Press Alt + R to read the document text or Alt + P to download or print.

No preview available

The URL can be used to link to this page

Home My WebLink About0239 OXFORD DRIVE a 9 e+Gf� Y�Rws \ / I 1 L � f r st Roof Beam[99 BOCA National Building Code(97 NDS)1 Ver:6.00.81 By:Timothy Luff,Archi-Tech Assoc. Inc.on:01-09-2006 :08:55:31 AM Project:VENUTI-0526-Location: 01-1 V valley at front main dormer Summary: 1.75 IN x 11.25 IN x 10.5 FT (Actual 12.8 FT) /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:48.2% Controlling Factor: Section Modulus/Depth Required 9.48 In Span Deflections: Dead Load: a_---- .._ . _ - --- - - DLD=Center= - 0.24 _IN Live Load: LLD-Center= 0.22 IN = U709 Total Load: TLD-Center- 0.46 IN=U335 Span Left-End Reactions(Support A): Live Load: LL-Rxn-A= 1465 LB Dead Load: DL-Rxn-A= 1624 LB Total Load: TL-Rxn-A= 3089 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 2.35 IN Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 733 LB Dead Load: DL-Rxn-B= 832 LB Total Load: TL-Rxri-B= 1564 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.19 IN Beam Data: Span: L= 10.5 FT Maximum Unbraced Span: Lu= 0.0 FT Beam End Elevation Diff.: EL= 7.4 FT Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Roof Loading: Roof Live Load-Side One: LL1= 40.0 PSF Roof Dead Load-Side One: DL1= 25.0 PSF Rafter Length(HipNallev)-Side One: RL1= 7.4 FT Tributary Width Based on full span of rafters. Roof Live Load-Side Two: LL2= 40.0 PSF Roof Dead Load-Side Two: DL2= 25.0 PSF Rafter Length (HipNallev)-Side Two: RL2= 7.4 FT Tributary Width Based on full span of rafters. Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 8 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 12.85 FT Beam Triangular Live Load Adjusted for Slope: TRL= 419 PLF Beam Triangular Dead Load Adjusted for Slope: TRD= 370 PLF Beam Uniform Dead Load Adjusted for Slope: wD_adj= 6 PLF Properties For:1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3016 PSI Adjustment Factors: Cd=1.15 Cf=1.01 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 6263 FT-LB 5.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2015 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 24.92 IN3 S= 36.91 IN3 Area(Shear): Areq= 9.22 IN2 A= 19.69 IN2 Moment of Inertia (Deflection): Ireq= 124.07 IN4 1= 207.64 IN4 4 Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver:6.00.81 Bv:Timothy Luff,Archi-Tech Assoc. Inc. on: 01-09-2006:08:55:32 AM Proiect:VENUTI-0526-Location: 03-9'span of soffit @ screen porch Summary: (3) 1.75 IN x 7.25 IN x 9.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:62.4% Controlling Factor: Moment of Inertia/Depth Required 6.17 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: _ _- _ . . Dead Load: DLD= 0.09 IN Live Load: LLD= 0.13 IN=U828 Total Load: TLD= 0.22 IN=U487 Reactions(Each End): Live Load: LL-Rxn= 1260 LB Dead Load: DL-Rxn= 880 LB Total Load: TL-Rxn= 2140 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.54 IN Beam Data: Span: L= 9.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1 15.0 PSF Roof Tributary Width-Side One: RTW1= \7.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 7.0 FT Floor Live Load-Side Two: FLL2= 10.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 210 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 114 PLF Floor Uniform Live Load: wL-floor= 70 PLF Floor Uniform Dead Load: wD-floor= 70 PLF Beam Self Weight: BSW= 12 PLF Combined Uniform Live Load: wL= 280 PLF Combined Uniform Dead Load: wD= 196 PLF Combined Uniform Total Load: wT= 476 PLF Controlling Total Design Load: wT-cont= 476 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= .2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fcl_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3202 PSI Adjustment Factors: Cd=1.15 Cf=1.07 Fv': Fv'= 328 PSI Adiustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 4816 FT-LB 4.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1884 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 18.05 IN3 S= 45.99 IN3 Area(Shear): Areq= 8.62 IN2 A= 38.06 IN2 Moment of Inertia(Deflection): Ireq= 102.64 IN4 1= 166.72 IN4 Combination Roof and Floor Beam[AISC 9th Ed ASD 1 Ver:6.00.81 Bv:Timothy Luff,Archi-Tech Assoc. Inc.on: 01-09-2006 : 08:55:31 AM Proiect:VENUTI-0526-Location:02-20'struct rafter over family room Summary: A992-50 W12x19 x 20.0 FT Section Adequate By: 10.8% Controlling Factor: Moment of Inertia Deflections: - -Dead Load'----- _ _ _ _ __ DLD=` 0.27._.-LN Live Load: LLD= 0.33 IN= U729 Total Load: TLD= 0.60 IN= U399 Reactions(Each End): Live Load: LL-Rxn= 3450 LB Dead Load: DL-Rxn= 2849 LB Total Load: TL-Rxn= 6299 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.65 IN Beam Data: Span: L= 20.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 480 Total Load Deflect.Criteria: U 360 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 4.5 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 4.5 FT Floor Loading: - Floor Live Load-Side One: FLL1= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 3.75 FT Floor Live Load-Side Two: FLL2= 10.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 3.75 FT Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 270 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 191 PLF Floor Uniform Live Load: wL-floor= 75 PLF Floor Uniform Dead Load: wD-floor= 75 PLF Beam Self Weight: BSW= 19 PLF Combined Uniform Live Load: wL= 345 PLF Combined Uniform Dead Load: wD= 285 PLF Combined Uniform Total Load: wT= 630 PLF Controlling Total Design Load: wT-cont= 630 PLF Properties for:W1 2x1 9/A992-50 Yield Stress: Fv= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.16 IN Web Thickness: tw= 0.24 IN Flange Width: bf= 4.01 IN Flange Thickness: tf= 0.35 IN Distance to Web Toe of Fillet: k= 0.65 IN Moment of Inertia About X-X Axis: Ix= 130.00 IN4 Section Modulus About X-X Axis: Sx= 21.30 IN3 Radius of Gvration of Compression Flange+ 1/3 of Web: rt= 1.00 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: I FBR= 5.72 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 51.74 Allowable Web Buckling Ratio: AWBR= . 90.51 Controlling Unbraced Length: Lb= 0.0 FT Limitinq Unbraced Length for Fb=.66*Fy: Lc= 3.59 FT Allowable Bending Stress: Fb= 33.0 KSI Web Height to Thickness Ratio: h/tw= 48.77 Limitinq Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Controlling Moment: M= 31496 FT-LB Nominal Moment Strength: Mr= 58575 FT-LB Controlling Shear: V= 6299 LB Nominal Shear Strength: Vr= 57152 LB Moment of Inertia(Deflection): Ireq= 117.28 IN4 1= 130.00 IN4 1 Uniformly Loaded Floor Beam(99 BOCA National Buildinq Code(97 NDS)1 Ver:6.00.81 By:Timothy Luff,Archi-Tech Assoc. Inc.on: 01-09-2006 : 08:55:30 AM Proiect:VENUTI-0526-Location:21-12'flush 2nd fl bm @ bot. of stairs Summary: (2) 1.75 IN x 9.5 IN x 12.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:6.2% Controllinq Factor: Moment of Inertia/Depth Required 9.31 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections:- Dead Load: DLD= 0.16 IN Live Load: LLD= 0.29 IN =U489 Total Load: TLD= 0.45 IN =U319 Reactions(Each End): Live Load: LL-Rxn= 1800 LB Dead Load: DL-Rxn= 962 LB Total Load: TL-Rxn= 2762 LB Bearing Length Required(Beam only, support capacity not checked): BL= 1.05 IN Beam Data: Span: L= 12.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: U 300 Floor Loadinq: Floor Live Load-Side One: LL1= 30.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 2.0 FT Floor Live Load-Side Two: LL2= 30.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 8.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 50 PLF Beam Loadinq: Beam Total Live Load: wL= 300 PLF Beam Self Weiqht: BSW= 10 PLF Beam Total Dead Load: wD= 160 PLF . Total Maximum Load: wT= 460 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adiustment Factors:Cd=1.00 Design Requirements: Controllinq Moment: M= 8287 FT-LB 6.0 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 2431 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 37.05 IN3 S= 52.65 IN3 Area(Shear): Areq= 12.79 IN2 A= 33.25 IN2 Moment of Inertia(Deflection): Ireq= 235.49 IN4 1= 250.07 IN4 F Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver:6.00.81 By:Timothy Luff,Archi-Tech Assoc. Inc. on: 01-09-2006 :08:55:32 AM Protect:VENUTI-0526-Location: 04-4'door hdr.@ mstr. bedroom Summary: (2) 1.5 IN x 11.25 IN x 10.0 FT /Select Structural-Spruce-Pine-Fir-Dry Use Section Adequate By: 18.4% Controlling Factor:Area/Depth Required 9.5 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: - - Dead Load: DLD= 0.07 a IN Live Load: LLD= 0.08 IN = U1424 Total Load: TLD= 0.16 IN= U763 Reactions(Each End): Live Load: LL-Rxn= 1000 LB Dead Load: DL-Rxn= 865 LB Total Load: TL-Rxn= 1865 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.46 IN Beam Data: Span: L= 10.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 4.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 8.0 FT Floor Live Load-Side Two: FLL2= 10.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 120 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 85 PLF Floor Uniform Live Load: -wL-floor- 80 PLF Floor Uniform Dead Load: wD-floor= 80 PLF Beam Self Weight: BSW= 8 PLF Combined Uniform Live Load: wL= 200 PLF Combined Uniform Dead Load: wD= 173 PLF Combined Uniform Total Load: wT= 373 PLF Controlling Total Design Load: wT-cont= 373 PLF Properties For:Select Structural-Spruce-Pine-Fir Bending Stress: Fb= 1250 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1500000 PSI Stress Perpendicular to Grain: Fc-Perp= 425 PSI _ Adjusted Properties Fb'(Tension): Fb'= 1438 PSI Adjustment Factors: Cd=1.15 Cf=1.00 Fv': Fv'= r 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 4663 FT-LB 5.0 ft from left support Critical moment created by combining all dead and live loads. ` Controlling Shear: V= 1530 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 38.93 IN3 S= 63.28 IN3 Area(Shear): Areq= 28.50 IN2 A= 33.75 IN2 Moment of Inertia(Deflection): Ireq= 139.87 IN4 1= 355.96 IN4 Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver:6.00.81 By:Timothy Luff,Archi-Tech Assoc. Inc. on:01-09-2006 :08:55:32 AM Proiect:VENUTI-0526-Location: 05-14'span of soffit at front porch Summary: (3) 1.75 IN x 9.25 IN x 14.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 31.5% Controlling Factor: Moment of Inertia/Depth Required 8.44 In *Laminations are to be fully connected to provide uniform transfer of loads to all members De ections: - - - Dead Load: DLD= _ 0.18 IN Live Load: LLD= 0.25 IN= U673 Total Load: TLD= 0.43 IN=U394 Reactions(Each End): Live Load: LL-Rxn= 1330 LB Dead Load: DL-Rxn= 940 LB Total Load: TL-Rxn= 2270 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.58 IN Beam Data: Span: L= 14.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1 4.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 1.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 4.0 FT Floor Live Load-Side Two: FLL2= 10.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 150 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 79 PLF Floor Uniform Live Load: wL-floor= 40 PLF Floor Uniform Dead Load: wD-floor- 40 PLF Beam Self Weight: BSW= 15 PLF Combined Uniform Live Load: wL= 190 PLF Combined Uniform Dead Load: wD= 134 PLF Combined Uniform Total Load: wT= 324 PLF Controlling Total Design Load: wT-cont= 324 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3098 PSI Adjustment Factors: Cd=1.15 Cf=1.04 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M 7944 FT-LB 7.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2043 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 30.77 IN3 S= 74.87 IN3 Area(Shear): Areq= 9.35 IN2 A= 48.56 IN2 Moment of Inertia(Deflection): Ireq= 263.35 IN4 1= 346.26 IN4 Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver:6.00.81 By:Timothy Luff,Archi-Tech Assoc. Inc.on: 01-09-2006:08:55:33 AM Project:VENUTI-0526-Location:06-6'header @ slider of family room Summary: (2) 1.5 IN x 9.25 IN x 6.0 FT /Select Structural-Spruce-Pine-Fir-Dry Use Section Adequate By:21.0% Controlling Factor:Area/Depth Required 7.65 In *Laminations are to be fully connected to provide uniform transfer of loads to all members e ection -- - - - --------- s:- _ _ _ - . _ _ _ Dead Load: DLD= 0.02 IN Live Load: LLD= 0.03 IN = U2172 Total Load: TLD= 0.05 IN=U1358 Reactions(Each End): Live Load: LL-Rxn= 1013 LB Dead Load: DL-Rxn= 607 LB Total Load: TL-Rxn= 1620 LB Bearing Length Required(Beam only,support capacity not checked): BL= 1.27 IN Beam Data: Span: L= 6.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 300 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 9.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 1.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 3.75 FT Floor Live Load-Side Two: FLL2= 10.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 300 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 158 PLF Floor Uniform Live Load: wL-floor= 38 PLF Floor Uniform Dead Load: wD-floor- 38 PLF Beam Self Weight: BSW= 7 PLF Combined Uniform Live Load: wL= 338 PLF Combined Uniform Dead Load: wD= 202 PLF Combined Uniform Total Load: wT= 540 PLF Controlling Total Design Load: wT-cont= 540 PLF Properties For:Select Structural-Spruce-Pine-Fir Bending Stress: Fb= 1250 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1500000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1581 PSI Adjustment Factors: Cd=1.15 Cf=1.10 Fv': Fv'= 81 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 2429 FT-LB 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1231 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 18.44 IN3 S= 42.78 IN3 Area(Shear): Areq= 22.94 IN2 A= 27.75 IN2 Moment of Inertia(Deflection): Ireq= 43.72 IN4 1= 197.86 IN4 i Combination Roof and Floor Beamf 99 BOCA National Buildinq Code(97 NDS)1 Ver:6.00.81 By:Timothy Luff,Archi-Tech Assoc. Inc. on: 01-09-2006:08:55:33 AM Proiect:VENUTI-0526-Location: 11-8'hdr @ soffit of mudroom porch Summary: (3) 1.75 IN x 7.25 IN x 8.