19.3 i........ 0.48 80 11.875" i TJI 2.3125! 11.8751 12 40 10 4215 1655 9.47E+08 25.97 66.20 24.891423A2 23.424._ 0.981 0.781 21,74 21.28 21.28 0.6Q 384 480 11.875"TJI 230 2.31251 11.8751 9.61 40 101 4215 1655 3.47E+08 29.03 82.75 26.8'1.1 25.231 25.23. 1.05 0.841 .93 I 23 42 22.93 22 93 0 721 384 0 384 57 480 11.875 RFPI 4001 2.06251 11.8751 19,2 40 101 4315 1480 3.30E+08 20.771 37.00 20.931 19.691 19.69; 0.82 0.661 18.28 17.89 17.89 0.561 384 0.45 480 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 ' 19,01 0.59 384 0.48 480 11.875"RFPI 400) 2.06251 11.8751 121 401 101 43151 14801 3.30E+081 26.281 59.201 24.48] 23.031 23.03; 0.961 0.771 1 21.38 20.93 20.93 0.65 384 0.52 480 11.875"RFPI 400 2.06251 11.8751 9.61, 401 101 4315` 1480; 3.30E+08 29.38 74.00 26.371 24.811 24.81: 1.031 0.83 1 23.03 22.54 22.54 0.701 384 0.561 480 Page 1 D+L+S 2.3.1 CT#14189-Betahny Creek Falls LOAD CASE (12-12) BASED ON ANSI/AF&PA NDS-199 SEE SECTION: 2.3.1� 2= == '�_. 1.00 0- ,- �_-_®-__---_ ��_Q 1_®�_ 111111110111 0.8o(Constant)____Section 3.7.1.5__ MI 0.30 Constant > Section 3.7.1.5--�� GEM=__ Cd Fb t"�["�_Q��-�- INMINIMII Cb _[y1 Section 2.3.10 11.111.1111.11.1111.11.1111.11.111.111.1l Bendion Stud Grade � NDS 3.9.20Ma.,i Plat- duration duCd factor factor use�� E Fb, ®r1 Pc fc ® Po/ Vert.Load Hon.Load =1.0 oad p�Plat:Cd Fb Cd Fc Cf Cf Cr psi psi psi Fb"(1-k/Fca) -®®__��ZMIi�-uJ� (Pb) (Fc)®� psi psi psi 515.42 441.22 439.37 1.00 psii00 /Fce) ®®� i 1111 _ 0.9916 i 1.00 _® 1.1 1.05 405 800 1,200,000® 378.09 340.90 0.00 0.000 0.000 0.9968 an= 1.00 15 405 800 1200,000 378.09 340.90 340.00 0.00 0.000 �Hs�• ®®��®®_ 0.9947 1.15 ® • ® 405 800 1,200,000 H-F Stud ®®®�� H-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 1,200,000 854 506 968 449.95 395.22 393.85 1.00 0.00 0.000 H-F Stud 1.5 3.5 H-F Stud 1.5 3.5 18 8 25 28.3 3100 0 0 9921 3988.7 1.00 1.15 1.1 1.05 1 15 875 405 800 1,200,000 854 506 966 449 95 395.22 393.65 1.00 0.00 0.000 ________-- 111111_11111___ SPF Stud ®®��__ 0.9952 ®®1-05®��®1,200,000® � 0.00 0.000 OFF Stud ®®��3'_0_ '� 2091.8 1.15 ®105®��®1,200,000 ® ` i� SPF Stud ®®®� 30.9 1760 00 0.99440.9957 2789.12091.8 1.001.00 1.151.15 ®11.0.055 1.151.15 675675 425425 725725 1,200,000®887755..443388 378.09 333868.1173 335.247 1..0000 00..0000 00..000000 SPF Stud 28.3 1525 11 220000 854 531 875.438 449.95 386.81.00 0 00 0.000 SPF Stud 1:5 ®® 8.25 28.3_ 0 0.9925 _2789.1 1.00 1.15 ®�1.15 675 ®_... OFF Stud 1.5 3.5 8 8.25 28.3 3050 0 0.9957 4183.8 1.00 1.15 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 3132.4 1.00 1.15 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 8.25 18 0 3132 0 0.2858 3132.4 1.00 1.15 1.10 1 15 850 405 1300 1,300,000 1 271 506 16445 1203 70 946.77 506.18 0.53 0.00 0.000 _____-__-_ -_-__111111 ____--_- 0.000 OFF#2 ®®ililrECIDiI 1� � �®®Q�®GIMME 1,400,000 ®fir mniIII®®� SPF#22 19.6 3287 0 0.3805 3287.1 1.00 1.15 1.10 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.18 531.23 0.62 0.00 0.000 SPF St 18.0 3287 0 0.3158 3287.1 1.00 1.15 ®1.10® 875 425 1150 1400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 ®® 1.200,000 ®®® 139.02 138.41 1.00 0.00 0.000 SPF Stud ®®�® 50.0 545 0 0.9913 2091.6 1.00 1.15 ®1.05®®®® OFF#2 ®®NIIIIMEM__ 0.9917 IMECREMEMIE 1.15 ®UD 1.151,400,000 II ®�` MED 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-1897) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin,Factor D+L+W Mil0.80(Constant)= Section 3.7.1.5 == NM M__��M_I_1997 NDS�® 0.30 Constant > Section 3.7.1.5 __ __ =- g Cb 111116E1 Section 2.3.10 �-NDS 3.9.2 Ma Wall duration duratio factor factor p Size Size use III 111111 -.