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Home My WebLink About228 Juniper Ln Technical - BuildingTECHNICAL Permit Address 01 -S0 Project description Je,w S,no v J Date the permit was finaled 05 -23 -08 Number of technical pages 0 geSioteXloe f p PREPARED BY Client Project Location Date Calculation By Comment Suntel Design Tigard, Oregon SUNTEL HOME DESIGN YAMHILL -R 16' OH DOOR BM 1 10 -17 -2000 L M R1 Reaction R1 6,905 0 lbs Total load 14,200 0 lbs Dimensions Clear span Point loads P1 P2 P3 No triangular loads Uniform beam weight= Uniform loads U2 U1 Deflection limit (live Actual Maximum Deflection Maximum Deflection occurs Maximum Moment occurs Size Factor 0 976 B E A M A N A L Y S I S BEAM AND LOAD DIAGRAM P2 4 4 16 0 feet, no overhang 840 0 lbs 840 0 lbs 840 0 lbs Reaction R2 7,295 0 lbs 30 lbs /if 480 lbs total) 300 0 lbs /lf at 6 0 feet to 14 0 feet 550 0 lbs /if at 0 0 feet to 16 0 feet load plus dead load) 1/360 BEAM TYPE LAM 24 F GLULAN COMPUTED STF?ES.S /STRAIN DESIGN VAL PROPERTIES REQUIRED ACTUAL Shear (lbs) 7,295 0 FV 165 0 Area (Sq In Moment (ft-lbs 29,360 0 FB 2,400 0 Sect Modulus Deflection (in) 0 53 E 1 80E6 Mom Inertia 0 53 inches at 8 0 feet at 8 0 feet P3 y 6 R2 at 2 0 feet at 6 0 feet at 14 0 feet 66 150 1,404 DETERMINING FACTOR MINIMUM BEAM SIZE (W x H) 5 125" by 14 870" MINIMUM BEAM AREA (Sq In 76 21 76 189 1,404* Roof Beam! 2000 International Building Code (97 NOS)1 Ver 6.00.8 By Jim Mei Surrtel Home Design on: 11-04 -2005 09:50 :39 AM a Project: ¥AMHILL R Location: Beam Nr 2 Ridge beam bonus Summary 6 75 IN x 24.0 IN x 30.0 FT 24F -V4 Visually Graded Western Species Dry Use Section Adequate By 77.8% Controlling Factor Moment of Inertia Depth Required 19.82 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only support capacity not checked) EL= Camber Regd. C= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof' RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Camber Adjustment Factor CAF= Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: tacit= Beam Uniform Live Load wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For' 24F -V4- Visually Graded Western Species Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity Ex= Ey= Stress Perpendicular to Grain: Fc perp= Bending Stress of Comp Face in Tension: Fb_cpr= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors. Cd =1 15 CI =1 00 Cv =0.88 Fit' Fit= Adjustment Factors: Cd -1 15 Design Requirements: Controlling Moment: 15.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment) Area (Shear) Moment of Inertia (Deflection): 0.29 IN 0.28 IN L/1301 0.56 IN L/639 3188 LB 3300 LB 6488 LB 1 48 IN 0.43 IN 30 0 FT 2.0 FT 9 12 480 360 1.5 X DLD 25.0 PSF 17.0 PSF 50 FT 25.0 PSF 17 0 PSF 3.5 FT 1 15 39 PLF 30 0 FT 213 PLF 220 PLF 433 PLF 2 400 PS 190 PS 1800000 PS 1600000 PS 650 PS 1200 PS 2417 PS 219 PS M= 48656 FT -LB V= 5709 LB Sreq= 241.53 N3 S= 64.8.00 N3 Areq= 39.19 N2 A= 162 00 N2 Irea= 4378.36 N4 1= 7778 00 N4 Roof Beam( 2000 International Building Code (97 