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 71.4% Controllinq Factor: Moment of Inertia/Depth Required 6.06 In *Laminations are to be fully connected to provide uniform transfer of loads to all members --- Deflections: Dead Load: DLD= 0.06 IN Live Load: LLD= 0.12 IN =L/786 Total Load: TLD 0.19 IN =U514 Reactions(Each End): Live Load: LL-Rxn= 1680 LB Dead Load: DL-Rxn= 888 LB Total Load: TL-Rxn= 2568 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.65 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loadinq: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 12.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 30.0 PSF Floor Dead Load-Side One: FDL1= 15.0 PSF Floor Tributary Width-Side One: FTW1= 2.0 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= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 360 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 180 PLF Floor Uniform Live Load: wL-floor= 60 PLF Floor Uniform Dead Load: wD-floor- 30 PLF Beam Self Weiqht: BSW= 12 PLF Combined Uniform Live Load: wL= 420 PLF Combined Uniform Dead Load: wD= 222 PLF Combined Uniform Total Load: wT= 642 PLF Controllinq Total Desiqn Load: wT-cont= 642 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3202 PSI Adjustment Factors: Cd=1.15 Cf=1.07 Fv': Fv'= 328 PSI Adiustment Factors:Cd=1.15 Design Requirements: Controllinq Moment: M= 5135 FT-LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 2208 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 19.24 IN3 S= 45.99 IN3 Area(Shear): Areq= 10.11 IN2 A= 38.06 IN2 Moment of Inertia(Deflection): Ireq= 97.28 IN4 1= 166.72 IN4 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver:6.00.81 By:Timothy Luff,Archi-Tech Assoc. Inc. on:01-09-2006: 08:55:33 AM Project:VENUTI-0526-Location: 07-8'hdr. @ boxed window in.kitchen Summary: (2) 1.75 IN x 9.25 IN x 8.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 15.7% Controlling Factor: Section Modulus/Depth Required 8.6 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: --- --------._ �.. . . Dead Load: DLD-Center= 0.08 IN Live Load: LLD-Center- 0.17 IN=U564 Total Load: TLD-Center= 0.25 IN =U378 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3240 LB Dead Load: DL-Rxn-A= 1600 1_B Total Load: TL-Rxn-A= 4840 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 1.84 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 3240 LB Dead Load: DL-Rxn-B= 1600 LB Total Load: TL-Rxn-B= 4840 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 1.84 IN Beam Data: Center Span Length: L2= 8.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 810 PLF Dead Load: wD-2= 390 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 1210 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc-perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2694 PSI Adjustment Factors: Cd=1.00 Cf=1.04 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 9681 FT-LB 4.0 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 Shear: V= 3969 LB At a distance d from right 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): Sreq= 43.13 IN3 S= 49.91 IN3 Area(Shear): Areq= 20.89 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 183,40 IN4 1= 230.84 IN4 f Multi-Loaded Beamj'99 BOCA National Buildinq Code(97 NDS)1 Ver:6.00.81 By:Timothy Luff,Archi-Tech Assoc. Inc.on: 01-09-2006:08:55:33 AM Project:VENUTI-0526-Location: 08-12'flush beams under walls to mstr. br Summary: (2) 1.75 IN x 9.5 IN x 12.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:48.8% Controllinq Factor: Moment of Inertia/Depth Required 8.32 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.12 IN Live Load: LLD-Center= 0.20 IN=U718 Total Load: TLD-Center= 0.32 IN =U446 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1207 LB Dead Load: DL-Rxn-A= 729 LB Total Load: TL-Rxn-A= 1936 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 0.74 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 873 LB Dead Load: DL-Rxn-B= 441 LB Total Load: TL-Rxn-B= 1314 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.50 IN Beam Data: Center Span Lenqth: L2= 12.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 90 PLF Dead Load: wD-2= 15 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 115 PLF Point Load 1 Live Load: PL1-2= 1000 LB Dead Load: PD1-2= 865 LB Location(From left end of span): X1-2= 4.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controllinq Moment: M= 6788 FT-LB 4.08 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 1853 LB At a distance 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: t Section Modulus(Moment): Sreq= 30.35 IN3 S= 52.65 IN3 Area(Shear): Areq= 9.75 IN2 A= 33.25 IN2 Moment of Inertia(Deflection): Ireq= 168.06 IN4 1= 250.07 IN4 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver:6.00.81 By:Timothy Luff,Archi-Tech Assoc. Inc. on:01-09-2006 :08:55:34 AM Protect:VENUTI-0526-Location:09-18'stl. bm. in garage Summary: ) A992-50 W 14x48 x 28.0 FT Section Adequate By:27.8% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: -- - --- _ DLD-Center- ' 0.24 -"IN Live Load: LLD-Center- 0.49 IN=U692 Total Load: TLD-Center- 0.73 IN =U460 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 6161 LB Dead Load: DL-Rxn-A= 3029 LB Total Load: TL-Rxn-A= 9190 LB Bearing Lenqth Required(Beam only,support capacity not checked): BL-A= 1.19 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 6333 LB Dead Load: DL-Rxn-B= 3133 LB Total Load: TL-Rxn-B= 9466 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.19 IN Beam Data: Center Span Lenqth: L2= 28.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 28.0 FT Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 360 PLF Dead Load: wD-2= 120 PLF Beam Self Weight: BSW= 48 PLF Total Load: wT-2= 528 PLF Point Load 1 Live Load: PL1-2= 1207 LB Dead Load: PD1-2= 729 LB Location (From left end of span): X1-2= 13.0 FT Point Load 2 Live Load: PL2-2= 1207 LB Dead Load: PD2-2= 729 LB Location (From left end of span): X2-2= 17.0 FT Properties for:W14x48/A992-50 Yield Stress: Fy= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 13.79 IN Web Thickness: tw= 0.34 IN Flanqe Width: bf= 8.03 IN Flange Thickness: tf= 0.60 IN Distance to Web Toe of Fillet: k= 1.19 IN Moment of Inertia About X-X Axis: Ix= 484.00 IN4 Section Modulus About X-X Axis: Sx= 70.20 IN3 Radius of Gyration of Compression Flanqe+ 1/3 of Web: rt= 2.13 IN Design Properties per AISC Steel Construction Manual: Flanqe Buckling Ratio: FBR= 6.75 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Bucklinq Ratio: WBR= 40.56 Allowable Web Bucklinq Ratio: AWBR= 90.51 Controllinq Unbraced Lenqth: Lb= 0.0 FT Limitinq Unbraced Lenqth for Fb=.66"Fy: Lc= 7.19 FT Allowable Bending Stress: Fb= 33.0 KSI Web Heiqht to Thickness Ratio: h/tw= 37.06 Limitinq Web Heiqht to Thickness Ratio for Fv=.4`Fy: h/tw-Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Controllinq Moment: M= 74994 FT-LB 13.72 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 193050 FT-LB Controllinq Shear: V= 9466 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr= 93772 LB Moment of Inertia(Deflection): Ireq= 378.73 IN4 1= 484.00 IN4 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver:6.00.81 By:Timothy Luff,Archi-Tech Assoc. Inc.on: 01-09-2006: 08:55:34 AM Proiect:VENUTI-0526-Location: 10-16'-6"stl bm in garage-rear storage Summary: A992-50 W 10x22 x 16.5 FT Section Adequate By:37.1% Controlling Factor: Moment of Inertia Center Span Deflections: Dead toad:' - --"" - - DLD-Center- "` 0.19 IN Live Load: LLD-Center= 0.29 IN=U680 Total Load: TLD-Center- 0.48 IN =U411 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3081 LB Dead Load: DL-Rxn-A= 2315 LB Total Load: TL-Rxn-A= 5395 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.66 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 3081 LB Dead Load: DL-Rxn-B= 2315 LB Total Load: TL-Rxn-B= 5395 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.66 IN Beam Data: Center Span Length: L2= 16.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 16.5 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 75 PLF Beam Self Weight: BSW= 22 PLF Total Load: wT-2= 97 PLF Point Load 1 Live Load: PL1-2= 6161 LB Dead Load: PD1-2= 3029 LB Location(From left end of span): X1-2= 8.25 FT Properties for:W10x22/A992-50 Yield Stress: Fy= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.17 IN Web Thickness: tw= 0.24 IN Flange Width: bf= 5.75 IN Flange Thickness: tf= 0.36 IN Distance to Web Toe of Fillet: k= 0.66 IN Moment of Inertia About X-X Axis: Ix= 118.00 IN4 Section Modulus About X-X Axis: Sx= 23.20 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.52 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.99 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 42.38 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 5.15 FT Allowable Bending Stress: Fb= 33.0 KSI Web Height to Thickness Ratio: h/tw= 39.38 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Controlling Moment: M= 41210 FT-LB 8.25 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 63800 FT-LB Controlling Shear: V= 5395 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr= 48816 LB Moment of Inertia(Deflection): Ireq= 86.09 IN4 1= 118.00 IN4 i Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 6.00.81 Bv:Timothv Luff,Archi-Tech Assoc. Inc. on: 01-09-2006 :08:55:35 AM Project:VENUTI-0526-Location: 13-10'hdr. @ slider to screen porch Summary: (2) 1.75 IN x 9.5 IN x 8.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate Bv:21.6% Controllinq Factor: Section Modulus/Depth Required 8.61 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: --- - - - -- -- -- . . _ _ Dead Load: DLD-Center= 0.08 IN Live Load: LLD-Center= 0.16 IN=U611 Total Load: TLD-Center- 0.23 IN=U409 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3240 LB Dead Load: DL-Rxn-A= 1602 LB Total Load: TL-Rxn-A= 4842 LB Bearinq Lenqth Required(Beam only, support capacity not checked)- BL-A= 1.84 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 3240 LB Dead Load: DL-Rxn-B= 1602 LB Total Load: TL-Rxn-B= 4842 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.84 IN Beam Data: Center Span Lenqth: L2= 8.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2=: 810 PLF Dead Load: wD-2= 390 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 1210 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 9683 FT-LB 4.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 3970 LB At a distance 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): Sreq= 43.29 IN3 S= 52.65 IN3 Area(Shear): Areq= 20.90 IN2 A= 33.25 IN2 Moment of Inertia(Deflection): Ireq= 183.44 IN4 1= 250.07 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver:6.00.81 Bv:Timothy Luff,Archi-Tech Assoc. Inc. on: 01-09-2006: 08:55:35 AM Project:VENUTI-0526-Location: 14-12'header above garage storage next to bath/pantry Summary: (3) 1.75 IN x 11.875 IN x 12.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:28.5% Controlling Factor: Moment of Inertia/Depth Required 10.92 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: - -. —_ _ _- Dead Load: DLD-Center= 0.13 IN Live Load: LLD-Center= 0.24 IN= U597 Total Load: TLD-Center= 0.37 IN= U386 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4320 LB Dead Load: DL-Rxn-A= 2367_ LB Total Load: TL-Rxn-A= 6687 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 1.70 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4320 LB Dead Load: DL-Rxn-B= 2367 LB Total Load: TL-Rxn-B= 6687 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.70 IN Beam Data: Center Span Length: L2= 12.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 720 PLF Dead Load: wD-2= 375 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 1114 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors:Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 20061 FT-LB 6.0 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 Shear: V= 5617 LB At a distance 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): Sreq= 92.46 IN3 S= 123.39 IN3 Area(Shear): Areq= 29.56 IN2 A= 62.34 IN2 Moment of Inertia(Deflection): Ireq= 570.05 IN4 1= 732.62 IN4 r Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver:6.00.81 Bv:Timothy Luff,Archi-Tech Assoc. Inc. on: 01-09-2006:08:55:35 AM Proiect:VENUTI-0526-Location: 15-8'hdr @ c.o.of foyer(under door to b.r.#3) ' Summary: (2) 1.75 IN x 9.5 IN x 8.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 37.1% Controllinq Factor: Section Modulus/Depth Required 8.18 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: - - - - - -'- Dead Load: DLD-Center=. 0.11 IN Live Load: LLD-Center- 0.10 IN=U972 Total Load: TLD-Center= 0.20 IN=U469 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1442 LB Dead Load: DL-Rxn-A= 1523 LB Total Load: TL-Rxn-A= . 2964 LB Bearinq Lenqth Required(Beam only, support capacity not checked): BL-A= 1.13 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 1808 LB Dead Load: DL-Rxn-B= 1929 LB Total Load: TL-Rxn-B= 3737 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.42 IN Beam Data: Center Span Lenqth: L2= 8.