-_ Eq.3.7-1 ona Stud Grade Width Depth Spaeth.,Height Vert.Load Hor.Load <-1.0 Load Plat: In. in. in. ft. •If Pb• Fcperil,"BOO E, Ell Fc perp' F M�®� H-F Stud 1.5 ®m 7.7083 26.4 1075 9.71 0.9951 1993.4 ®®� 675 405 800 1,200,000 1,366 506 840 515.42 427.06 273.02 0.64 376.78 0.586 H-F Stud 1.5 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 ®1.05 1.15 675 405 800 1,200,000 1,386 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud ®®®� 30.9 1140 8,46 0.9998 2657.8 1.80 1.001.05 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 28.3 970 8.13 0.9943 1993.4 1.60 1.00 ®1.05 1.15 675 405 800 1,200,000 1,366 508 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud ®®® ]NIMM_:_1 _1.00 IRI 1.15 1113111111111:1211111311,200,000 �`�, ®' 0.500 ®®� ®®®� 0.9981 3986.7 mr 1.00 ®®i 1.15� i 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 7.7083 1060 9.71 0.9971 2091.8 1.60 1.00 ®1.05 IMPSIIII® 1 200 000 1 366 531 SPF Stud 111311111321111111111111111101.113/111111.1631111111323076.78 0.577 SPF Stud ®® 1.60 ��® i ®� 425 ®1 200,000 ® 7 61.25 5r�,,. , 1 4 15.42 415.53 269.21 0 65 3� 0.618 1.s ®m�� 960 0.9970 1.00 ®pm®� 425 1,200,000 ..®® ®®®® 57 �E�i6i7 1.00 ®�®�®®1:200,000®® 3® SPF Stud 1.5 ®U 8.25 28.3 1405 0.9952 2789.1 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366_® ®® 0.577 SPF Stud 1.5 ® 8.25 28.3 2320 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366®®®naREM 376.35 294.60mag_180.69 0.393 _�_��---�_ MIMI _- ____ 376 35--_ 1_ 0.383 1-1-1-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 2,033 508 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.83 181.23 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 2,033 508 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 ®®1111 7.7083 3287 9.71 0.4327 3287.1 1.60 _1.00 ®1.10®IS� 1150 1,400,000 2,093®� SPF#2 _®��1�� 0.6033 3287.1 1.60 1.00 940.30 531.23 0.56 0.169 SPF 42 ®®m �, �0� 0.4790 ® .10 1.400,000 2,093 531 1265 1296.30 806.08 531.23 0.• 0.118 � 1.00 1.10 1150 1,400,000 2,093 531 1265 1296.30 884.89 531.23 0.60 146.34 0.118 �___�_---- �� 1111111 ®®0i�377EiE1�17 0.9957 _�IN®�®r�®1if62Jl� 0.979 SPF#2 _____--_ MM��_ _-____�_- ®®m�]� 660 0.9941 ®�i®��111E31.1,a00,0001WEEI® ,r 108.6711131:112ECEI 0.766 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.8921 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 LOAD CASE (12-14) BASED ON ANSI/AFBPA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 ____ EMI 1.00 Desi n Bucklin.Factor ' ��____-IE._ __ c 0.80(Constant)> Section 3.7.1.5-�M=--- ---� ��ns Ct(Fb) Cf(Fc)-1997 NDS ImE KcECb 0.30(Constant)> Section 2.3.1.5 Cd Fb Cd Fc E,.3.7-1 Cb arias > Section 2.3.10 Bend ine Corn.. � Size •�. NDS 3.9.2 Ma.Wall duration duratio factor factor ��® Po/ Stud Grad: Width Depth Spacm• Height111:1 Vert.Load Hor.Load <=1.0 Load @ Plat:Cd(Fb)Cd(Fc) Cf Cf ®�Fc perpill Fc perp'III Fs� Fb'•1-f/ In. In. in. ft. •If •f Fb Fc 0.599 0.9962 1993.4 1.15 ®1.05®� ' 1,200,000�E'��H7i®�®'' ®®m ��'' 1.15 ®1.05®� 1,200,000 966 340.90 ®®�� 0.9986 '1.15 ® ®�� 800 1,200,000 340.90 IMINIIKM H-F Stud ®®®��ms 0.8969 1.1 ® ' ®��' 1 800 1,200,000�� M��SQ'� 0.596 H-F Stud ®® �� 0•0063 111133611111113:11 5 H-F Stud 1.5 ®® 8.25 28.3 1445 8.13 0.9959 2657.8 1.80 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506IME 449.95 395.22 275.24 0.70 271.03 0.511 303 H-F Stud 1.5 8.25 28.3 2390 8.13 0.9960 3968.7 1.60 ).15 1.05 1.15 675 405 600 1,200,000 1,366 506 449.95 395.22 303.49 0.77 180.69 0.406 egi SPF Stud 1.5 ®�7.7083 1080 9.71 0.9935 2091.8 1.60 1.15 1.05® 675 PS®1,200,000®875.438 431.52 274.29 0.589 MEM 1.5 ®i[�� 7� 0.9988 2091.8 1.60 _1.15 ®1.05® 675 Kum 1,200,000 ®875.438 378.09 muli ®' 0.669 SPF Stud 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud ®®�� 28.3 30.9 1140 8.46 0.9944 975 8.13 0.9952 2091.8 160 1.15 ®1.05 1,15 675 425 725 1_200,000 1,3661.05 1.15 675 425 725 200 000 ®875.438 449.95 388.13 24782 0.64 381.37 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 .. _. - SPPF F_Slud 1..5 3-.