NDS) Ver 6.00.8 By Jim Mei Suntel Home Design on: 11 -04 -2005 4 Project: YAMHILL R Location. Beam Nr 2 Ridge beam bonus Summary 6.75 IN x 24.0 IN x 30.0 FT 24F -V4 Visually Graded Western Species Dry Use Section Adequate By: 77.6% Controlling Factor Moment of Inertia Depth Required 19,82 In LOADING DIAGRAM A Reactions Live Load Dead Load Total Load Uplift Load A 3188 Lb 3300 Lb 6488 Lb 0 Lb B 3188 Lb 3300 Lb 6488 Lb 0 Lb Span Uniform Loading Live Lopd Dead Loa¢ Self Weight Total Load W 212 Plf 181 Plf 39 Plf 432 Plf Span 30 ft Combination Roof and Floor Beam( 2000 international Building Code (97 NDS) I Ver 6.00.8 By Jim Mei Suntel Home Design on: 11- 04-2005 09:50:42 AM Protect: YAMHILL llZ Location: Beam Nr 4 at nook 4 Summary 5 125 IN x 12.0 IN x 10.0 FT 124F V4 Visually Graded Western Species Dry Use Section Adequate By 66.9% Controlling Factor Area Depth Required 9.25 In Deflections: Dead Load: DLD= 0.09 Live Load: LLD= 0 14 Total Load: TLD= 0.23 Reactions (Each End): Live Load: LL -Rxn= -4088 Dead Load: DL -Rxn= 2622 Total Load: TL -Rxn= 6710 Bearing Length Required (Beam only support capacity not checked): BL= 2.01 Camber Regd. G= 0 13 Beam Data: Span: L= 10.0 Maximum Unbraced Span: Lu= 1.33 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor CAF= 1.5 Roof Loading: Roof Live Load -Side One: RLL1= 25.0 Roof Dead Load -Side One: RDL1= 17.0 Roof Tributary Width -Side One: RTW1= 12.0 Roof Live Load -Side Two. RLL2= 25.0 Roof Dead Load -Side Two: RDL2= 17 0 Roof Tributary Width -Side Two: RTW2= 1.5 Roof Duration Factor Cd -roof= 1 15 Floor Loading: Floor Live Load -Side One: FLL1= 40 0 PSF Floor Dead Load -Side One: FDL1= 15.0 PSF Floor Tributary Width -Side One: FTW1= 11 0 FT Floor Live Load -Side Two: FLL2= 40.0 PSF Floor Dead Load -Side Two: FDL2= 15 0 PSF Floor Tributary Width -Side Two: FTW2= 1 0 FT Floor Duration Factor Cd -floor= 1 00 Wall Load: WALL= 100 PLF Beam Loads: Roof Uniform Live Load: wL- roof`— 338 PLF Roof Uniform Dead Load (Adjusted for roof pitch)' wD -roof= 230 PLF Floor Uniform Live Load: wL -floor 480 PLF Floor Uniform Dead Load: w0-floor— 180 PLF Beam Self Weight: BSW= 15 PLF Combined Uniform Live Load: wL= 818 PLF Combined Uniform Dead Load: wD= 524 PLF Combined Uniform Total Load: wT= 1342 PLF Controlling Total Design Load: wT-cont= 1342 PLF Properties For 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity' Ex= 1800000 PS 4 y Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension) Adjustment Factors Cd =1 15 C1 =1.00 Fv' Adjustment Factors: Cd =1 15 Design Requirements: Controlling Moment: 5.0 ft from left support Critical moment created by combining all dead and live loads, Controlling Shear At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear) Moment of Inertia (Deflection) Ey= 1600000 PS Fc perp= 650 PS Fb_cpr= 1200 PS Fb'= 2755 PS IN IN U867 IN L/528 LB LB LB IN IN FT FT X OLD PSF PSF FT PSF PSF FT Fv'= 219 PS M= 16774 FT -LB V= 5368 LB Sreq= 73.08 S= 123.00 Areq= 36.85 A= 61.50 [req.