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 40 PLF Dead Load: wD-2= 15 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 65 PLF Point Load 1 Live Load: PL1-2= 1465 LB Dead Load: PD1-2= 1624 LB Location(From left end of span): X1-2= 3.0 FT Point Load 2 Live Load: PL2-2= 1465 LB Dead Load: PD2-2= 1624 LB Location(From left end of span): X2-2= 6.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb' 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 8586 FT=LB 3.04 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 3690 LB' At a distance d from riqht 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): Sreq= 38.39 IN3 S= 52.65 IN3 Area(Shear): Areq= 19.42 IN2 A= 33.25 IN2 Moment of Inertia(Deflection): ` Ireq= 159.87 IN4 1= 250.07 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver:6.00.81 By:Timothy Luff,Archi-Tech Assoc. Inc. on:01-09-2006: 08:55:36 AM Proiect:VENUTI-0526-Location: 16-16'flush 2nd fl bm over dining room Summary: (4) 1.75 IN x 9.5 IN x 16.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 19.5% Controlling Factor: Moment of Inertia/Depth Required 8.95 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections:— -- --- - - _ Dead Load: DLD-Center= 0.22 IN Live Load: LLD-Center- 0.22 IN= U856 Total Load: TLD-Center= 0.45 IN=U430 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 705 LB Dead Load: DL-Rxn-A= 683 LB Total Load: TL-Rxn-A= 1388 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.26 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1668 LB Dead Load: DL-Rxn-B= 1597 LB Total Load: TL-Rxn-B= 3264 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.62 -IN Beam Data: Center Span Length: L2= 16.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 16.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 40 PLF Dead Load: wD-2= 15 PLF Beam Self Weight: BSW= 21 PLF Total Load: wT-2= 76 PLF Point Load 1 Live Load: PL1-2= 733 LB Dead Load: PD1-2= 832 LB Location(From left end of span): X1-2= 11.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 200 PLF Left Dead Load: TRD-Left-1-2= 175 PLF Right Live Load: TRL-Right-1-2= 200 PLF Right Dead Load: TRD-Right-1-2= 175 PLF Load Start: A-1-2= 11.0 FT Load End: B-1-2= 16.0 FT Load Length: C-1-2= 5.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan „ Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 10646 FT-LB 11.04 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 Shear: V= 2976 LB At a distance d from right 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): Sreq= 47.60 IN3 S= 105.29 IN3 Area(Shear): Areq= 15.66 IN2 A= 66.50 IN2 Moment of Inertia(Deflection): Ireq= 418.60 IN4 1= 500.14 IN4 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver:6.00.81 Bv:Timothy Luff,Archi-Tech Assoc. Inc. on: 01-09-2006 : 08:55:36 AM Project:VENUTI-0526-Location: 17-6'hdr @ front windows of dining room Summary: (2) 1.75 IN x 9.5 IN x 6.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:30.3% Controllinq Factor:Area/Depth Required 7.64 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections:---- --�^ --- -- - - --- - -— Dead Load: DLD-Center= 0.04 IN Live Load: LLD-Center= 0.06 IN =L/1142 Total Load: TLD-Center= 0.10 IN= U697 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3411 LB Dead Load: DL-Rxn-A= 2279 LB Total Load: TL-Rxn-A= 5690 LB Bearinq Lenqth Required(Beam only,support capacity not checked): BL-A= 2.17 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2577 LB Dead Load: DL-Rxn-B= 1480 LB Total Load: TL-Rxn-B= 4057 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.55 IN Beam Data: Center Span Lenqth: L2= 6.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.0 FT Live Load Duration Factor: Cd= 1.00 _ Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 300 Center Span Loading: Uniform Load: Live Load: wL-2= 720 PLF Dead Load: wD-2= 350 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 1080 PLF Point Load 1 Live Load: PL1-2= 1668 LB Dead Load: PD1-2= 1597 LB Location (From left end of span): X1-2= 1.5 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 7619 FT-LB 2.22 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 4847 LB At a distance 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): Sreq= 34.06 IN3 S= 52.65 IN3 Area(Shear): Areq= 25.51 IN2 A= 33.25 IN2 Moment of Inertia(Deflection): Ireq= 107.57 IN4 1= 250.07 IN4 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver:6.00.81 Bv:Timothy Luff,,Archi-Tech Assoc. Inc. on: 01-09-2006 : 08:55:36 AM Project:VENUTI-0526-Location: 19-13'flush 2nd fl bm over dining room Summary: (3) 1.75 IN x 9.5 IN x 13.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate Bv: 12.5% Controlling Factor: Moment of Inertia/Depth Required 9.13 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.19 IN Live Load: LLD-Center= 0.20 IN =U795 Total Load: TLD-Center- 0.39 IN =U405 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 875 LB Dead Load: DL-Rxn-A= 825 LB Total Load: TL-Rxn-A= 1700 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.43 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1578 LB Dead Load: DL-Rxn-B= 1455 LB Total Load: TL-Rxn-B= 3032 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.77 IN Beam Data: Center Span Length: L2= 13.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 13.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 40 PLF Dead Load: wD-2= 15 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT-2= 71 PLF Point Load 1 Live Load: PL1-2= 733 LB Dead Load: PD1-2= 832 LB Location(From left end of span): X1-2= 7.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 200 PLF Left Dead Load: TRD-Left-1-2= 175 PLF Right Live Load: TRL-Riqht-1-2= 200 PLF Right Dead Load: TRD-Right-1-2= 175 PLF Load Start: A-1-2= 7.0 FT Load End: B-1-2= 13.0 FT Load Length: C-1-2= 6.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= ' 10166 FT-LB 7.02 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 Shear: V= 2685 LB At a distance d from right 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): Sreq= 45.45 IN3 S= 78.97 IN3 Area(Shear): Areq= 14.13 IN2 A= 49.88 IN2 Moment of Inertia (Deflection): Ireq= 333.33 IN4 1= 375.10 IN4 Multi-Loaded Beam[AISC 9th Ed ASD I Ver:6.00.81 Bv:Timothy Luff,Archi-Tech Assoc. Inc.on: 01-09-2006 :08:55:37 AM Proiect:VENUTI-0526-Location:20-15'flush stl. bm over office/den Summary: A992-50 W8x21 x 15.0 FT Section Adequate By:30.6% Controlling Factor: Moment of Inertia Center Span Deflections: " Dead Load: -- _ -__ _.. DLD-Center= "-- 0.14 IN- Live Load: LLD-Center= 0.24 IN=L/739 Total Load: TLD-Center= 0.38 IN=U470 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3362 LB Dead Load: DL-Rxn-A= 1867 LB Total Load: TL-Rxn-A= 5228 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.70 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2941 LB Dead Load: DL-Rxn-B= 1479 LB Total Load: TL-Rxn-B= 4420 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.70 IN Beam Data: Center Span Length: L2= 15.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.0 FT Live Load Deflect.Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 315 PLF Dead Load: wD-2= 105 PLF Beam Self Weight: BSW= 21 PLF Total Load: wT-2= 441 PLF Point Load 1 Live Load: PL1-2= 1578 LB Dead Load: PD1-2= 1455 LB Location(From left end of span): X1-2= 5.5 FT Properties for:W8x21/A992-50 Yield Stress: Fv= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.28 IN Web Thickness: tw= 0.25 IN Flange Width: bf= 5.27 IN Flange Thickness: tf= 0.40 IN Distance to Web Toe of Fillet: k= 0.70 IN Moment of Inertia About X-X Axis: Ix= 75.30 IN4 Section Modulus About X-X Axis: Sx= 18.20 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.41 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.59 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 33.12 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 0.0 > FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 4.72 FT Allowable Bending Stress: Fb= 33.0 KSI Web Height to Thickness Ratio: h/tw= 29.92 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Controlling Moment: M= 22074 FT-LB 5.55 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 50050 FT-LB Controlling Shear: V= 5228 LB At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr= 41400 LB Moment of Inertia(Deflection): Ireq= 57.64 IN4 1= 75.30 IN4 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver:6.00.81 By:Timothy Luff,Archi-Tech Assoc. Inc.on: 01-09-2006 :08:55:37 AM Project:VENUTI-0526-Location:22-12'span of uniformly loaded girt Summary: (3) 1.75 IN x 11.25 IN x 12.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 35.5% Controllinq Factor: Moment of Inertia/Depth Required 10.17 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections` - — - Dead Load: DLD-Center= 0.10 IN Live Load: LLD-Center= 0.25 IN =U571 Total Load: TLD-Center= 0.35 IN= U407 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3840 LB Dead Load: DL-Rxn-A= 1551 LB Total Load: TL-Rxn-A= 5391 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 1.37 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 3840 LB Dead Load: DL-Rxn-B= 1551 LB Total Load: TL-Rxn-B= 5391 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.37 IN Beam Data: Center Span Lenqth: L2= 12.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 640 PLF Dead Load: wD-2= 240 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT-2= 898 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2623 PSI Adjustment Factors:Cd=1.00 Cf=1.01 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 16172 FT-LB 6.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 4636 LB At a distance d from riqht 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): Sreq= 73.99 IN3 S= 110.74 IN3 Area(Shear): Areq= 24.40 IN2 A= 59.06 IN2 Moment of Inertia(Deflection): Ireq= 459.56 IN4 1= 622.92 IN4 r Multi-Span Floor Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver:6.00.81 By:Timothy Luff,Archi-Tech Assoc. Inc. on: 01-09-2006:08:55:37 AM Protect:VENUTI-0526-Location: 12-8.5'hdr @ c.o.to family room Summary: (3) 1.75 IN x 9.5 IN x 8.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:22.3% Controllinq Factor: Section Modulus/Depth Required 8.59 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: - - Dead Load: DLD-Center- 0.10 IN Live Load: LLD-Center= 0.11 IN=U925 Total Load: TLD-Center= 0.21 IN=U475 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1809 LB Dead Load: ' DL-Rxn-A= 1838 LB Total Load: TL-Rxn-A= 3647 LB Bearinq Lenqth Required(Beam only,support capacity not checked): BL-A= 0.93 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 1809 LB Dead Load: DL-Rxn-B= 1838 LB Total Load: TL-Rxn-B= 3647 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.93 IN Beam Data: Center Span Lenqth: L2= 8.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.5 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 30.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.66 FT Floor Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self Weight: BSW= 16 PLF Wall Load: Wall-2= 75 PLF Total Live Load: wL-2= 20 PLF Total Dead Load: wD-2= 82 PLF Total Load: wT-2= 117 PLF Point Load Live Load: PL-2= 3450 LB Dead Load: PD-2= 2849 LB Location (From left end of span): X-2= 4.25 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 0 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 14442 FT-LB 4.25 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 3557 LB At a distance 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): Sreq= 64.57 IN3 S= 78.97 IN3 Area(Shear): Areq= 18.72 IN2 A= 49.88 IN2 Moment of Inertia(Deflection): Ireq= 236.82 IN4 1= 375.10 IN4 Multi-Span Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver: 6.00.81 By:Timothy Luff,Archi-Tech Assoc. Inc. on:01-09-2006:08:55:38 AM Proiect:VENUTI-0526-Location: 18-5'hdr @ c.o. of dining/breakfast Summary: (2) 1.75 IN x 7.25 IN x 5.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 105.9% Controlling Factor:Area/Depth Required 4.85 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center= 0.04 IN=U1481 Total Load: TLD-Center= 0.06 IN=U1000 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1341 LB Dead Load: DL-Rxn-A= 556 LB Total Load: TL-Rxn-A= 1897 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.72 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1764 LB Dead Load: DL-Rxn-B= 966 LB Total Load: TL-Rxn-B= 2730 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.04 IN Beam Data: Center Span Length: L2= 5.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 5.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 30.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 8.0 FT Floor Tributary Width Side Two: Trib-2-2= 8.0 FT Beam Self Weight: BSW= 8 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 480 PLF Total Dead Load: wD-2= 160 PLF Total Load: wT-2= 648 PLF Point Load Live Load: PL-2= 705 LB Dead Load: PD-2= 683 LB Location(From left end of span): X-2= 4.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2785 PSI Adjustment Factors: Cd=1.00 Cf=1.07 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2778 FT-LB 2.95 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 Shear: V= 2341 LB At a distance d from right 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): Sreq= 11.97 IN3 S= 30.66 IN3 Area(Shear): Areq= 12.32 IN2 A= 25.38 IN2 Moment of Inertia(Deflection): Ireq= 33.36 IN4 1= 111.15 IN4 PROJECT NAME: ADDRESS: 71 cl C' x 1,rr�� 7p Cl" PERMIT# PERMIT DATE: 1 S C-& LARGE PLANS ARE FILED IN: BANKERS BOX C--T J, / FILED ALPHABETICALY BY STREET INFORMATION SHEET FILED IN STREET FILE q/wpfiles/forms/archive/BANKERSBOX INN 01 ARM A, 111 RISE ?