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531.875.438 449.95 388.13 299.68 0.77 180.69 0.398 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 1378.63 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 2,033 508 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 1203.70 948.77 506.18 0.53 148.34 0.124 SPF#2 1.5 ®INIMIE 3287 9.71 0.3872 3287.1 1.60 1.15 ®1.10®elleliril 1,400,000 2,093®11M 1015.45 531.23 0.521E 0.114 SPF#2 ®®ilimiampowyjmaxJmang 1.60 1.151.10 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 111111111111151118.0 3287 8.13 0.4342 3287.1 1.60 1.15 III 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 148.34 0.118 _____---- ----__ ____--_ SPF Stud 111111111111150.0 70 8.46 0.9955 2091.8 1.60 1.15 111 1.05®®®®1 200 000110111111111a 139.02 17.78 0.13 iiii 0.979 10 IMMIONO SPF#2 ®®m11111011111= 660 0.9914 1.15 ®1.10®NHMKEINIEN11 1,400,000�r' ®EM®'® 927.02 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+.SW CT#14189•Betahny Creek Falls I LOAD CASE I (12.15) I (BASED ON ANSI/AF&PA NOS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+Wl2 c 0.80(Constant)> Section 3.7.1.5 Cr Cr KcE 0.30(Constant)> Sec0on 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wail duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load u 1.0 Load @ Plate Cd(Fb)Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c fb fb/ in. In. in. ft. plf 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 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 18 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 1,366 506 986 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3,5 12 9 30.9 1380 4.23 0.9976 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 0.77 187.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 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 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 , 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 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 SPFStu __-.- 2630 4.__3 ___...1..._ 1.1 5 200036 SPF Stud 1.5 3.5 8 8.25 28.3 4.065 0.9969 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 449.95 388.13 333.97 0.88 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 0.60 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 1089.25 850.18 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139,80 0.64 463.51 0.594 Page 1 D+L+S+,7E CT#14189-Betahny Creek Falls j LOAD CASE I (12-18) 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 Bucklin.Factor D+L+S+E11.4 c 0.80(Constant),> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load ig Plated(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fc fc fc/F'c fb ft,/ In. In. in. ft. Of psf ptf (Fb) (Fe) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 515.42 441.22 359.37 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 1,366 506 966 378.09 340.90 256.51 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 44-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 H-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 1,368 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 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 1,200,000 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 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 18 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 1844.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 948.77 508.18 0.53 64.28 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 1,368 531 875.438 144.26 139.02 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 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 184.85 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 18f3?stiessaa St, E N G 1 H E E R 1 ttl G Suite 502 fi .04 r Seattle.WA P 98109 Project: ;� .�._ _ Data: (206)2854512 PAX: Client Page Number: (206)285-0618 s "moi►A., ;4 4, 150r) 61 ypu.r � ( . 1 t 7,„,„ ..00, , , 1U leta filk. k Viii- (40110 .:,..