= 335.43 1= 738.00 N3 N3 N2 N2 N4 N4 Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS)) Ver 6.00.8 By' Jim Mei Suntel Home Design on: 11 -04 -2005 Project: YAMHILL R Location: Beam Nr 4 at nook Summary' 5 125 IN x 12.0 IN x 10 0 FT 24F -V4 Visually Graded Western Species Dry Use Section Adequate By: 66.9% Controlling Factor: Area Depth Required 9.25 In LOADING DIAGRAM I Reactions Live Load Dead Load Total Load Uplift Load A 4088 Lb 2622 Lb. 6710 Lb 0 Lb B 4088 Lb 2622 Lb 6710 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 818 Plf 510 PIf 15 PIf 1342 PIf B Span 10 ft Combination Roof and Floor Beamf 2000 International Building Code (97 NDS) j Ver 6. 00.8 a By Jim Mel Suntel Home Design on: 11 -04 -2005 09:50 :45 AM Project: YAMHILL p Location: HDR 0 GREAT RM a Summary 5.125 IN x 9 0 IN x 8.5 FT 24F-V4 Visually Graded Western Species Dry Use Section Adequate By 49.6% Controlling Factor Section Modulus Depth Required 7.5 In Deflections: Dead Load: DLD= 0 11 Live Load: LLD= 0 14 Total Load: TLD= 0.25 Reactions (Each End) Live Load: LL -Rxn= 2794 Dead Load: DL -Rxn= 2202 Total Load: TL -Rxn= 4996 Bearing Length Required (Beam only support capacity not checked): BL= 1.50 Camber Regd. C= 0 16 Beam Data: Span: L= 8.5 Maximum Unbraced Span: Lu= 2.0 Live Load Deflect. Criteria. L1 360 Total Load Deflect. Criteria: L/ 240 Camber Adjustment Factor CAF= 1 5 Roof Loading: Roof Live Load -Side One: RLL1= 25.0 Roof Dead Load -Side One. RDL1= 17.0 Roof Tributary Width -Side One: RTW1= 12.0 Roof Live Load -Side Two RLL2= 25.0 Roof Dead Load -Side Two RDL2= 17 0 Roof Tributary Width -Side Two. RTW2= 1.5 Roof Duration Factor Cd -roof= 1 15 Floor Loading: Floor Live Load -Side One: FLL1= 40.0 Floor Dead Load -Side One: FDL1= 15.0 Floor Tributary Width -Side One: F1W1= 8.0 Floor Live Load -Side Two: FLL2= 40 0 Floor Dead Load -Side Two: FDL2= 15 0 Floor Tributary Width -Side Two: FTW2= 0.0 Floor Duration Factor Cd -floor= 1 00 Wall Load: WALL= 100 Beam Loads: Roof Uniform Live Load: wL -roof= 338 Roof Uniform Dead Load (Adjusted for roof pitch) wD- roof 287 Floor Uniform Live Load: wL -floor= 320 Floor Uniform Dead Load: wD -floor= 120 Beam Self Weight: BSW= 11 Combined Uniform Live Load: wL= 658 Combined Uniform Dead Load: wD= 518 Combined Uniform Total Load: wT= 1176 Controlling Total Design Load: wT -cont= 1 176 Properties For 24F V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress. Fv= 190 PS Modulus of Elasticity Ex= 1800000 PS Ey= 1600000 PS F perp= 650 PS Fb cpr= 1200 PS Pa:- 2754 PS Fv'= 219 PS Stress Perpendicular to Grain. Bending Stress of Comp Face in Tension. Adjusted Properties Fb' (Tension) Adjustment Factors. Cd =1 15 C1 =1 00 FY' Adjustment Factors. Cd =1 15 Design Requirements: Controlling Moment: 4.