� 1 `"g . • Division of Thielsch Engineering;Inc. G'[f Mvi 1341 Elmwood Avenue ENGINEERING Cranston,Rhode Island02910 FX Thursday, August 9, 2012 NX Town of Barnstable Thomas Perry, CBO 200 Main Street Hyannis, MA 02601 RE: 23-9TOxf6rd7Drive; Cotuit,-M-A 0263.5 Barnstable Building Permit#: 201204353 Dear Mr..Perry, This affidavit is to certify that all work completed at 239 Oxford Drive; Cotuit,MA 02635, has been inspected by a certified Building Performance;1nstitute(BPI) inspector: The following weatherization work was co{mpleted . Perform 4 man-hours of air sealing t, ilude all appropriate blower'door tests, combustion safety tests and procedures.' ➢ Install 2.00" FSK faced sem rigid fiberglass board insulation to 95 square feet of knee wall area. Tape all seamy edges with FSK tape. ➢ Install a 6" layer of R 22.Class 1 Cellulose added to 148 square feet of attic knee wall floored space. Drill&tpl`g method: V All work performed meets or�exceeds Federal and.State Requirements. Sincerely, Erik J: Nerstheimer• Field Supervisor v U RISE Engineering Residential Installations Department .RISE Engineering; A Division of Thielsc'h Engineering vg � CSL 100459/HIC 120979 401-784-3700 . 800-422-5365 . Fax 401-784.3710 ' 'TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map 02,1 Parcel 031 Application# 5 Health Division 1 3/ U ac�OS�30 Conservation Division 1131 /��/J ` 6Y S'X-'N)y41Permit# 9 0 3 --7 Tax Collector Dat Issglo Treasurer Applica#Ib IN COf,;I �1` Planning Dept. Permiu N-1 R a AV to Date.Definitive Plan Approved by Planning Board S13ecPe�oh Historic-OKH Pre�erva io�Hyan�� /� S .� D pooin%U L Qc rr Project Street Address R39 O prt� f V(, Do; UT- a77 Village C0+J,1i- Owner J em" 4- 16e11' l it o*i v ki Address ri L +u 4 Telephone .5b$ - q 2y_(D y i �i_ Permit Request �)e.W S,n g 1 c., I Y W CA l,,n g ,ece_ slmZZ Na a Vi a ® L (omhov e v Square feet: 1 st floor:existing proposed 2nd floor:existing proposed 1 ` OS� Total new_. Z Q Zoning District Flood Plain Groundwater Overlay i ZE Project Valuation 008 Construction Type "-'; _. Lot Size4 5s 00`� s Grandfathered: ❑Yes ❑No If yes, attach sup Lot Dwelling Type: Single Family GY Two Family ❑ Multi-Family(#units) Age of Existing Structure &Z bot- Historic House: ❑Yes Ao On Old King's Hig way: EFY-es �Vo Basement Type: O/Full ❑Crawl ❑Walkout ❑Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) /693 Number of Baths: Full:existing new 3 Half:existing new 0 Number of Bedrooms: existing new 4 Total Room Count(not including baths):existing new First Floor Room Count S Heat Type and Fuel: ©'Gas L)Oil ❑ Electric ❑Other Central Air: U YeS ❑No Fireplaces: Existing New / Existing wood/coal stove: ❑Yes ❑No Detached garage:❑existing ❑new size Pool:❑existing ❑new size Barn:❑existing ❑new size Attached garage:❑existing W/hew size F?2Z Shed:❑existing ❑new size Other: Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ Commercial ❑Yes ❑No If yes, site plan review# Current Use vac--n+ L® i Proposed Use 1C_ � I �t _W: jI BUILDER INFORMATION r me-crrtc,S A �5 Vmj ti Telephone Number 03- 07- 5363 cELL Address ��j L kc S( 65 o I- NIA License# 63 Home Improvement Contractor# M c', I �s I �P.0 X 7�? Cow 1`� L✓�¢FDZZ�Worker's Compensation# ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO SIGNATURE DATE / I /OG FOR OFFICIAL USE ONLY - a , PERMIT NO. "DATE ISSUED ! MAP/PARCEL NO. ADDRESS, •_VILLAGE t OWNER DATE OF INSPECTION: - FOUNDATIONl FRAME INSULATION (� b FIREPLACE _ J ELECTRICAL: , ROUGH FINAL PLUMBING: c ROUGH FINAL GAS: ROUGH FINAL FINAL BUILDING DATE CLOSED OUT J t ASSOCIATION PLAN NO. a ' . f RESMENTiAL BUILDING PERMIT FEES APPLICATION FEE New Buildings $100.0.0 . /06.00 Residential Addition $50.00 Altemtbns/Renovations $50.00 Change of Contractor/Builder $25.0.0 FEE VALUE WOMEEET .NEW LIVING SPACE ' 3g_S square feet x$96/sq.foot=-3R` jA 0'3 x.0041— o �� plus$ornbelow(if applicable) ALTERATIONSIRENOVATIONS OF MMTING SPACE square feet x$64/sq.foot= x.0041= plus fiombelow(if applicable). 9ARAGES'(attached&detache(i) a _square feetx$32./sq,fl. S,Sq4, x.0041= 1 11 C ACCESSORY STRUCTURE>120 sq.ft.. >120 sf-500 sf $35.00 >500 sf-750 sf 50.00 . >750 sf-1000 sf 75.00 >1000 sf- 1500 sf 100,00 >1500 sf-Same as new building permit , square feetx$96/sq,foot= x.0041— STAND ALONE PERMITS x$30.00= '3b•do Open Porch . (number) Deck •• x$30.00- 36,o0 i(number) ' FireplaeelChtmney x$25,00- '(tumber) Inground Swimming Pool $66.00 Above Ground S`vvimming Pool $25.00 RelocatiowMoving $150,00 (plus above if applicable) Permit Fee� ��5 i�_•�� _ • Affidavit of Substantial Financial Interest I, v 4A of 5-1 COJU S-f , on oath depose and state as follows:. 1. 1 am an applicant for a building permit for the property located at Map d a( , Parcel . The address of the property is oq 617 04L3t:� br�`ve_,� 2. 1 have Coo % legal or equitable interest.in the real property which is'the subject of the building permit application which is identified in paragraph 1 above. 3. Within in the last twelve months from today's date, which is �1-cj n 1(Q KQgr pthe following individuals or entities have had a. 1% or greater legal or equitable interest in the real property which is the subject of the building permit application which is identified in paragraph 1 above: Name Address f . 4. Within the last twelve months, from today's date, which is 'San I U_1zC)cO have had a 1% or greater legal or equitable interest in the following properties which have been the subject of a building permit application: Map/Parcel Address 5. Within this calendar year, I have submitted building permit applications for property in which I have a 1% or greater legal or equitable interest.. 6. Wit hin the last ten days, I have Submitted building permit applications for property in which I have a 1% or greater legal U equitable interest. 7. Within this month, I have submitted __O' building permit applications for property in which I have a 1% legal or equitable interest. 8. Within this month, I have received ,building permits for property in which I have a 1% legal or equitable interest. Signed under the pains and penalties of perju , this day of �Qi'l , 200 2001-oowaffin 1 -n VY) ®=i(1dO r Town of Barnstable Regulatory Services Thomas F.Geller,Director i63� �e Building Division p�fo tN►i a Tom Perry,Building Commissioner 200 Maier Street, Hyannis,MA 02601 wvmtown barnstable-ma.us Fax: 508-790-6230 Tice: 508-862-403 8 HOMEOWNER LICENSE EX00nON l Please Print j DATE -JOB LOCATION' street i village number ,, q �en��i �'6g-y2�!�`�1a1 S•°o�-CO�f�-53G? "IiOMEOwNER": m c S `� .homc phone# work phone# name CURRMqTMAMVG ADDRESS: O �d X 9 o MA Z,(0 S yip cityltown state code of six Imits-or less and The current exemption for"home_ owIIer3"was extended to include o ossessca license, rovnided that the owner acts as to allow homeowners.to engage an individual for hire who does not p supervisor. DEFINMON OF HOMEOWNER person(s)•who owns. a parcel of land on which he/she resi�dl�s�o esacc intends sory to to such use and/ore,on which ere is,Or is fatm structures.ded A to be,a one or two-family dwelling,attached or detached s person who constructs-more.than one home in a two-year period shall not be considered a homeowner. Such "homeowner" submit to the Building Official on a form acceptable to the Building Official,that he/she shall be re onsible for all Stich work performed under the buildin ermit. (Section 109.1.1) bility for compliance with the State Building Code and other The undersigned"homeowner"assumes respons applicable codes,bylaws,rules and regulations. The uadersigaod"homeowner"certifies that he/she understands the Town of Bamstable Building Department minimum inspection procedui and requirements and that he/she will comply with said procedures and Te ts. i • Sign of Homeowner Approval of Building Official Note: Tbree-family dwellings containing 35,000 cubic feet or larger will be required to comply with the State Building Code Section 127.0 Construction Control. HOMEOWNER'S EXEMPTION The Code there "Amy homeowner performing work for which a building permit is required shall be exempt from the provisions of this section(Section 109.1.1-Licensing of construction Supervisors);provided that if the homeowner engages?person(s)for hire to do such work,thatauch Homeosvmr shall act as supervisor:' the onsibilities of a supervisor(see Appendix Q. Many homeowners who use this exemptlaa are unaware that they are assurrrir#g reap Rules&Regulations for Licensing Construction Supervisors,Section 2.15) This lack of awareness often results in serious ould problems,Particularly wheat the hoa�eosvaet has uaceased persons. in this case'our Board.cannot proceed•against the unlicensed personas it would with a licensed Supervisor. The homeowaar acting as Supervisor is nitirnately responsible. To ensue that the homeowner is fully aware of his/her responsibilities,many cornmunities require,up art of the permit applicati on, that the homeowner certify that he/she understands the responsibilities of a supervisor. On the last page of this issue is a form currently used by several towns. You may care t anxnd and adopt such a form(cerdficI6Jn for use in your community. J I I MAScheck COMPLIANCE REPORT • Massachusetts Energy Code I Permit # I MAScheck Software Version 2.01 Release 3 I i I Checked by/Date ) I I TITLE: Proposed New Residence CITY: Barnstable STATE: Massachusetts HDD: 6137 CONSTRUCTION TYPE: 1 or 2 Family, Detached HEATING SYSTEM TYPE: Other (Non-Electric Resistance) DATE: 1-14-2006 DATE OF PLANS: 01-06-06 PROJECT INFORMATION: Venuti Residence 239 Oxford Drive Cotuit, MA 02635 COMPANY INFORMATION: Archi-Tech Associates, Inc. , 6 School Street Cotuit, MA 02635 COMPLIANCE: Passes Maximum UA = 797 Your Home = 722 Area or Cavity Cont. Glazing/Door Perimeter R-Value R-Value U-Value UA CEILINGS 422 30.0 0.0 15 CEILINGS 2109 30.0 0.0 74 WALLS: Wood Frame, 16" O.C. 3784 13A 0.0 310 GLAZING: Windows or Doors 602 0.320 193 GLAZING: Skylights 21 0.340 7 DOORS 26 0.290 8 FLOORS: Over Unconditioned Space 2446 19.0 0.0 115 HVAC EQUIPMENT: Furnace, 84.0 AFUE ------------------------------------------------------------------------------- COMPLIANCE STATEMENT: The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the requirements of the Massachusetts Energy Code. The heating load for this building, and the' cooling load if appropriate, has been determined using he applicable Standard Design Conditions -found in the Code. "The HVAC eq pment elected to heat or cool the building shall be no greater than 5% of t design load as specified in Sections 780CMR 1310 and 4.4 r Builder/Designer Date �AA C) Sk .1550 8 PS 331 QUITCLAIM DEAD--23-2002 8 03=290 We, William P. McDonald and Ruth M. McDonald, Trustees of The McDonald Family Trust, under Declaration of Trust dated April 5, 1997 and recorded with the Barnstable County Registry of Deeds at Book1SO age Z10,of 430 Terrace Drive, Seabrook,Texas,for consideration paid and in full consideration of Two hundred sixteen thousand five hundred and no/100($216,500.00)Dollars grant to Jamel-Venuti and KellfVenuti, husband and wife, as tenants by the entirety, of 90 Thomberry Circle, Mashpee, Massachusetts with QUITCLAIM COVENANTS The land, together with any buildings and improvements thereon, located at Lot 27, 239 Oxford Drive, Cotuit, Barnstable County, Massachusetts, bounded and described as set forth in Exhibit"A"attached hereto. WITNESS my hand and seal this day of 2002. The McDonald Family Trust v By: VV William P. McDonald,T ustee o e JANICE BARNICKNOTARY PUBLICSTATE OF TEXAS y Comm.Exp.04-20-05 Ruth M. McDonald, Trustee 0 State of w N � County of A , 2002 oThen personally appeared the above-named William P. McDonald and Ruth M. McDonald,Trustees of The McDonald Family Trust who acknowledged the foregoing N instrument to be their free act and deed and the free act and deed of The McDonald Family Trust, before me A a otary Public My commission expires:,4 V—alb—off w a , O PROPERTY LOCATION: Lot 27,239 Oxford Drive, Cotuit,Massachusetts Bk 15508 P s 332 --73425 EXHIBIT`EA" Lot 27,239.Oxford Drive, Cotuit, Massachusetts A certain parcel of land located in Barnstable, Barnstable County, Massachusetts, bounded and described as follows: SOUTHEASTERLY: by Oxford Drive by Two(2)courses totaling One Hundred twenty-five and 94/100(125.94)feet; SOUTHERLY: by Lot 28, Three hundred five and 69/100(305.69) feet; SOUTHWESTERLY: by land of Boutelle and Hendrix, Thirty-three (33)feet, more or less; WESTERLY and SOUTHWESTERLY: by the Marsh, Two hundred seventy-five (275)feet, more or less; NORTHEASTERLY: by a Fifteen(15) foot way and easement, Three hundred eighty-three (383)feet, more or less. Containing an area of 65,000 square feet, more or less, and being Lot 27 as shown on plan of land of"Kings' Grant"dated February 28, 1973, which plan is recorded in Barnstable County Registry of Deeds Plan Book 271, Page 56. Together with a right of way over the ways as shown on said plan in common with all others law fully entitled thereto for all purposes for which public ways are used in the Town of Barnstable. Said land is conveyed subject to protective covenants recorded in Barnstable County Registry of Deeds, Book 1892, Page 186. Being the same premises conveyed to William P. McDonald and Ruth M. McDonald, Trustees of The McDonald Family Trust by deed of William P. McDonald dated April 25, 1997 and recorded with the Barnstable County Registry of Deeds at Book 10736, Page 161. Title not examined by the preparer of this deed. given mm a wX `�'' i s r (A -4W 0 � � o w � M � a LA pO4 � NW � Gy�J. X4oK y r Bk 15508 Ps 333 73425 TRUSTEES' CERTIFICATE We,William P. McDonald and Ruth M. McDonald,Trustees of The McDonald Family Trust u/d/t dated April 25, 1997 and recorded with the Barnstable County Registry of Deeds at Book Page , hereby certify as follows: That the Trust is still in full force and effect;that said Trust has not been revoked, altered or amended;that all the beneficiaries of said Trust are of full age;that all the beneficiaries of said Trust are competent;that we, as Trustees, have not been removed nor resigned; and that we, as Trustees, have been fully authorized to execute any and all necessary documentation in connection with the sale of real estate located at Lot 27, 239 Oxford Drive, Cotuit, Massachusetts,to JameOenutl and Kelftenutu,for consideration of$216,500.00. Dated: 2002 The McDonald Family Trust By o William P. McDonald,Trustee JANICE BARNICK NOTARY PUBLIC STATE OF TEXAS By. 1VPjgj& >0-)4Aow-=2:L" MY Comm.EXP.04-20•os Ruth M. McDonald, Trustee State of County of .