- 'VS 110, r--- ii4o frkf .5,1 goaqV Oa ...-,, Iv _3. - 7-eroc) - i5VOAM V - lea— l Z -I .1-10 - 1.47-0 . le J £ e=- . 45- _ 4 4. „ e 0,, C., finre..... .-li P-;_, coo 4-. 2-7.4 kixes- .7., ,,,,, k , elriV. .sem i. e .. 2,5 4 Structural Engineers EMI 180 Nickerson St. E Q1V G 1 Rt E E R 1 t+l G Suite 3t}Z Project: 1 1�,[ �}N Co Seattle,WA ? `y} 383.04 (.... Date: (206) 285-4512 Client: S1�` 4 f LY ` "P, .Qr Page Number: FAX: (206)285-0618 Cis ", .. t R22t .. .) v - 1 too \ ' 6 ( .L t.R‘.) toll k - _1..v K e2-0o0. PIP i 5P'i 7 ., _: w ..53t -I 2 )t- 12.. ) _ 6 0 -- , Po PO�_ 1.44 "} _ e>. r :i. s 1f 1 1d' 3.31. �..1 /.t tov. ._ . ,..t ..iis`r-- e#,.:. , Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 - .-. I,, N C. Seattle,WA c. .) IP. 98109 Project: I tilitilLOS)L1.. " -'-' YM 'ZD E5 41 21ir;'. ,(') C Date: 9v2). e.2e. c: (206)285-4512 Client: 2072r.f.)e., -oc-).. 63 1)ii)1,0S/9-17t75 1\A% Page Number: FAX: (206)285-0618 , : ; •;;;i :- . ! : : , ; : . i j ; • • . ; ;virz.sk.. , . • 4 E :- . : ' : : . : . : . • f : (;? Al, ' 416 . , • , : ! . • , ; . , . ! 1,1M-Pi!-IrVr .$.)/c PlilE . . !. . •!. : : ''. '', i , : : ' 1 ! : - ! : , . , • : : , . . . , • - . : 1 •i -. ' - : ' : : . . ! : 4.--• , : . , . . : ,.. , . • , ,. . . , , . . . . , . ' 4414:i : ,..A,...„,. ., . . :TO 7 ! : i 4-6 „. ,• . ' • . , • ' : . ' ' . . ..'.. ..;...i.'•-•--tNt4-- . , , ...,-_i , ., . ..... .i . „,..); ., . ....3,... ; • .t : . .4.1....t .6_i„ • ' i . , .35'S ' ' ' ?, ' ; . . . . . , . . , i .' , • - , ' : . I, • '.: ' J, ; - St,,_ , ,,,,,,,_,. ; , - - : , •i i -I - ; ; : ,,, : • ;`,1 ,,, 4(0' 1 '. ii-15-: i 4....c,,:4 , , - • ; -1 : ; . •: : , ,_..........., ,_ _., , ,.., .. , , ., , . ., I„, ,. .i .',.. .,/jrt , ... : .. _!.2„.,,,,k%4. .- : .., . , ,..}. : ... . • . . 6 ...?.-, . . , .• 1, -- 4 ; ---- --,- - I' i , tel 6, ; . ' ; : . , . . • '. '. , ,IS - : , : . . . . , . . . .4 . _ . . , . . . . . , . : ; :6v; 14ss- ' , : : : : . :,. • , ; ; ' 1.‘,.. . . • ' • , • , , • . i*-9,75 I . • -: ' V : . , • . cto . ...s, . : . . 1,2_.:.?,. i .q.7_ . e : . . . • _...*„.. • 2' 0, r . .. . . 2,f3 , ,4zi.. • . .V774- ;• 6t1( - 12 - . 4 . . , _ . ,.- . . : . .. • . et a , : .ifirth jza, : :gsfp). ', : . , -, : . . - •t, ; . -- - . , . 16 . . : . . , . . . . . . . . .i. , ; i. , ; . -, , . . . . ; i . . , - . - . . ,..; .,...; , , — -Two . . . . . . . . . . , , - , Li ; . . f- '. . , , . i . ' . ' •: '. 4&• ' . , _ : , • • = , : 3/ . . ; IiA • ' • - : • : / ,, r . • ; I 1 44,,,.x._,._1:. : .:. . 900S 'Fl9PL 11 "'" - -, :A-_-_, 0,4-2. i( -tcypF-, : ; ,, ,, . . . ; ,. , ___ . , i, , - , , ; , ; , Zir;_jcix , . • , , . (..), 1 . . , ,/69 - - - --- 4 -- . , •: : --;--1‘,.a. . . • ' , • - : : • : : : • ! •! ... Zi. - ie,9.0. , ' , - , . . ,..1 .-ic° , . , . . H. -.. , . . . . : - ,,•,..,,,,,,, . ; ! . . . , ; , . , , . • . . -;-- , : - . , , . . . . . • 19 • ' : : . , . : ., 4 : 4--• • . . . , ' - • ' • • - ' - - ,-H---,-______ -; : {...--,-44; _....: ' ; i- : :2."1„0, , : 4761... . . , . . . , . . : • , • ; , , . ; , : - • ..i.. ...: • - : , :._ _.. .,.. .. , . , ; • - . 1:,....,r . . , : ..,.„.; .,... L., .,. • ,.. , (.1....N , . : . • , :. . . ; , , -; , t. : : • i • : . ,, , z : - _ , .51 .1.,,, , , - 4,%,, . " Mrt5k)• ; ' '. : '. ' ' :. . ; : ' , : ; r ' ! ' i••• , . . . , , 4 - . ':. : 1 ' • .', ' : : ' - ; ' ' ''. . . ) . , . . • ' ',,. ', r, , '. i : ,,, ; , , . 1 , i : 7 I ':. [47 2.0, 1 ' , ' : I ' f , !:—, + : :, : , . _i • , i . , , . , . . , ; . ,. . , . , .-. • . . , , , , . ,. . . . , ; • . , , ,-, . . • r . . . ; : ; • ; . ;;; • ! : , ; . .I 4....: " . . ., , 1.'34e.co i' . . . ' • , 2 ., , . ! ; -,--, , - • . .. . . , .... . • .,„ , • ., , , ,. , . : . . ; , ; : „,,,,....._ , . , , . . ; , . .' , - i 4.; i "iii '• ;,0N.., , ,, ..,) _....._ . . _ , i..,.• ;-, : . , . , ,-..•_.