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear) Moment of Inertia (Deflection) V= 4197 LB Sreq= 46.26 S= 69 19 Areq= 28.81 A= 46 13 1 req= 180 46 I= 311.34 IN IN L1740 IN L1414 LB LB LB IN IN FT FT X DLD PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF M= 1 0617 FT -LB N3 N3 N2 N2 N4 N4 Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) j Ver 6.00.8 By Jim Mei Suntel Home Design on. 11 -04 -2005 Project: YAMHILL R Location: HDR GREAT RM Summary 5 125 IN x 9 0 IN x 8.5 FT 24F V4 Visually Graded Western Species Dry Use Section Adequate By: 49 6% Controlling Factor: Section Modulus Depth Required 7.5 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 2794 Lb 2202 Lb 4996 Lb 0 Lb B 2794 Lb 2202 Lb 4996 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 658 PIf 507 PIf 11 PIf 1176 PIf Span 8.5 ft Multi -Span Roof Beam[ 2000 International Building Code (97 NDS)1 Ver 6.00.8 By' Jim Mei Suntel Home Design on: 11-04- 2005 09:50:47 AM Project: YAMHILL R Location: MDR Q bonus rm Summary' 5.5 IN x 11.5 IN x 4.5 FT I #2 Douglas Fir -Larch Dry Use Section Adequate By' 22.2% Controlling Factor Area I Depth Required Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length Bottom of Beam: Live Load Duration Factor Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Roof Live Load: Roof Dead Load: Roof Tributary Width Side One: Roof Tributary Width Side Two: Beam Self Weight: Wall Load: Total Live Load: Total Dead Load (Adjusted for Roof Pitch) Total Load: Point Load Live Load: Dead Load: Location (From left end of span)' Properties For #2 Douglas Fir -Larch Bending Stress: Shear Stress. Modulus of Elasticity Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension) Adjustment Factors. Cd =1 15 Cf=1 00 Fee Adjustment Factors: Cd =1 15 Design Requirements: Controlling Moment: 2.25 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling She Y {r' At a distal 6 e d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment) Area (Shear) Moment of inertia (Deflection). 9.91 In DLD- Center- LLD- Center= TLD- Center=' LL- Rxn -A= DL- Rxn -A= TL- Rxn -A• BL -A= LL- Rxn-B= DL- Rxn -B= TL- Rxn -B= BL -B= L2= Lug Top= Lu2- Bottom= Cd= RP= L/ L/ RLL -2= RDL -2= Trib -1 -2= Trib -2 -2= BSW= Wall -2= wL -2= wD -2= wT -2= PL -2= PD -2= X -2= Fb= Fv= E= Fc_perp= Fb'= Fv'= V= Sreq= Areq= A= I req= 1= 0 01 IN 0.01 IN= L/4482 002 IN= L/2204 1706 LB 1 761 LB 3468 LB 1.01 IN 1706 LB 1761 LB 3468 LB 1.01 IN 4.5 FT 0.0 FT 4.5 FT 1 15 0 12 360 240 2.5 0 PSF 17.0 PSF 10 FT 1.0 FT 15 PLF 0 PLF 50 PLF 34 PLF 99 PLF 3188 LB 3300 LB 225 FT 875 PSI 85 PSI 1300000 PSI 625 PSI 1006 PSI 98 PSI 7551 FT -LB 3374 LB 9004 121.23 51 77 63.25 75.89 697.07 1N3 IN3 1N2 1N2 IN4 1N4 Multi -Span Roof Beam{ 2000 International Building Code (97 NDS) 7 Ver 6.00.8 By Jim Mei Suntel Home Design on: 11 -04 -2005 Project: YAMHILL R Location. HDR bonus rm Summary 5.5 IN x 11.5 IN x 4.5 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 22.2% Controlling Factor: Area Depth Required 9.91 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 1706 Lb 1761 Lb 3468 Lb 0 Lb B 1706 Lb 1761 Lb 3468 Lb 0 Lb Center Sean Uniform Loading Live Load Dead Load Self Weight Total Load W 50 PIf 34 Plf 15 Pit 99 PIf Point Loading Live Load Dead Load Location P1 3188 Lb 3300 Lb 2.2 Ft P1 1 Center Span 4.5 ft