�D , 2002 Then personally appeared the above named William P. McDonald and Ruth M. McDonald,Trustees of The McDonald Family Trust who acknowledged the foregoing instrument to be true and complete and their free act and deed and the free act and deed of The McDonald Family Trust, before me, otary Public .-- My Commission Expires: D 7`o?D -GLS BARNSTABLE REGISTRY OF DEEDS E = . Bk 18804 P9322 54084 07-08--2004 a 08 C 23ot Property Location: 251 Oxford Drive,Cotuit(Barnstable),Massachusetts,02635 Title not examined QUITCLAIM DEED WE, Daniel L. Hart and Linda E. Hart of 251 Oxford Drive, Cotuit, Barnstable County, Massachusetts,02635 in consideration of less than Ten($10.00)Dollars, grant to Daniel L. Hart and Linda E. Hart, Co-Trustees of the Hart Family Trust u/d/t dated June 22, 2004, with a Trustee Certificate recorded herewith, with a mailing address of Post Office Box 1631,Cotuit,Barnstable County,Massachusetts,02635, with QUITCLAIM COVENANTS, the land in Barnstable (Cotuit), Barnstable County, Massachusetts,as shown on the hereinafter mentioned plan,bounded and described as follows: EASTERLY by Oxford Drive,a Private Way, 125.00 feet; SOUTHERLY by Lot 29, 158.61 feet; NORTHWESTERLY by land now or formerly of Boutelle and Hendrix,260.87 feet;and NORTHERLY by Lot 27,305.69 feet. Containing 34,500 square feet, more or less, and being shown as LOT 28 on a plan of King's Grant Subdivision dated February 28, 1973,which plan is recorded with the Barnstable County Registry of Deeds in Plan Book 271,Page 56. Daniel L. Hart and Linda E. Hart reserve unto themselves a life estate in the above referenced property. Subject to any and all existing restrictions and encumbrances still in force and effect. For Grantors' title see Deed of Daniel L. Hart and Linda E. Hart recorded with said Registry of Deeds on Book 3511,Page 270. Prepared by the Law Office of Patricia J.Mello,P.C. 766 Falmouth Road,Masbpee,MA 02649 508-477-0267 1 TPCRLEH Bk 18804 Pg 323 #54084 WITNESS our hand and seal this 22"d day of June 2004. Daniel L.Hart inda E.Hart COMMONWEALTH OF MASSACHUSETTS Barnstable, ss On this 22"d day of June 2004, before me, the undersigned notary public, personally appeared Daniel L. Hart and Linda E. Hart, and proved to me through satisfactory evidence of identification, which was personal knowledge of identity, to be the persons whose names are signed on the preceding or attached document, and acknowledged to me that they signed it voluntarily for its stated purpose. USA E.MYCOCK No"Public C W000 0i of Meshu"" t�rCgm�eUon Eder M1t2B,�10 6 RNSTABl UN 1 Y tEGiSTRY OF DEEDS A TRtjE COPY,ATTEST L �� Prepared by the Law Office of Patricia J.Mello,Ft.0 JOH F,MEADE,REGISTER 766 Falmouth Road,Mashpee,MA 02649 -- 508-477-0267 2 TPCRLEH BARNSTABLE REGISTRY OF DEEDS WE, PETER A. THOMPSON and DOROTHY F. DUNCKLEE, Trustees of KING'S GRANT TRUST under a Declaration of Trust, dated January 19, 1973, and recorded with Barnstable County Registry of Deeds in Book 1809, Page 332. of „2159 ;n,t 262 04690 Barnstable County,Mawwhueette, hdoom m mlflM,for the fuU consideration of THIRTEEN THOUSAND SEVEN HUNDRED paid THIRTY-FIVE AND 00/100 ($13,735.00) DOLLARS grant to KENNETH H. MOLLOY and GAIL E. MOLLOY, husband and wife as ten- ants by the entirety of 15 Reed Lane, Bedford, Massachusetts with gtdtt(atta"Mn1=b 1LY1v01= a certain parcel of land located in Barnstabl , Massachusetts, Barnstable County, bounded and described as follows: SOUTHWESTERLY: By Oxford Drive, One hundred twenty-five and 00/100 (125.00) feet; SOUTHEASTERLY: By a fifteen (15) foot way and easement, Three hundred eighty-seven and 00/100 (387.00) feet, more or less; NORTHWESTERLY: By the edge of the Upland, One hundred twenty-five and 00/100 (125.00) feet, more or less; NORTHEASTERLY: By LOT 25 on a plan hereinafter referred to, Four hundred two and 00/100 (402.00) feet, more or less. Containing an area of 48,700 square feet, more or less. Being LOT 26 as shown on plan of land of "Kings' Grant" dated February 28, 1973, which plan is recorded in Barnstable Deeds Plan Book 271, Page 56. Together with a right of way over the ways as shown on said plan in common with all others lawfully entitled thereto for all purposes for which public ways are used in the Town of Barnstable. t3 For our title see deed of Raymond D. Crawford to us recorded in Barnstable Deeds Book 1871, Page 93. Said land is conveyed subject to Protective Covenants recorded in Barnstable Deeds Book IIr9 L Page slL f Executed ae a aealed instrument this /2_dt day of ,..�,_ 1975 7ti�r i ETER A. THOMPSON, Trustee R HY F DUNCKLEE, Trustee Barnstable u. 1975 Then peraoeallr appeared the above mined PETER A..THOMPSON and BeR691i f-F. DUW-VAM, TRUSTEES and acknowledeed the foregoing instrument to be and deed. Bon%K BARN ;' Y �� Mr commission eapirea ,9 REBI i RY OF DE DS .�# 1 y �'o A TTRUUE COPY,AT ST nEl��Ii�EU MAR 13 75 JOHN F.MEADE,REGISTER CASE #: 131463 6V CHECK #: d 1�(o s:— TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map 021 Parcel 031 Application # Health Division Date IssuedZ- Conservation Division Application Fee Planning Dept. Permit Fee Date Definitive Plan Approved by Planning Board Historic - OKH _ Preservation/ Hyannis I�- Project Street Address 239 OXFORD DRIVE; COTUIT,MA 02635 Village COTUIT JAMES KELLI VENUTI AND SOPHIE O'DONNELL Owner THOMA /SOPHIE O'DONNELL Address 12819 PINEY POINT; HERNDON, VA 20171 Telephone SOPHIE O'DONNELL @ 571-606-4141 Permit Request WEATHERIZATION WORK: PERFORM AIR SEALING MEASURES; INSTALL FSK SEMI=RIGID FIBERGLASS BOARD INSULATION TO KNEE WALL AREA; INSTALL R-22 CLASS 1 CELLULOSE INSULATION TO FLOORED ATTIC KNEE WALL SPACE - SEE ATTACHED COPY OF CONTRACT FOR MORE INFORMATION. Square feet: 1 st floor: existing proposed 2nd floor: existing proposed Total new Zoning District Flood Plain Groundwater Overlay Project Valuation $728.68 Construction Type Lot Size Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation. Dwelling Type: Single Family ❑ Two Family ❑ Multi-Family (# units) Age of Existing Structure Historic House: ❑Yes ❑ No On Old King's Highway: ❑Yes ❑ No Basement Type: ❑ Full ❑ Crawl ❑Walkout ❑ Other Basement Finished Area(sq.ft.) Basement Unfinished Area (sq.ft) Number of Baths: Full: existing new Half: existing a-a Number of Bedrooms: existing _new FM� Total Room Count (not including baths): existing new First Floor Room Count Heat Type and Fuel: ❑ Gas ❑ Oil ❑ Electric ❑ Other Central Air: ❑Yes ❑ No Fireplaces: Existing New Existing wood/coal stove::-,U Yes,:,❑ No Detached garage: ❑ existing ❑ new size_Pool: ❑ existing ❑ new size _ Barn: ❑ existing ❑new size_ Attached garage: ❑ existing ❑ new size _Shed: ❑ existing ❑ new size _ Other: Zoning Board of Appeals Authorization ❑ Appeal # Recorded ❑ Commercial ❑Yes ❑ No If yes, site plan review # Current Use RESIDENTIAL Proposed-Use RESIDENTIAL, APPLICANT INFORMATION (BUILDER OR HOMEOWNER) RISE ENGINEERING; A DIVISION OF Namd° THIELSCH ENGINEERING Telephone Number 401-784-3700 X6133 1341 ELMWOOD AVENUE Address CRANSTON, RI 02910 License # CSSL - 100459 EXP. 3/28/14 Home Improvement Contractor# 120979 EXP. 3/25/14 Worker's Compensation # 3730961-01 EXP. 1/1/13 ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BETAKEN TO YARMOUTH TRANSFER STATION; 5,0 W KSHOP RO , S. YARMOUTH, MA 02664 SIGNATURE - DATE ` d 11c)__. ERIK NERSTHEIMER FOR RISE ENGINEERING FOR OFFICIAL USE ONLY APPLICATION# DATE ISSUED MAP/PARCEL NO. ADDRESS VILLAGE OWNER DATE OF INSPECTION: ' FOUNDATION FRAME INSULATION FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL GAS: ROUGH FINAL FINAL BUILDING DATE CLOSED OUT ASSOCIATION PLAN NO: :Y. i The Commonwealth of Massachusetts - Department of Industrial Accidents Office of Investigations I Congress Street,Suite 100 Boston,MA 02114-2017 www.mass.gov/dia . Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly Name (Business/Organization/Individual): RISE ENGINEERING;A DIVISION OF THIELSCH ENGINEERING Address: 1341 ELMWOOD AVENUE City/State/Zip: CRANSTON, RI 02910 Phone#: 401-784-3700 X6133 Are you an employer?Check the appropriate box: Type of project(required): 1.21 I am a employer with 4. ❑ I am a general contractor and I 6 ❑New construction employees(full and/or part-time).* . have hired the sub-contractors . 2.❑ I am a sole proprietor or partner- listed on the attached sheet. 7. ❑ Remodeling ship and have no employees These sub-contractors have 8. ❑ Demolition working for me in any capacity. employees and have workers' [No workers' comp. insurance comp. insurance. 9. ❑ Building addition required.] 5. ❑ We are a corporation and its 10.❑ Electrical.repairs or additions 3.❑ I am a homeowner doing all work officers have exercised their 11.❑ Plumbing repairs or additions myself. [No workers' comp. right of exemption per MGL 12.❑ Roof repairs insurance required.]t c. 152, §1(4),and we have no employees. [No workers' 13.❑ Other comp. insurance required.] *Any applicant that checks box#I must also fill out the section below showing their workers'compensation policy information, a t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. $Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: THE PRESTON AGENCY,INC. Policy#or Self-ins.Lic.#: 3730961-01 Expiration Date: 1/1/13 Job Site Address: 239 OXFORD DRIVE City/State/Zip:COTUIT, MA 02635 Attach a copy of the workers' compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy'of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify er a sand allies o er'u ormatin provided abo is true nd correct.that Si ature: __ _. - _ _- - ___ - -. Date __ Phone#: Official use only. Do not write in this area,to be completed by city or town official . City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2. Building Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Phone#: Division of Thielsch Engineering;Inc. x` 1341 Elmwood Avenue Cranston,Rhode Island 02910 M RISE ENGINEERING DEBRIS AFFIDAVIT Debris resulting from this work shall be disposed of in a properly licensed solid waste disposal facility as defined by MGL Chapter 1.11,.Section 150A. } If the debris will not be disposed of as indicated below, the holder of the permit shall Notify the Building Official in writing as to the location where the debris will be disposed. 780 CMR Section 111.5 , The debris will be disposed of in: Yarmouth Transfer Station, 50 Workshop Rd; S. Yarmouth, MA 02664 Location of Facility 239 OXFORD DRIVE; COTUIT, MA 02635 Name of Property Owner/Location of Proposed Work RISE Engineering; A Division of Thielsch Engineering Name of Contractor/Agent 1341 Elmwood Avenue; Cranston, R1 02910 ; Address of Contractor/Agent Signature Erik Nerstheimer for RISE_Engineering Da e / Disposal Affidavit 2006 t J RISE ENGINEERING Federal IDao5.0405629 1 RI ContractorRegistration No 8186 A division of Thieisch Engineering. . MA Contractor Registration No 120979 CT Contractor Registration No,620120 4 1341 Elmwood Avenue,Cranston,R102910 40 _ I 1 � ( I)780=3700 FAX(dot)784-37I0 CONTRACT Pago 1 . R I S E PROGRAM 4 THIS CONTRACT IS ENTERED INTO B ETWEEN RISE""' CtC-RCS ENGINEERING . . . . . . ENGINEERING AND THE CUSTOMER FOR WORK AS .. ... OES RIBED BELOW - I CUSTOMER - PHONE .DATE- Clbnta .Sophie O'Donnell (5706064141 05/21/2012 131463 - SERVICE-STREET - BILLINO STREET. . . . . . . . : . . . . . . . . . . . . . . . : . . 239 Oxford Drive 12.819 Piney.Point SERVICE CRY,STATE.ZIP _ - - - -.- BILLING CITY;STATE,ZIP- - - - - Cotuit;MA 02633 Herndon;VA 20171 JOB DESCRIPTION _ Provide labor and materials to seal areas of your home against wasteful,excess air leakage. This work will be.performed in concert withthe.use"of special tools and diagnostic:tests to assure that-your home willbe left with a.healthful level of air:exchange and indoocair quality.Materials to.be used to.seal your home can include.caulks,foams,weatherstripping and other products. Primary areas for sealing include air leakage to attics,basements,attached:garages and other unheated areas(windows are not generally.addressed.) t 5280.00. Provide labor and materials to install 2.00" FSK faced semi-rigid fiberglass board insulation to 95 square feet of kneewall area. S262.20 Provide labor and materials to install a 6"layer of R-22 Class 1 Cellulose added to-148.squarefeet of attic kneewall floored space. $186.48 ..RISE.Engineering will apply:all applicable,eligible incentives to this Contract. You will be billed only the Net amount. Currently, for eligible measures,the Cape Light Compact offers 75%incentive,not to exceed S4,000 per calender -S336:51. . : RISE Engineering will apply all applicable,eligible incentives to this contract..You will be-billed only the Net amount. Currently, for air sealing measures,the Cape Light Compact offers 100%incentive.. : -S280.00 ,JUN WE AGREE HEREBY TO FURNISH SERVICES-.COMPLETE IN ACCORDANCE WFTN ABOVE SPECIFICATIONS.FOR THE:SUM OF "'One Hundred Twelve.