- r4 0 ' .14 UP% '.:, - z 4....",.---t: T : f IP?.•P ' . i., . -•-•"---7'- ''- : ' ' 1 , ..,__..._ ,_...,, : __...- ... . . ! . ; . . . . . / ...,._., •--------" ,- .1 ill t ' : • ' ' Structural Engineers ,.ee_ SD f110 4- 36, - Wd Design Maps Summary Report Page 1 of 1 IBMS 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 F ---- ''' ''''; '-'044;;;TZ'Tgir-jqf9'4,'::'#:',Ir+:0,1;,iMgg'aiIgi,i•ifilil-i4ll,,A. C.4-4!:!,!, l0k � piii-7,,,V- .1,41#11.5,,LV1,2405114*04,1ki:N.:Wgitle-Vgiiaiig:(9 es '' , V / G F : . �tM 4 i t 1,!,"-',..t.::::.,,! ;:ii,,s,,d. r c b t vOrtlekirkiRml li y�g H� 'ER fir` ` ' ` �>r.�� iitn Li ! B d �: ."littir G t aro '' • F .d 4 Y' si $ Iatlllt eomiPrAWtitikr,'Vt2krrrqtR,'i;',::„:::A:,,,Ai','„,o,q,,mistJt,,:.*gtoR:,zetmtif'i 3S�i qg� '� ? I l am 11_/ i///e. ` "" .ni, f ' "�,,,. ,..-;&---,,^" , :. . >. ^ tea.. ...Y„ a s � � USGS—Provided Output. S5 = 0.972 g SMS = 1.080 g S°5 = 0.720 g S� = 0.423 g SMS = 0.667 g So, = 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 tk ResponseSpectrum ave Design Response Spectrum cso 1.11! 4:7 0.cat 4,73 l' 0. O CAI ot 0.40 (: th 0.4E 4.33 43 024 4;zz 4.1g 241, 4. 6« 4,44 4, .4 4 ti. 0. 6€ tt 4. 9 1.00 1.2* 1.to 1,0 1.40 2w. 444 0104,44 tib # 1.00 1,20 1.40 1. 1.40 ZOO #r {wrct Fermi`r 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 http://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 SM1= Fv*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS SpS= 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 SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= 0 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 00= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor Cp= 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 Sim= 0.78 h„ = 18.00(ft) Sp,= 0.50 x = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) Si= 0.50 k= 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sps/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Sp,/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD,*TO/(T2*(R/IE)) (for T>TO 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 S,)/(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) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew; *hrk 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*SDs*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 N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - -- Building Width= 34.043.0.ft. V u/t. Wind Speed 3 Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gust= ...° 9&mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0; N/A N/A Roof Type= Gable Gable Ps3oA= 28.6' 28.6'psf Figure 28.6-1 Ps3o s= 4.6' 4.6'psf Figure 28.6-1 Ps3o c= 20.7' 20.7;psf Figure 28.6-1 Ps35D= 4.7' 4.7 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kir= 1.00' 1.00'; Section 26.8 windward/lee= 1.00; 1.00(Single Family Home) A*Kr*I : 1 1 Ps=A*Kzt*I*pe30= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Ps = 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc = 20.70 20.70 psf (LRFD) (Eq.28.6-1) PSD= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and c average= 24.7 24.7 psf (LRFD) PsB 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 As, AB Ac AD AA AB AD 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-W) 30.00 12.0 0 163.2 0 244.8 0 145.2 0 314 Roof - 18.00 18.00 4.0 54.4 0 81.6 0 54.4 0 104.7 0 8.7 9.9 5.15 5.15 5.87 5.87 2nd 8.00 10.00 10.00 9.0 122.4 0 183.6 0 122.4 0 264.6 0 4.9 6.2 7.30 12.45 8.98 14.84 1st(base) 10.00 0.00 0.00 0 0.00 0.00 Ar= 850 AF= 1005 13.6 16.1 V(ns)= 12.45 V(e-w)= 14.84 kips(LRFD) kips(LRFD) kips klps 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-VV) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) 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) 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(n-s)= 8.16 V(e-w)= 9.65 kips(LRFD) kps(LRFDL lips(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 (15/32"values per (SDPWS-2008) modifywas V w allowable footnote 2) per S.G. (SDPWS-2008) modify per S.G. (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730` 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2P3 19601 2130 990 911 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 Blocked (PER 2009 IBC) modify v waliowabie 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-upldown) 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. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi,:--- 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM ROTM tineUsum OTM ROTM Unet UUs= 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) Ext. left 1 730 33.5 360 1.00 0.15 2.61 0.00 1.79 0.00 1.00 1.00 53 P6TN P6TN 78 16.11 40 70 0.00 0.00-0.87 -0.87 23.50 3.50 54.20 0.00 0.00 0.00 -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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 -- -- 3.50 1.10 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 733 16.11 58.60 -1.108.66 0.00 1.0.0 10 23.50 70.0 1.20.23 1.23 0.00.23 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 East. 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°d 0.00 0.00 0.00 0.00 1.00 0.00 0 --- "_- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 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 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0.0 1.00 0.00 0 --- --- 1460 73.0 69.1 =L eff. 5.22 0.00 3.58 0.00 EVw,nd 5.22 EVEa 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= 10ft. 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. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W 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 (soft) (ft) (ft) (WO (ki YP YP STM Unet Usum OTM ROTM Unet Usum Usum HD p) (kip) (kip) (kip) p (PIt) (pit) (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 pert Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.001 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 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 _,_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0_-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00, 0.00 0.00 0.00 0.00 1.00 0.00 0--- Ext. rights"" 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _= 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. 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-- --_ 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--_ 0- - ' 0.0 ' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 OA 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0-- - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.04 0.00' 0.00 0.00 0.00 0.00 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 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EVwind 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 MMax.HHD sum (ft) Wall ID T.A. LwallLDL et C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usurn OTM ROTM Unet (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (ply (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 3.36 1.43 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 0 0.00 0.00 0 73 0.00 11.71 0.00 0.00 1.43 0.00 .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--- 5.48 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 2022 9.005 4 4.52.52 -0.38 -0.38 0.60 0.60 10 00 0.96 1.26 -0.46 -0.38 .26 1.26 1.26 Front loft* 0 2.8 7,8 1.00 0,15' 0.00 0.00 0.00 0.00 1.00 0.61 0"" -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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- - ' 0.0 ` 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0.000.000.00 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 1366 16.11 20 40 0.00 0.00-0.30 -0.30 26.71 27.16 -0.02 0.00 0.00 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 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- - 