& 17/100 Dollars. $112.17 UPON FINAL INSPECTION AND APPROVAL BY RISE ENGINEERING-CUSTOMER AGREES TO REMIT AMOUNT DUE-IN.FULL.INTEREST OF I%WILL SE CHARDI:D MONTHLY ON ANY' UNPAID BALANCE AFTER.3-O DAYS.SEE REVERSE FOR IMPORTANT INFORMATION ON GUARANTEES',RIGHTS OF RECISION,SCHEDULING,AND CONTRACTOR REGISTRATION, DO NOT SIGN THIS CONTRACT IF THERE ARE ANY BLANK SPACES AUTHORIZED.SIONATURE.RISE ENGINEERING - - CUSTOMER ACCEPTANCE -" - ROTE:THIS CONTRACT.MAY BE WITHDRAWN BY US IF NOT EXECUTED WITHIN-_ DATE OF ACCEPTANCE __—� `� 12— - _ .ACCEPTANCE OF CONTRACT-THE ABOVE PRICES,SPECIFICATIONS AND CONDITIONS ARE SATISFACTORY TO US.AND ARE HEREBY ACCEPTED.YOU ARE AUTHORIZED TO DO THE,WORK -DAYS. . AS SPECIFIED.PAYMENT WILL BE MADE AS OUTLINED ABOVE Loop Up Print Page 1 of 3 . Owner Information - Map/Block/Lot: 021`1031/ - Use Code: 1010 Owner w Map/Block/Lot GIS MAPS 021 /031/ Owner Name as of VENUTI, JAMES M & KELLI A Property Address 1/1/12 12819 PINEY POINT PLACE HERNDON, VA. 20171 239 OXFORD DRIVE Co-Owner Name %O'DONNELL, G.THOMAS & SOPHIE B Village: Cotuit Town Sewer At Address: No r, . Assessed Values 2012 - Map/Block/Lot: 021 /031/ - Use Code: 1010 i 2012 Appraised Value 2012 Assessed Value Past Comparisons Building $ 363,700 $ 363,700 Year Total.Assess Value: Value Extra $ 81,800 $ 81 800 2011 - $ 659,700 Features: 20107 $ 652,800 Outbuildings: $ 10,300 $ 10,300 - 2009 - $ 758,700 Land $ 212,700 $ 212,700 2008 - $ 815,200 Value: 2007- $ 292,600 2006 - $ 197,300 2012 $ 668,500 $ 668,500 Totals Residential Exemption Received= $88,785 . Tax Information 2012 - Map/Block/Lot: 021 /031/- Use Code: 1010 Taxes Cotuit FD Tax (Residential) $,470.70 Community Preservation � s Act Tax $ 146.44 Town Tax (Residential) $ 4,881.20 Fiscal Year 2012 TAX RATES HERE $ 6,498.34 . Sales History - Map/Block/Lot: 021 /031/ - Use Code: 1010 History: Owner: Sale Date Book/Page: Sale Pric(. VENUTI, JAMES M & KELLI A 8/23/2002 15508/331 $216500 MCDONALD, WILLIAM P & RUTH M TRS 5/6/1997 10736/161 $1 http:%/town.barnstable.ma.us/Assessing/printl2.asp?searchparcel=021031 7/13/2012 L i THIEL-1 OP ID:.27 DATE(MM/DDIVYYY) CERTIFICATE OF LIABILITY INSURANCE o1u3n2 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must be endorsed. If SUBROGATION IS WAIVED;'subject to the terms and conditions of the policy,certain policies may require an endorsement.'A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER 401-886-8000 CONTACT The Preston Agency,Inc. 1350 Division Rd Suite 303- 401-885-1700 A FAX CNE Ert: A/C No PO Box 810 EMAIL / East Greenwich,RI 02818-.081.0_ ADDRESS: Judith A.Wright CPCU AAI ARM INSURER(S)AFFORDING COVERAGE NATO 0 >. . INSURER A:Zurich-American INSURED Thielsch Engineering,Inc. , INSURERB:Am Thielsch Group Inc. erican Guarantee Liability 3 Hi Tech Realty Inc. INSURER C:Twin City Fire-Hartford AttTrent Avenue ux 195 Frances Ave INSURER D:North American Capacity 195 - Cranston,RI 02910 INSURER E:. - INSURERF: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF•INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS t CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO'ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCEADDLSUBR POLICY EFF POLICY EXP - LTR POLICY NUMBER - MM/D0/YYYY) (MMIDDfYYYYI LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 1,000100 A X COMMERCIAL GENERAL LIABILITY X A 3730962-01 01/01/12- "'01/01/13 PREMISES RENTrrence $ 300,00 CLAIMS•MADE OCCUR MED EXP(Any one person) $ 5,00 77- PERSONAL&ADV INJURY $ 1,000,00 GENERALAGGREGATE $ 2,000,00 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS•COMP/OP AGG $ 2,000,00 POLICY X PRO LOC Emp Ben. $ 1,000,00 AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT 2,000,000 Ea accident $ A X ANY AUTO 3730963-01 a 01/01112 01/01/13 BODILY INJURY(Per person) $ ALL OWNED SCHEDULED BODILY INJURY(Per $ AUTOS , AUTOS ( ) NON-OWNED PROPERTY DAMAGE HIRED AUTOS AUTOS * Peracddenl $ $ X UMBRELLA LIAR X OCCUR EACH OCCURRENCE $ 10,000,000 B EXCESS LIAB CLAIMS-MADE AUC-4857188-01 01/01/12 01/01/13 AGGREGATE $ 10,000,000 DEO I I RETENTION$ $ WORKERS COMPENSATION X WC STATU- OTH- AND EMPLOYERS'LIABILITY YIN T RV LIMIT ER A ANY PROPRIETOR/PARTNER/EXECUTIVE 37309,61-01 - 01/01/12 01/01/13 E.L.EACH ACCIDENT - $ 1,000,00 OFFICERIMEMBER EXCLUDED? ❑ NIA - (Mandatory In NH) E.L.DISEASE-EA EMPLOYEE $ 1,000,00 If yes,describe under ' DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ •1,000,00 C Property Section 02UUNHE6930 01/01/12 01/01/13 Property see belo D Professional Liab DVL000026802 01/01112 01101/13 Prof Liab 2,000,00 DESCRIPTION OF OPERATIONS/LOCATIONS I VEHICLES (Attach ACORD 101,Additional Remarks Schedule,Atmore space Is required) When required by a written contract. CERTIFICATE HOLDER CANCELLATION TWNHARW SHOULD ANY OF THE ABOVE DESCRIBED'POLICIES BE CANCELLED BEFORE Town Of Barnstable THE EXPIRATION DATE .THEREOF, NOTICE WILL BE DELIVERED IN Building Division ACCORDANCE WITH THE POLICY PROVISIONS. 200 Main Street AUTHORIZED REPRESENTATIVE Hyannis,MA 02601 ©1988-2010 ACORD CORPORATION.All rights reserved. ACORD 25(2010/05) The ACORD name and logo are registered marks of ACORD I , Ue[all5 r-dye I UI 1 Licensee Details " h Demograpbic Information Full Name: ERIK S. NERSTHEIMER r Gender: M Owner Name: - License Address Information Address: 228 Gleaner Chapel Rd. Address 2: A. City: North Scituate ' State: RI ipcode: 02857 Count United States .y License Information License No: CSSL-100459 License Type: CSSL-IC Insulation Contractor, Profession: Building Licenses, Date of Last Renewal:' 4/24/2012 .` Issue Date: 5/6/2009 Expiration Date: .t:, 3/28/2014 =f` License Status: Active Today's Date: 4/25/2012 Secondary License: y. Doing Business As:, Status Change: 18 Prerequisite Information =Relan NERSTHEIMER, ERIK S Attribute Of CSSL-100459 x Discipline M•a z No Discipline Information , Documentum htt p Nerificati6n/Details aspx?agency_itl 1'&license id.., 4/25/201a2 .//elicense.chs,state.ma.us Office of Consumer Affairs d Business Regulation _ — - 10 Park Plaza - Suite 5170 Boston Massachusetts 02116 lIHome Improvement Contractor Registration JUN 20 2012 . i Registration: 120979 % —' Type: Supplement Card Expiration: 3/25/2014 THIELSCH ENGINERING - - 1341 ELMWOOD AVE. CRANSTON, RI 02910 Update Address and return.card.Mark reason for change. SCA 10'2OM-0511 r 'Address Renewal E] Employment 0 Lost Card Rice of Consumer Affairs&Business Regulation License or registration valid for individul use only - ME IMPROVEMENT CONTRACTOR . • before the expiration date. If found return to: Office of Consumer Affairs and Business Regulation egistration_ 120979 Type: 10 Park Plaza-Suite 5170 Expiration: 3125/2014 Supplement Card Boston,MA 02116 THIELSCH ENGINEERING _ -ERIK NERSTHEIMER: 1341 ELMWOOD AVE CRANSTON, RI 02910 Undersecretary Not valid without signature N q a' ' • t Control No: .3 4''2 4 A THE COMMONWEALTH ORMASSACHUSETTS x DEPARTMENT OF.LABOR' DIVISION OF OCCUPATIONAL SAFETY C a. 19 STAMIFORD STREET, BOSTON,MASSACHUSETTS 02114 ' LEAD-SAFE RENOVATION CONTRACTOR LICENSING:WAIVER r RISE Engineering A Division of Thielscf�Engineering, hiC. 1.3 4 11 Elmwood Avenue Cran§ton"M,o2910` WAIVER: LW000672 ,-EXPIRES: April 15 `2015 ' a , . a IN ACCORDANCE WITH M.G.L.:C. 111, §`197(B)(b)AND 454 CIvIR'22.03(3)(b), ' THIS LEAD-SAFE RENOVATION CONTRACTOR LICENSING'WAIVER IS' ISSUED BY THE DIV. OF OCCUPATIONAL SAFETY'TO THE'CONTRACTOR ABOVE FOR THE PURPOSE-OF PERFORMING LE AD RENOVATION:' , <� WORK. THIS LEAD-SAFE RENOVATION CONTRACTOR LICENSING WAIVERsMUST BE MAINTAINED BY THE CONTRACTOR 1NiACCORDANCE WITH�M.G.L.-C: 111, § 197B(b)AND 454 CMR'22.04 WHEN:PERFORMING LEAD=SAFE . RENOVATION`�WORK r. , HEATHER E. ROWE,ACTING COiv HSSIONER LJ, t Printed on Recycled Paper . e `'OF(ME 1pk�O� The Town of Barnstable BLE, De artment of Health Safetyand Environmental Services BA S • n MASS. $ j� i639' �0 prFOMA Building Division 200 Main Street,Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Inspection Correction Notice Type of Inspection _ T )'Z +�'�'I C Location 3cl k -r�� n, r r Permit Number ��3 7 Owner V'a f1 '(c.4 Builder UWAZ67--/��"— f One notice to remain on job site,one notice on file in Building Department. The following items need correcting: 7t t iv G JC, etu� N /QoowA aJ 09 40 i n OW — Q Ei4 M 1( �dos� St<yuGf/r— Jo($7 9-A1« NC--C—b S 3 .S�Cf G 7o S reg--c (\J o-C-,6- N o J�E- 1-4y S PL-e-?t rr2J WC 0 U l yt. �C-S yo.�3 Please call: 508-862-4: fore // Inspected by 4-1-riv` Date sal L(� /0 6 1/rsl � TOWN OF BARNSTABLE .�- Building Department - Foundation Permit Date )1$L0 Permit # 903a7 Name V EN LATZ Location .239 OXF09D 2 T nsp. of Bldgs. 780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS ONE AND TWO FAMILY DWELLINGS-ROOF-CEILING CONSTRUCTION inches to the notch. The diameter of the hole shall 780 CMR 36083 ROOF SHEATHING not exceed 1/3 the depth of the rafter. 36083.1 Lumber sheathing: Allowable spans for lumber used as roof sheathing shall conform to 3608.2.8 Lateral support: Rafters and ceiling joists Table 3608.3.1.Spaced lumber sheathing for wood having a depth-to-thickness ratio exceeding five to shingle and shake roofing shall conform to the one based on nominal dimensions shall be provided requirements of 780 CMR 3609.8 and 3609.9. with lateral support at points of bearing to prevent rotation. 36083.2 Plywood sheathing: 3608.2.8.1 Bridging: Rafters and ceiling joists 36083.2.1 Identification and grade: Plywood having a depth-to-thickness ratio exceeding six to and wood structural panels shall conform to DOC one based on nominal dimensions shall be PS 1 or DOC PS 2 as listed in Appendix A,and supported laterally by solid blocking, diagonal shall be identified by grade mark or certificate of bridging (wood.or metal) or a continuous one- inspection issued by an approved agency. inch-by-three-inch(25 min by 76 min)wood strip plywood and wood structural panels shall comply nailed across the rafters or ceiling joists at with the grades specified in Table 3605.3.2.1.1 a. intervals not exceeding ten feet(3048 mm). 36083.2.1.1 Type: All plywood, when 3608:2:9-Framing of openings: Openings in roof designed to be exposed in outdoor applications, and ceiling framing shall be framed with headers shall be of an exterior type.Plywood or wood header structural panel roof sheathing exposed to the between ceiling joists or rafters. When the `span does not exceed four feet (1219 min), the underside may be of interior type bonded with w - header may be a single member the same size as the exterior glue,identified as Exposure 1. ceiling joist or rafter. When the header span=exceeds s 360831.11 Fire-retardant-treated plywood: four .feet (1219 mm), the header and the joists or The allowable unit stresses for fine-retardant- rafters that support the header shall be doubled,and treated plywood, including fastener values, approved hangers shall be used to connect-the shall be developed from an approved method header to the joists or raftg .-,..,.._--- of investigation which considers the effects of anticipated temperature and humidity to which 3608.2.10 Trusses: Wood trusses shall be designed the fire-retardant plywood will be subjected, in accordance with approved engineering practice. the type of treatment and redrying process. Truss components may be joined by nails, glue, The fire-retardant-treated plywood shall be timber connectors or other approved fastening graded by an approved agency. devices. The design of metal plate connected wood 36083.2.13 Wood structural panels: Wood trusses shall comply with TPI QST,TPI PCT and structural-use panels conforming to DOC PS 2, TPI-1985 "Design Specification for Metal Plate as listed in Appendix A,includes performance Connected Wood Trusses", each as listed in rated plywood, oriented strandboard and Appendix A. Trusses shall be braced according to composite panels. Oriented strandboard their appropriate engineered design.In the absence structural-use panels manufactured in Canada of specific bracing requirements, trusses shall be shall conform to CSA 0437-as listed in braced in accordance with TPI BWT,as listed in Appendix A. Appendix A. Truss members shall not be cut or 36083.2.2 Allowable spans: The maximum altered unless so designed. p allowable spans for plywood and wood structural 3608.2.11 Roof tie-down: Roof assemblies subject panel roof sheathing shall not exceed the values to wind uplift pressures of 20 pounds per square foot set forth in Table 3605.3.2.1.1 a. (0.958 kN/mz)or greater,shall have rafter or truss 36083.23 Installation: Plywood and wood ties provided in accordance with Table 3608.2.12. structural panel roof sheathing shall be installed . The resulting uplift forces from the rafter or truss with joints staggered or nonstaggered in ties shall be transmitted to the foundation. accordance with Tables 3605.3.2.1.1a and 3606.23a,or APA E 30 as listed in Appendix A. j ;> l 12/12/97 (Effective 8/28/97) 780 CMR-Sixth Edition 559 780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS ONE AND TWO FAMILY DWELLINGS-BUILDING PLANNING 780 CMR 3603.7 ROOM DIMENSIONS 780 CMR 3603.9 ACCESS TO CRAWL 3603..7_.1 Floor area: Habitable rooms, except SPACES AND ATTICS kitchens, shall have an area of not less than 70 3603.9.1 Access to crawl spaces: Access shall be square feet(6.51 m2).Every kitchen shall have-'not to crawl spaces by an opening not less than less than 50 square feet(4.64 m2)Habitable rooms, 18 inches(457 mm)by 24 inches(610 mm). except kitchens shall not be less than seven feet (2134 mm)in any horizontal_direction. 