0 0.00 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 00.0.0 00,0.0 11,00.00 00.00.00 00.00.00 00.00.00 00.00.00 00.00.00 11.00.00 00.00.00 0--- ---0""" --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0""" ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0""" --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1..00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- _--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-"" ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0""" --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0""" --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 1460 39.3 39.3=L eff. 5.94 0.00 3.58 0.00 EVnd 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. 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 vi OTM RorM Line Usum OTM RorM 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) 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 =' 0,0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EV,,;fd 9.64 EVEQ 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 tipper BR2* Roof Level w dl= 150 plf 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 v hdr eq= 67.8 pff A H head= v hdr w= 113.0 pff 1.083 '� Fdragl eq= 170 F2 eq= 170 Fdrag l w= '3 F2 -283 H pier= v1 eq= 120.0 pff v3 eq= 120.0 pff 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= 8 F4-•- 170 feet • Fdrag3 w=283 F4 w=283 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 67.8 pff P6TN 4.0 EQ Wind v sill w= 113.0 plf 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 4 10, 11 IP.4 Hpier/L1= 1.23 Hpier/L3= 1.23 L total= 11.5 feet JOB#:CT#14252Plan 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: pounds V1 w= 685.0 pounds V3 w= 685.0 pounds ______÷ v hdr eq= 68.5 p/f --iii. 1.083 Fdragl eq= 223 F2 eq= 223 Fdragl w= , F2 -302 H pier= v1 eq= 122.4 plf v3 eq= 122.4 p/f P6TN E.Q. 5.0 v1 w= 166.1 pff v3 w= 166.1 pff P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 feet � Fdrag3 eq= F4 e.- 223 Fdrag3 w=302 F4 w=302 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 68.5 pff P6TN 3.0 EQ Wind v sill w= 92.9 pff P6TN feet OTM 9174 12444 R OTM 8015 9790 I 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 Hpier/L1= 1.21 , ► 4 ► ► Hpier/L3= 1.21 4 L total= 14.8 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft* Roof Level w dl= 150 plf 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 •H head= 1 v hdr w= 0.0 plf 1.083 Fdragl eq= 0 F2 eq= 0 A Fdragl w= 0 F2 -0 H pier= v1 eq= 0.0 plf v3 eq= 0.0 plf — E.Q. 2_5 v1 w= 0.0 pB v3 w= 0.0 plf WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= • F4 e•- 0 feet A Fdrag3 w=0 F4 w=0 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 0.0 plf — 5.5 EQ Wind v sill w= 0.0 plf — feet OTM 0 0 R OTM 2213 2703 v v 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 11 ► 4 ►l A. Hpier/L1= 1.82 -4 ► 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 p/f 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 o• v hdr eq= 6.7 plf •H head= v hdr w= 140.1 p/f 1.083 'i Fdrag1 eq= 34 F2 eq= 6 • Fdragl w= .0 F2 -131 H pier= v1 eq= 8.6 p/f v3 eq= 8.6 plf P6TN E.Q. 4.0 v1 w= 179.6 plf v3 w= 179.6 p/f P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= F4 e.- 6 feet A 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 Of 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 A 10 A ►A ► 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 LIV* Roof Level w dl= 150 p/f V eq 850.0 pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w= 1360.0', pounds V1 w= 680.0 pounds V3 w= 680.0 pounds ÷ v hdr eq= 50.0 Of A H head= A v hdr w= 80.0 plf 2.083 v 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 v1 w= 272.0 plf v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 • Fdrag3 eq= ,I F4 e.