3603.9.2 Access to attics:An opening not less than .22 inches by 30 inches(559 mm by 762 mm)with FFinotless CMR 3603.8 CEILING HEIGAT ready access thereto shall be provided to any attic REQUIREMENTS area having a clear height of over 36 inches (914 Minimum ceiling height: Habitable in!) doors or other openings are installed in cept kitchens,shall have a ceiling height of the draftstopping, such doors shall.be self-closing an seven feet three inches(2210 mm)forand be of approved materials as specified in this 0%of their required areas.Not more than section,and the construction shall be tightly fitted e re uired area ma have a slo ed ceilin around all pipes,ducts or other assemblies piercing q y P g seven feet three inches (2210 mm) in the draftstopping. egtwth no portion of the required areas less than five feet (1524 mm) in height. If any room has a 780 CMR 3603.10 MEANS OF EGRESS furred ceiling, the prescribed ceiling height is 3603.10.1 Means of egress: Egress from all required for at least 50%of the area thereof,but in dwelling units shall be by means of two exit doors, no case shall the height of the furred ceiling be less remote as possible from each other and leading than seven feet_(213_4_mm). directly to grade. Such doors shall be provided at Exceptions: the normal level of entry/exit.In addition,all other 1. Beams and girders spaced not less than four floors within a dwelling unit shall have at least one feet(1219 mm) on center may project not more means by which a continuous and unobstructed path than six inches (153 mm) below the required to the exit doors,by means of stairways,corridors, ceiling height. hallways or combinations thereof,is provided. 2. All other rooms including kitchens,bathrooms Exception: In split level and raised ranch style and hallways shall have a minimum ceiling height layouts,the two separate exit doors required by of seven feet(2134 mm)measured to the lowest 780 CMR 3603.10.1 are permitted to be located projection from the ceiling. on different levels. 3. Habitable basements shall have a minimum clear ceiling height of seven feet zero inches, 3603.10.2 Exit doors:One of the required exit doors except that beams,girders and other obstructions required by 780 CMR 3603.10.1 shall be a spaced not less than four feet on center may side-hinged swinging door. The second exit door project not more than six inches below the may be provided by a side-hinged swinging door or required ceiling height. sliding type doors. Side hinged swinging doors 4. Basements not used for Habitable spaces shall provided to meet this requirement may swing have a minimum clear ceiling height of six feet inward. eight inches(2032 mm)except for under beams, girders, ducts or other obstructions where the 3603.103 Door hardware: Double cylinder dead clear height shall be a minimum of six feet four bolts requiring a key operation on both sides are inches(1931 mm). prohibited on required means of egress doors serving more than one dwelling unit. 3603.8.2 Height effect on room area: Portions of a room with a sloping ceiling measuring less than 3603.10.4 Emergency egress from sleeping rooms: five feet zero inches(1524 mm)or a furred ceiling Sleeping rooms shall have at least one openable measuring less than seven feet zero inches (2134 window or exterior door approved for emergency mm)from the finished floor to the finished ceiling egress or rescue in each such room.The units shall shall not be considered as contributing to the be operable from the inside to a full clear opening minimum required habitable area for that room. without the use of a key or tool.Emergency escape windows,under 780 CMR 3603.10.4,shall have a 3603.8.3 Stairway ceiling height: Stairway sill height of not more than 44 inches(1118 mm) headroom clearances shall be in accordance with the above the floor. provisions of 780 CMR 3603.13.3. 3603.10.4.1 Minimum size. All emergency escape windows from sleeping rooms shall have I P g a net clear opening of 3.3 square feet(0.307 m2). �*, The minimum net clear opening shall be 20 inches a by 24 inches in either direction. *� 2/20/98 (Effective 3/l/98) 780 CUR-Sixth Edition 477 LU 20'0• w•v 23•-41n• ^ N N SMOKEDETECTORS REVIEWED Q �/ Ob QI°n A BA ILDINGDEPT. DATE , w 2• 6'-,N1B2' 6'-,11/32' b-,N/32• - - -. - FIRE DEPARTMENT DATE L BOTH S GNATU ES ARE REQUIRED FOR PERMITTING L V UJ DROP 10P OF FROST- - � I(� ' c a-CONL SONATUBE - - _ - oN•wGFoorcoNc. ---- -- ---- ---- ---- . FOOTING SYSTEM I1.41EXLAVATED� - __ __-_____ ____ _ - ,}`+ O g G U 0 E ._ Ab B•ON 20•X 12.coNc.FRQsrw,v.L CONC. - F�TIN6 W/KEY •' L - _. '- ---- ------- --- ------- `----- X4 KEY 2X4 KErr - ------' .. i - 2X4 KEY r _ i i ._____ .. ...N ; _ _______ _____ __________________ _ _______� Y BE _____ ________ ________ __________ _ ___ ______ ______ - _ __ ` _ - .c POCKET DROP TOP OF WALL t N' - ON20'.12'CO.C. - B'ICONC FOUND WALL— - I AS REQUIRED AT ON30'%12'CONC. - O 20 X 12'LONL . m BLLKHEAO FOOTING W/KEY FOOTING YV KEY -r ----- -- 4 eB �. - 12'E%TE ION - 19'_IQ' . ,'-4 UB' 6'-1 3/4'Ov 4'-2 3/4' 9'A 4' - - g 1'31n'" 22'-6• :B• ___ ,-4 - 4'CONL.5,AS ___ _ __ - - �. m CELLAR SASH r - r 1 - _ • - + MAI, - - -O 12' b II In' a r _ Yi)1 3/4 X It 1/0 LVL GIRT ($)1 3/4 X II 1/5 LVC GIRT FOCKET f3) 3/4 X 1/B `GIRT y� - (31 1 j/4 X II 1/5 LVL IRT _ `MEXGAVATED 7 - e _ O _ _______ _ __________ __ ______ �. r 3r e yD,4 n -- i �WL r � r ry - __. Q -�.n . e b'CONC.20-X 12'CONALL - - u oaOps�'Q�a,NYomc`�pyD + u, i a N CELLAR SASH > - -____ f ON 20'%12'CONC. p ' FOOTING W/KEY _ 9>�J��DS o'r'a�c3Sr ON * yy 3 12 LHICK 3/4 X II 1/B LVL 61 i - � - ON 13 THICK CONC. FOOTING. �. E 9 w i O Bb 36 - 2xa NCEY _ Q$Q` ° �s $8p0y •___ _. 13'-IO1/4' 8'-13/4' '13'-4' r�='0 ��'"V�i NSN Q£ 4 DROP TOP OF FOUND. - O per- 0 - WALL AS REQUIRED �B 01.�i < IF ------------------------------------------ ----- ---------------- Ae, a 4 Lu lu 2X6 ON P.T.2X6 SILL i _ __ _ m - -- - 1rI1 CELLAR SASH i i YVLTS0ANCHOR I I - - r ___ _______ __ _ .. W - BOLTS•b'4'OL. EBE�AAMM lu POCKET W m -- ----- --------- -------- --F------ -- 1 POCKET r - u Q r _-- - -_- ('3) 3/4 X 111/0 LVL 61W e r ' �l r r ________ _____ _____________ _ __ _ _ W. O _ `UNExLAVATEO7 e 1LL DROP TOP OF FROST- WALL 3 1/4' --- `, -} Lu b W 00 Lu Lu 3 r Jv Q Job no.: 052G a'-3 U16' 3'-I 9/32 g• data JANI.Ob,2L+06 I'53/N6' 20'-01 21'-4• 14'-6• tale A5 NOTED - FOUNDATION 6ENERAL NOTES: drawn KMYN Z -FULL HEIGHT CONCRETE WALLS TOO -BASEMENT SLABS TO BE 9'CONCRETE COLED S TO BE 3 In'E56 CONCRETE ED) B'THICK A/20'XI2'LONTINA�U-CONCRETE OVER ' ON b MIL.VAPOR BARRIER FILLED STEEL FIFE hNLE55 NOTED) FOOTING W/KEY;PROJIDE 2 ROW5 OF.4 OVER b'ILL-GRADED GRAVEL RED C TOP r BOTTOM OF WALL.WALL LOFWACIED t0 95%MAX.DRY DENSITY -FOOTINGS O COLUMNS TO BE 12'TIIGK; HEIGITT TO BE APPROX.,'-10'(REFER i0 ANY FOOTINGS 42'X42'AND LARGER UN FOD.PLAN 4 SECTIONS FOR WALL HEIGHTS) -GARAGE SLABS TO BE 4'CONCRETE TO HAVE 95 REBAR O 12'O.G.EACH WAY _ f3500 P51)ON b'YELL-GRADED GRAVEL (F,,TINb SIZES NOTED ON PLAN) v -CONCRETE FROST WALLS TO BE 6'THICK COW TO AS%MA%DRY DENSITY;5LPB _ ON 20'%12'CONTIILLY)U-CONCRETE FOOTING TO BE SLOPED APPROX..3'DOYW TO -CELLAR SASHES TO BE ANMRSEN-2 Il I W/KEY(HEIGHT OF WALL TO BE BASED ON OVERHEAD DOORS (200 SERIES)R.O.-2-6 5/6•X I'-1 1/4'; 4: F O U N D A T I O N P L A N - GRADE CONDITIONS;4'-O'MIN.FROM FIN. _ ON X IN 6RILLEW V WALLS TO FROSTWALL5 TO BE SECURED W/ N- O • 5 L A L E: /4" e 1 -O' _ GRADE TO BOTTOM OF FOOTINGI KEY AST FROM FI)CONNECTIONS OF FIJLL HEIGHT FO ATION O /`\ m r W/In'ANCHOR BOLTS O ON O.G.MIN.AND - -AREAS BELOW PORCHES TO HAVE 6' /.y �y 1. - 8 DOUBLE 51LL5 TO BE S a ON P.T ,MI SILL WELL-GRADED GRAVEL 2 "' \\\lll e 12'FROM CORNERS,THERE SHALL BE A MIN. OF 2 BOLTS PER SILL(GARAGE5 a PORCHES N - W/FROSTWALL5 TO HAVE SABLE'51LU — - ehN: of 11 r .A I I BB'o 0 O " N N 301-0, V' " 9'•8 9/4' 1 0'-9 V4' 5'•2' 12'-3 In' 3-4 I' /4' 3'-B' Ib'-B' 3'-B' - � • , 11 ,`U111/ 1 I VI n c T L LU _ SCR.PORCH —1%4 M .DECKING D GK [--�,—o, P.T. CUSTOM SCREEN PANELS 1'-3 5/B'2'-3 5/B' F m B m xoo Ab c V tJ o D� = Ab43 p p — X Q STORAGE 7 t11�1 1�Ut 7 - O" 'pj � Sigg Al - - m b-0 OPENIIY a m j m rvy x I m m V .ry V - . WTR-2 3 SKY*HT: - SKY ILMT' - 2-101/B%2-5 1/8 4 4 O .. a I. - 2-B%b-B . BILLO"L'W/ ALIGN SKY.IGHi B TH. LHERM4-TRV!2-B%b-B) - _. IT EXTENSION m ____ W/LENIERLINE OF -' - - 1WINDaNS KITCHEN- - Ro.r-10 ln'x b'-10 1n• m STORAGE - 6A5 FIRED META- ry BR -. FEILIN6L.GYP. FIRERPCE ;_� C� PANTRY = - 4 C ,', •.•. - ISLAND - I y 1 ytr WALL�IYP1 - 5/B'TGAND m rv �- D FAMILY RM. ` ; BREAKFAST 12'-I' 2•� {'0 -II' ry 2'-10' '1'-0" ; - 23 5• - .'.. ., .,n- 31a' _________ _ ____ _________ ______ __ •' REF. Sln - -- 1r x n• GARAGE GARAGE WALLS TO BE BALLOON EDGE OF FLAT/ GOU1NN -B' 8'-0' - FRAMED:PROVIDE FIRE - SLOPED CEILING -F I: O AS NEEDED(REPER TO z � � WER-2e23 �� 2101 % \ '--t—GARAGE SLABS TO BE 4' ry O WILT-IN - WILT INtl - B m O - CONCRETE(3500 P51)ON MUD RM. COW.To q5%LAB T Xo BE SLOPED- UP ISR T - D 13R Q OVERHEAD DLIOR5T0 i30 may " mt�c 13 TREA 50 12' m, AD 9" .- N •. u5 pp3ps5LL 6,e +_ iv in N --------------------- I _�v 1q:7�-�� au6�JJT0?Oa+pt.0� 61U ' 2-10-1/4)X 5-4 1/6 A � - 31n' T•o ln• T-0Ia•P 69,� �. +a'-r 4 sr-0i'LE o. uQ°� 3a�g„s�s€alp - n n BY CLOPAY kook k' i Em�aCoK$ l 1 'DINING ;; FOYER - - W 1-o CO W V1. WDH-2552 NDH-2B52 -10I X 41 11.4 MAHO6. EC INS - W -10I6x 41 - - ON P.T.F ING - - o OFFICE/DEN 'W Q LLm m W-lo III WDH-1/6 A 5-4 11b - O 'O O GENERAL RAN NOTESLL 0 - -ALL WALLS TO BE 2X45 O Ib'O.L. PORCH C Y NNLE55 NOTED OTNERW*E) LU / __________________ ________ _____ _______ m r. - -W 1-5 ITH POCKET DOORS TO W ___-___ ___________ _____ __ BE 2%65(WPICAL) J V L 14' 1/2" - .. -WINOONEXTERIOR FRENCH DOORS BY - ANDERSEN'(REFER i0 ELEVATIONS 1X4 A .DECKING FOR GRILL TT E PAERN5) ,lob no.:.o526 MNW CN PT.FRAMING - m - FRONT ANP- BY'SIHPSON'IOE ENTRY DOORS dote JAN.Ob.20 & 12•DIA F.6.COL. Q - -REFER TO ELEVATIONS FOR WINDOGI RD.GRILLES A SUBFLOOR cel0 AS NOTED lm A GRILLE PATTERNS NS _ � drawn KMW ' _ Z ev. 5'-4 1/4' W-3 1/2' 5'-4 1/4' r'-0• 10'-B" 3'-4', 2-13116 3'-I9/32' 4'-3 I/Ib• 3'-14/32' 2'-15A6 2'-2' 3'-B1/2' 2'-11/2' 2'-O' 4'-0' 21 4 14_B B-0 24-0' ev. Z ev. A F I R5T FLOOR PLAN bq3 ° .. 2 m 50 FT p 8 SCALE 1/4" a 1'-0' SAW,77 naIT. N m eht: of 11 - a , .t .a d 1.11 4,n' 41 r In Ab _ .. a •, _ < V-0' II'-3 3/4' - 6'-II 3/4' _ ,12-O' , L a y r •, � Y s a ^ ---- - = - - --- n N. � y4` e E { G - Ab m m � f o n_ _ rvm r v w� ---- =---- - ---_- ------ ------- ----- -- _ m i , ry i 2 _ - m ^ FF BAT - - 1/5 13'-4 I/2" 31 T"b' 15'-T I/2" .-. 3 2'' - •, BE ROOM I m ,° -BEDROOM 2 - : ry. ._ i - - --- -- -- - - - ._.,;v < , 'v MSTR.BEDROOM PI f+' 2X6 W4L A POCKET i .. ".. �. DOOR LOCATIONS ,.. .r,t. b/999 _ # _ b I/8%4-0 T/8. _ m 36 TALL .-- 2-0 5/8 x 3-O I/2 - .,e - . '4_ m .UPPER HALL RAaING - ep,opo�5 we 3� oa°i.0 • - - ry m _ d ,. fe OF RIWE_(21A-21(ABOVF1 - -�-tea-�- -��.v-r-�ti-.Y- F -"„e BUREAU _ �p�Q�-•�j� Q�y3 - _. -+ ®MAIN MOU`iE 2-05%BX2-05/B F= "--• •».. _ UP EA N A ,®/91/2" _____ ___ q I- 11123-4'I/B - , WALL O POCKET F i o.• s p y O pw b ' « DOOR LOCATIONS k - <'. _ 3 v s N B 6 i .. .a ..L xn09�90 6 9 ..�_ ^I 2 1-4J{b .p'� -0x - - < 8�.. °�. .. POCKET .. z h:e K v _ • '. _ -�. mi _____ _________ __ LINEN 5 In' -812' •T'b' �2-1D. 5H0 HQ � °�0 �tc0°.• ,{z p LAU DRY W' m • ;: - _. .. �_ I -,;, � al`-„"A' ,. ',. : - -mom �m �e - 10'-5. y.-o, XT�-0. -ax6-e ID._5.; , k,�, ��v i$Evo sib... Ein -. _. _. _ - - - ' MSTR. TH. , - 3 2-05/8 x3-O I/2 m EWE OF� FLAT LLb.. BEDROOM 3 --- --------- ------- LINEN r - b m TUB - - -: a. -. EDGE OF OF • ,.. �.r - Yh n ' FLAT GLG -+ ' - LU Q Q= L (� TALL NALL x BEARING/KNEEWALL FOR - - _ RAFTERS(2'-3 3/B'TALU Y ry Y - - • LL ,n T'-I 3/8"TALL WALL _. m a RAFTE4ARIRS 1-93L3/8'RTALU .. r - a - _ - GENERAL FLAN NOTES '^ m -ALL WALL5 TO BE 2X45 0 16"OC. O Q p °� �f :r, , •. - NNLE55 NOTED OTHERWI5E) ^q' WALLS WITH POCKET DOORS TO . ° _ * BE 2X65(TTPICAU r_ -WINDOW.EXTERIOR FRENCH DOOR5 BY I f I Z ry i ry _ d r�'ry ANDERSEN'(REFER TO ELEVATIONS - `I `1ry FOR GRILLE PATTERNS) \. W 'y'.. - - - -REFER TO ELEVATIONS FOR WINDOW N - RO.HEIGHTS ABOVE 5USFLOOR - ' - AND GRILLE PATTERNS fob no.: 0526 JAN.Ob,20 6 9-D 2'-31/4' IB'-O,. ... 9'-O' 4'-O' I.B 3/4 12 O' .. 12'-0'- -+>..._ �«:.,:.,.-��. .--++- .ti--u ..•t.»...•.�. e.:61e : i„S NOTED jv KMW s SECOND FLOOR PLAN LioS so PT A-3 SCALE: /4" 1 _O. - .. A - C. - e � --- p p t f f I] 36,CS11 FROM U VI f GAPE GOD CUPOLA O O 1O1^t 11 a 13 - GHIMM1EY WITH 11 APPLIED BRICK f __ _______ AO VENEER PLATE MGT. - Y c l FASCA"� AND - OVERHANG OVERFull .� 7111 - _ CUSTOM DECORATIVE ♦ U S hD ® ❑EJ Q❑ Q❑ IXS HEAD CASING • 'V U' O . IXb HEAD GASINS ❑ ❑ ❑ ❑ CONC.APRON, 4/1"MDO PLYWOOD(ON STUDr) - K I%TRIM AND IIB{I63 BAND "- 1 - -� 13'PIA.FIEERGLA55 COL-5 � 1X4�.DEGKIN6 ON P.T, i . FRAME.W/IX3IIXB SKIRT BOARD PRO N T ELEV AT ION • SCALE, I/4...�. 1..-.O. atv� x,X oo9 .i6N0 5Q2 o6 ?- - :.