- 300 feet • Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 plf P6TN 3.0 EQ Wind v sill w= 80.0 plf P6TN feet OTM 8571 13713 R OTM 10646 13005 • • UPLIFT -127 43 Up above 0 0 1UP sum -127 43 H/L Ratios: L1= 2.5 L2= 12.0 L3= 2.5 Htotal/L= 0.59 4 0 J 0 4 0 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 1610.0 pounds 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 p/f —0. •H head= T v hdr w= 136.6 p/f 2.083 W Fdragl eq= 321 F2 eq= 234 • Fdragl w= s5 F2 -287 H pier= vl eq= 169.5 p/f v3 eq= 169.5 p/f P6 E.Q. 5.0 vi w= 208.4 plf v3 w= 208.4 p/f 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 p/f P6TN 3.0 EQ Wind v sill w= 136.6 pH P6TN feet OTM 16234 19964 R OTM 7745 9461 e • 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 A ► Al ►t ► 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) Sheart••M(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadine,,'"" (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 nota design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) . Extent of header with single portal frame • (one braced wall panels) Header to jack-stud strap I. 2'to 18'rou h width of o enin per wind design min 1000 lbf 9 P g on both sides of opening for single or double portal opposite side of sheathing Pony ;'. wall height • 'y > v Fasten top plate to header with two rows of 16d ;� ¢ sinker nails ai 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 total Header to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be ^ 10' 'Min.double 2x4 framing covered with min 3/8" nailed to common blocking max .-r. '" thick wood structural panel sheathing with �-> y within middle 24"of portal height "i" 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 M panel edge. Min length of panel per table 1 Typical portal frame N 14" 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 _�T�_ jack studs per IRC tables Top and bottom of footing.Lap bars 15"min. i' R502.5(1)&(2). 4, Nom_ .�. 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 2'x 3/16"plate washer 2 0 2014 APA—The Engineered Wood Association J3 MAIN 10-27-15 ti Roseburg 3:22pm %.Forest Products Company 1 of 1 CS Beam 421.0.1 ImrBeamEngine 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: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 5-M f .a_ z ... . Baa f.. . r • / / 13 3 0 10 6 0 10 3 0 3400 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" 387# -- 2 13' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 991# -- 3 23' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 827# -- 4 34' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 315# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(227p1f) 85#(64p1f) 2 773#(580p1f) 218#(163p1f) 3 658#(494p1f) 169#(126p1f) 4 250#(187p1f) 66#(49p1f) Design spans 13' 0.375" 10' 6.000" 10' 0.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1078.'# 2820.'# 38% 6.08' Odd Spans D+L Negative Moment 1178.'# 2820.'# 41% 13.25' Adjacent 1 D+L Shear 541.# 1220.# 44% 13.24' Adjacent 1 D+L End Reaction 387.# 1151.# 33% 0' Odd Spans D+L Int.Reaction 991.# 1775.# 55% 13.25' Adjacent 1 D+L TL Deflection 0.1609" 0.6516" 11971 6.08' Odd Spans D+L LL Deflection 0.1294" 0.3258" L/999+ 6.08' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respectiveownes KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design 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 1 Roseburg J2 MAIN 10-2745 3:21pm C AFomst Products Company 1 of 1 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 %," A MI. .. ° `° , ;.sem .. . , i .. ,: :c 1270 / 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#(76p1f) 2 339#(255plf) 102#(76p1f) Design spans 12' 8.750" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1404.'# 2820.1t 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% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong-Tie 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