------ -ANDER5EN - - - � - F A-21 AWNING WINDOW BEYOND - .. - - - - W W In - LU CI 11 N 12 12 a 12 W IL 4/ LU 07T,fl.1ND-FCbOR - . � r � Wr - - z try O ALIGN WINDOW HEIGHT OF DO-OR T1---II - - r r Y �J _ GENERAL ELEVATION NOTES W W 11'DIA.F G.COL. - ALL RIWES TO HAVE > O O X. I'I�'Tylp, RIDGE VENT CAP. W %4 MANCG DECK'6. TIMBERLINE' ON P.i.FRAME - FII y1� - I,LTRA ROOF 5HI%E5. Npo�TO HAVE e R�Sf FE7bR- I,E� _ %4.CAMBAXS HEAD Job rio.: 0526 L:J LI GA51N6 AND date TAPERED 1X PVC SILL. JAN.06,20 & f AZEK-BRAND _ OR SIMILAR) ncele AS NOTED - •. .. DOORS TO HAVE - xS,NMB/IXGHEAv area _ CASING 'Al Z - WXITE CEDAR SHINGLES � , ______________________________�------------------ _----..T_________ W/WEAVED CORNERS. - ~ __________________________________ _� � ________________________________________________r_______________-________ ' � 1X3/I%B RAKES(B11LT-OVT1 V __________________ . _ W/IX SIBRAKE t egpO3 GROWN ' I%3/I%B FASCIA M e8003 N - . CROWN AT SOFFIT O v. - f Q ry___ _ ____________________________________ _____________________________________________ ALL RISER55KIRT5IN CONTACT V N ________ _ ____ __ ____-____ _ __ __ _ _ - 'AZERKaBRAIm NO TO IVTL OR 5IM11LARl Im ________ _ ________ _ _ -___ 8 R I G H T E LEV AT ION N SCALE, 1/4" I-O' N = snt: 4 of jI , f' . CUPOLA NOPEL • - a , n _ « " 14 U .4 36-LC5-6 FROM ' - CAFE CAD CUPOLA ' + 4 • 47 WOOD FRAMED 45./� �45./-. _ ":.. - '�. - 'CHIMNEY WITH AFR-IED BRICK VENEER RATE N6T x i 13 : V s m r. t Y ID � Lc 0-0 M m a� P GISiOM$GREEN e n •-PANELS W/IX TRIM AND e8953 QAND f ____.�_ _____ ________ _ ______ ,_:_.:__._ _.r____ -________ ,..` -- - _ ___ _______ _______ _ I%4 MAHOG,DECKIpYa O�YP.T. - ` , - ` --- .. - f ': •t FRAME.ly IXBAY,6 SKIRT EPARD - - - ----- ---'-- ------ _ _ .. .. • t y., 0'CIA.CONCRETE e _ r .L : i f 4 i DUN Oi FOOTING - .,. 1 _ ___ __ _ _ a ..• "' R.. nor - eY ____ _______ -R E A R E L E V A T 1.0 N v >,t ...6- 5CALE: I/4 a 1'-0.. F ANDERSEN I .•.. - � � c�Qb _ _ A-21 AWNING .WINDOW w., -^ o ` t�0 b s ... - •. - .. -A.'.' - '. _ r.,.. . ¢u ,.ill cJ� - - VUpba PLATE NET. 1 _ • LLJ VV�f ' - f. r BEDRWM>3 ' LU GL6 HST LU , w . , e : - a ` `a1B FLR. - , "'X A PLATE.H6T i - W ol G5TOM SCREEN PANELS GENERAL ELEVATION NOTES: L�L/I : _ - ALL RID6E5 TO HAVE O�/ ^ f" H 4X4 POST VW Ix - ' - RIDGE VENT LAP, WRAP ON HALF- ON FIT. H DECK'6. GAF"TIMBERLINE" LU - - -. - ON FIT.FRAME U.TRA RAF SHINGLES. - - .SUB FLR. -- WINDOWS TO HAVE Job rro.: 0526 - - B FIR57FL�i— .SUB FLOOR 1X4 JAM A/ HEAD CA51.AND date JAN,06,1006 - . TAPERED]X FVC SILL. -... ORCIKIILND ca Is AS.NOTED - - 8" ,BE ON 2B'DIA. L ...! ! ' _«_ HAVE ._._ 1 P ' '81GFOOi'FOOTING - - --- _ �__- - ---- - - "' I%5 JAMB/1X6 HEAD' drawn - ' - CASING PAH _ . r r r WHITE CEDAR SHINGLES WEAVED CORNERS. U v. -i ' .. W/IX SUBRAKE a+6003 GROWN � e -• IX5/IXB FASCIA W/16LV5 i �. CROYN AT SOFFIT Q rJ___ _________ _______ _J-r _ e V .____ ___ ____'-- __-____ � r __ _ _ - ALL RISERS/SKIRTS IN CONTACT V - _ r n'i _ .Y ('V ZEK'M TO BE IX VINYL «____ _________ _________ ___._ ___ _ - 'AZEK'BRAND OR SIMILAR! O 8 L E P T ELEVAT I ON GALE: 1/4. IT-029/32' 14--115/32' RIDGE 13/4%II T/H LVL RIDGE Iwm � V ARCHITECTURAL A5PHALT SHINGLES - y N N 5/b'LDX PLYWOODMon - 5 ..12 .' :VALLEY OND - .- L O A IO R-50 PG.IN5)LATION ^ CEILING N6T:0 - 4• ATTIG BEDROOM•3 -. - - - 'RIDGE VENT CAP u_. _ 1 POIRCHLA HLVSE ROOF- - 2X65 0 16 OC . BOARD POST DN. _ W/GABLE VLALL n. - R-30 F.S.IN5ULATION - - ON 1x3 5TRAPPING. 0 VALLEY '.AR4HIiELTURAL" - °: - LD%IPLYWOOD - J ARCHITECTURAL m ;;.BEDROOM s<I '`BEDRCVI #3 ^-- n Hui sHlN6`LEs �nlos a-Ib'o.c. ASPHALT SHINGLES S/H'...PLYWOOD - 2XH5 0 16'O.L.. ,: m - . �.. •� - 2x05 OL. _ •, I2 - - 4�.___ a .. l312xb POST�� 3/4 i16PLYWOOD BEYOND - 12 <' 9 1/2'AJS20 FLOOR (2)1 3/4 X9 1/2 LVL W ^ 12 JOISTS m 1b'OL. ,,, I/2'GYP BOARD J.1 5 r+ 6 SECOND FLOOR : _ .. ON 1x3 5TR 1lle SUB FLR _ —_ / PLATE IxG/IXB FASCIA -+ I . aALIGN CORNICES �.. vi- ___ ____ I/2"GYP.BOARD 2 ORAFTERSe f .Ya _,_r__ ALIGN CgRNICE AND �� T'� ON IX3 STRAPPING - - ---- - - , I\ FRIEZE FL LORNLE DETA1� ro _ ,, 2X6 CLb.JOISTS - - . AND HEIGHT B FAMILY ROOM. I n (2)1 3/4'X.9 1/2'LVL m lb'OL FAME LY ,' _ I ; < 1 / TT ..4X4 POST N IX WRAP w 5G EN : ,:.: ..' CANTILEVER FLOOR IXb EDGE I.TR.ON DLOCK1NG AS REwIR I .. .p.. BREAKFAST - BEAD BOARD PO H'- .. GABLE.ABovE _ L S � - r.. -s _ m < m - - x - -. I .. -.� '.;.c, -. � � (3/.1 3/4 x 9 I/4 LVL i � - I' - - - , x b(TAPERED 51ELF - ` `3/4'TAG PLYWOOD ' FOYER ' PORCH a - ,.: I - , ^ _ q' O - ti - 91/1'AJS20 FLOOR ..s _ ,.,.. �]TAAn7oFLOOR z5 , JOISTS o Ib'OL - - (31 2x4 POST 1 - - -` JOISTS B 1 FLOOR - - R-19 F.G.INSULATION [ - 12 DIA.PG. i. SUB FLR. --_ -- W,C.SHINGLES W/ R-I SUB FLR. nI WWELAVED WRNER5 I I - 9 G. SUL TON . I/2'LDX PLYWOOD - COLUMN _ , - n 0 FIRST FLOOR AVED R 0 FIRST FLOOR . 2X450I6.O.G. 3X45oIb�OLD - ' (EUILD-OUT WALL. " •:- - - ..-- AS REWIRED): I .: .... FG. - . %4 MAHOS.DECKING ON 6)1 3/4 X II T/b LVL'61RT 2X6 P.T.SILL IV I!2•ANCHOR - .. IX4 MAHOG.DECKING ON "..,. - BOLTS o b'-O'04. I - 2%b P.T.SILL W/I/2'.ANLNOR 12'OL. - P T.2x65 m Ib°O L." _ _ - - _ BOLTS 6 6'-o"OL. X - .- '1 I -B•CONCRETE FROST- - _ - 4'CONE.SLAB - a'OONCRETE FROST- .. v ^ - WALL ON 20"%12' O :... a 12^ CgNC.FOOTINS W/KEY „ WALL ON 20 X - _ `.::.. I _ - _BASEMENT:. - ,WNC,FOOTING V KEr - - - , ^ _ - - _ - .. I -t, BASEMENT b'CONCRETE FOUND. CgNCRET,�FO1ND.WALL ON 2o'X I2•CONCRETE. .. —— -ON 20 X 2 CONCRETE 3 1/2'LALLY COL- FOOTING W/KEY .:FoomI KEY :4'GONG SLPB ON 12' � � - 4 a SEGT' L0N a SECT-1 O'N J B , 2 Q .2-0amzo�.`O`� . r. RIDGE VENT CAP - - P .OVER 2XII RIDGE WARP , a.. : 2%05e160L :- " RIWE VENT CAP'RI _ �o�:tO _ R-50 Fb.INWLATION i '.w T�Q _ i O s- c 0 3%X I%B LVL RIDGE rc , ARLHALT 5 .. ASPHALT SHINGLES �` a a - :. _ 12 I2 . 5/6•LDX PLYWOOD -..' ...- _ -.. 12 ASPH LT SWAG 4 .. 2WS 0 W oL. - y' - ASPHALT SHINGLES . 4 - - c. %B5 a 16'00 a 5/1)COX PLYWOOD _ ARCHITELNRAL - 12 - " - .. 12.� R-SO F.S.INSN:. 2XI05 m Ib OL _ n °W II"' ASPHALT SHINGLES - ^ • - 'J Y r - 5/B'LDX PLYWOOD - - - - -2X105 a It'04. T PLATE HGT. r I/Y 6YP.BOARD 11I 11 W ON INS 5TRAPPIN6 ON I%3 STRAPPING - A-IO M 3/4'TAG RYWOOD 9 GT AJs-;o FLOOR Jo15Ts a 16 oc HALL m q .. .. :k sM — u Q (2) /4 X 4 1/2.LVL - R-19 Fb.INSULATION r- :u - �. - .. BATH 4 - _ 3/4'TAG PLYWOOD - 9 I/2'AJS-20 FLOOR - .„ H m ; n o�HSEL2NO FL. - .. - R 19 Fb.IN5ULOATION --: 2ND F.0 HSE. .' - •• 1 ' - 0� E - 2No-FFLOR 0 w FL GYP.1% ON GYP.BOARD 4-0 - 5/b'F C GYP.BOARD) ON IX3 STRAPPING ON I%3 SCRAPPING BEAD BOARD ON .3 STRAPPING l N Z GARAGE MUD- 5TORA6E ROOM o W 14 X 46 STEEL BEAM W WL.SHINGLES W - BBALIPRO ONEFRREM INALKIN6 WEAVED CORNERS 3/4'T46 PLYWOOD IX4 MA HOG.DELK'5 - - AS REWIRED - -' LL r 1/2'LDX PLYWOOD 9 I/2'AJS-20 FLOOR ON PT.2%b FRAME - 2X45 a Ib'O.L. 4'CON4 SLAB SLOPED JOISTS o Ib'0.0 - 4'LONG.SLAB SLOPED .. 3'V.TO ON,DOORS R-19 F.G.INSULATION $LB FLR. 3'•/-TOOK DOOR5 �: GARAGE - Job no.: 0526 - 0 FIRST FLOOR - - - yg p1, ®FlR5TR.FLl9Ri date JAN,Ob 2oob 2X6 P.T.SILL W/1/2'ANCHOR _ - i ece le AS NOTED • BOLTS o 6'-0'04. / 'c x " P L O'LONLRETE FROST-WALL drawn 6'CO.CR TF FROST-WALL - (2)2X6'5(FLIbYU -ON 2D'X I2'CONCRETE - Q= PAH - A ' I ON 20'%13 CONCRETE - FETING W/KEY FOOTING W/KEY H•CONCRETE FWND.WALL ON 20-X 12-CONCRETE .. U FOOTING W/KEY _ " _ F 4'LONG.SLP.B - N v. .. Z Z 8 5EGT1 ON E A C 5 L . SCALE: I/4" = 1'-O" - - /4".= 1 O. . , any: 6 og LI .. m _ NOTES W - FIRST FLOOR J0I5T5 d 0 0 TO BE BOI5E CASCADE ` t 9 1/2" AJ5-20'5 @ 16" O.G. W/5/4" RIM JOIST,UNLESS V NOTED O N N - ENGINEERED FLOOR JOISTS 41 TO BE INSTALLED PER ((� MANUFACTURER'S GUIDELINES ' - AND SPEGIF16ATION5 (2)P.T.2XI05(FLV53U f21 P.T.2XI05(FLU5H) (2)P.T.]%105 fFLU5iU - - to it n n ry n n n - o 2 � m � V o AL L s _ m � - o l0 u 0 a - ry� ryj I • I f 1 3/ %II /8 L GI (3) 3/9 1111 LVL 31 13 4 X I -14.Ll i I(31 13/N II T L GIRL �. g ep yOe QI� mI� _ VY�oo o�s<fi6mm ec �` END OF(3)13/4'XIIT/8 TU I m - 9u �NRa"0�00� yllAl ' LV TO f3113/4%II t/8 LVL . L — 3 1 /4 3 'X 11 HUNGFROMf2) 61Ri 1/3'GIRT YV �� - „ °e°ocon —auc ue � s,U Q�UO_Opf]B I � _cI; (2)P.T.2xb fFI153U. L m. mlp Lu iu o w�, Q T� (3) 3/4 1 II t L GIRT LuIL V V ILko X Q U- ryLL 5TRUCTURAL DESIGN CRITERIA W O O - FIRST FLOOR 40 P5F LL } J t2)P.T.2%6 15 P5F DL LL - 5EGOND FLOOR 30 P5F 10 P5F job ro.: 0526 deie- ATTIC/STO. 20 PSF y N.Ob,2G & 10 P5F stele Al NOTED - - ROOF 30 P5F a.eW Kww 15 P5F o C, - EXT. WALL5 l5 P5F DL INT. WALL5 50 P5F DL o J f F I R S T FLOOR FRAM I N G PLAN - DECK5/PORCHES 60 P5F Q 10 P5F //yy y 5GALE: 1/4' = 1'-0' —7 A W 8 NOTES W N N " - - SECOND FLOOR JOISTS TO BE BOISE CASGADE } d 9 1/2" AJ5-20'5 @ 16" O.G. " W/3/4" RIM JOIST,UNLESS U NOTED A - ENGINEERED FLOOR JOISTS V J UQ�' W " Ab / TO BE INSTALLED PER MANUFACTURER'S 6UIDELINE5 AND SPEGIFIGATIONS .. 13/4 X11/4 T-711 I " .. •. - - Lu 0 � 2XI05o16'OL. 'm - o ® L 7 mm�1' 21.2XI0 - 'V W Io X 22 5%.BM.'(BE SLEEL BEAM) _ U - . W 1 3/4 9 U LVL _ n� n I` 7 Pt 3/4 X 4 1/2 LVL - '.:. iF��yBELOH vw:L f2 1.3/4 X 1L mN FDA— n (I) 3/4 X 9 InLVL fFLVSN/BELOW WALL) w}. o6oHP: iocp 113 X9V2L - s>�`J�RD� 6�citS�900 (2.13/4X41 LV FL o I `I I1 xl Lx' _(2J 2XI25 (2)2x125_ QW Q z/ (2)) 314 9 VS LA. I f 1 3/ X lLL W I I N W B%(FL iEEL AM - - , O L 0 cAMILEVER FLOOR O Op - O� O. .L sm 0 bABLE WALLLL a (A STRUCTURAL DESIGN CRITERIA W I— O - FIRST FLOOR 40 P5F LL 0 (3)13/4 X 4 1/4 LVL (31 3/4 X 9 I/4 LVL (31 3/4%9 I/4 LVL - 15 P5F OL - SECOND FLOOR 30 P5F 10 P5F job o52e ATTIC/STO. 20 P5F —K 06,2006 10 PSF c.1e A5 NJiev - ROOF 30 P5F drawn KMW 15 P5F o - EXT. WALL5 15 P5F DL -_INT. WALL5 50 P5F DL o - DECK5/PORCHES 60 PSF SECOND FLOOR FRAMING PLAN 10 P5F o A— Q a< v 5 c A L E� I/4" 1'-O � - Q 8 _ n N m ehl: 6 o I� �n t NOTES LU K) - ALL POSTS @ ENDS OF BEAMS TO BE A 0 (2) 2X4'5/(2) 2X6'S,UNLE55 NOTED - ALL WINDOW HEADERS TO BE (2) 2X6'S U , W/ 1 X- /2" PLYWOOD,UNLE55-NOTED O - ALL RIDGES OVER 20 0" LONG. TO BE (1)-1 5/4" X'11 7/5" - Y .., ... .:• - --' F D @ OVERLAY AMI:6 OR RAFTER BEARING/SUPPORT. (3)1 /4%1I/4 „ VJ _ T' INTERIOR LOAD_BEARING WALL' V J - :. s e n r - a � . ; o0 ♦' -m� 2x6'S0 16'OL. 2x850 16'OL _ _ 41 - �L L Q � � 2xIO5 n.16'oz. We .2x105O I6'oz. O - ' o � a. v _ x ( WI X19 TRW - RI - O O O • O - - m.. .: - _ . ` -. - POS (I ELOY2XI3 RID91 ' 2XI 1 RID c y __ __ ___ __ ___ ___ _____ ___ ___ __ ___ __ f1Jl /ax IV8 VL D6E -. (1)1 /ax V8 VL OGE S - - - �.Fig J Q ]Vo5®16"OL. - : , n �3 0 In LOAD BEARI 6 wTo-FTERS NG 4, F 0 - 0 m W oL. p - _ T - :..- �'' - - • W 2x105 6 v oz. n - 2X105 B 16°OL _ _ , Z _ W Ll� •. i % -2x6 TRIANGG�R -w " r .BEARING WALL FOR f _ ° ._ ' '- - RAFTERS(2'-3 3/8'TALU W : - IL --BEARING WALL FOR - - : RAFTERS(1'-3 3/a'TA-U 17 LL .--- STRUCTURAL DE516N CRITERIA uj (3J 3/a a p wL 14 t�q L r3J 1�3/a 41/ LVL - -. FIRST FLOOR 40 P5F LL � 415 P5F DL - SECOND FLOOR 50 PSF 10 P5F ob no.: os26 - ATTIC/5TO. 20 P5F d"« 'AN.06,200e -.. 10 P5F stele As A10T" - ROOF 50 P5F 15 PSF 0 EXT. WALLS 75 P5F DL INT. WALLS 50 PSF DL Q ROOF FRAMING P L-A N . - DECK5/PORCHE5 60 PSF V SCALE: 1/4.' I'-O 10 P5F o A— a LLI Q NN 12 ARCHITECTURAL U O O ASPHALT SHINGLES 111 YI - 5/6'CDX p 2x105 o I6'b'I)L OL. ARCH SHI AI. - X I r ASPHALT LT SHINGLES RPKE 5/6'CD%.PLYWOOD 2XI05.16'OL. 3/Xb MILT-OJT .wO5 CROWN ON IX6 - N FA IA/RAKE ALUMINUM DRIP E06E - - 11116. ` .. . L 1X3/IXB FASCIA ALLMINFI DRIP EDGE .v 1Lu _ .6005 CROWN ON IXb U 'rver NT.VENT AT FA5CIA/RARE ' .. . 3/LEADDNG EOGE OF SOFFIT c 51 • 3/4 CONT.VENT AT r LLEAD5OFFITNG EDGE OF = QI ([Q .5006 GROWN NOULDINi < O C - •DIFFERENT PLATE HE16 ' - .6OC6 cROYA MOULDING - �\ 0 DUE TO DIFFERENT ROOF q o IX FRIEZE ON IX BLOCKING - PITCHES.MAINTAIN SANE CORNICE M-1-5. - I"CORNER BOARD WC.5 1116LE$ .: - ". .. - - IX FRIEZE ON 1/2-COX PLYWOOD a III Y - - - - A.C.SHINGLES . ` 1U DETAIL AT REAR 5ECOND FLOOR DORMER (51MILAR TO DORMER AT GARAGE 5ECOND FLOOR) DETAIL AT 5MALL 5ECOND FLOOR FRONT DORMER OVER GARAGE O. SCALE, Tn•.r-0• - O SCALP,I In•.r-0• —_—=--.1 PREFABRICATE _ - LEAD ATED SHROUDOTO CONCEPALL FLUE CAPS METAL TOP CAP - I I I I � �gy,a °„°<fibmm°�ocoa Hihtu QU6ta` £ \ e 'ANTIOJE RED' •.. I ii U q)0 a£O ... _ - ARCHITECTURAL - "CULTURED BRIG." 'I .m _ QUof U�.if FUJ °sOB ASPHALT SHIN61.E5 BRICK VENEER I - 5/6'COX PLYWOOD BRICK I - - - - 2X105 o IW OL. -` - 12 - I Lu TnS X3/I"B11LT lu II 1 -OIIT W V I e In• Bu1LDaur coNLRETE�12 RAKE _ .BOARD 1/2 THICKNESSES AT FROM OR I/2"CO PLYWOOD DORME TO CREATE CORBE'_LED _ I �p I - z LLI .8006 CROWN"CULDING APPEARANCE. W �tD ALLMIN.M DRIP LEAD COATED COPPER I%SHELF TH I' MORTAR CKNE55 ON 4� 1.3/IXb PAW. METAL FLUE BEYOND - I - W �V 1 • I I I I �/ X l(1 IB 6AU6E 6ALVANIZIED r WOVEN WIRE LATH LO - I - — 3/4 Ni.VENT AT 1 � I SOFFIT NG EDGE OF N ry z �Imo- Q Iwo&CROWN HOULDIN6 `Lu ICE AND WATER BARRIER ON/2"ODX PLYWOOD IX FRIEZE ON I%BLOCKING I I � - Job no.: 0526 ON 2XDFRAME OO I date _IAN.06,2oob A5 NOTED rvL.SHINGLES I e I I drown PAH f I I I 13 al Z O I I I I ~ ev O O O 8 3 DETAIL AT TYP. FIR5T FLOOR CORNICE DETAIL AT WOOD FRAMED CHIMNEY s A-10 � 4GALE,11/2'•I'-0" � - SCALE:I In" 10 of II .nL: Ld o L U I1�1 0 0 e _ ID 3 eye - ARLNITEGNRAL ARLHITEGTURAL - U � - ASPr4ALT SHIN6LE5 5 - 4 ASPHALTSHIN6LE5 L1'\ ' S/b'GD%RYWOOD - T - - 2X85a Ib'oz. - 5/8"WD RYWWD T 2Xb5 a Ib'OL. ,. ALUMIWM DRIP EDGE _ - - - . � ALUMINJM GRIP EDGE I%3/IXB FASCIA 1 ALIbN W HOLSf_WRNIGE W _ _ 1X3/IXb FASCIA - - 514 WNT.VENT AT LEADING EWE OF _ LEADING EDENT A U SOFFIT L IXb EDGE 1 CYR.BEAD BOARD I%6 EWE<GTR.BEAD BOARD - SOFFIT - - .bD06 GROWN MOULDING ON DX85•Ib".O.G. - ON]X65 • - - IX FRIEZE - _ Voob GROWN MO Plm _ `U I I—I�I--I--I-- I%PRIEM ON I%BLOCKING - - IJIII-I.IIIIIII�l;l-1- - .. DW116 BED ON 3%GAP (5)1 3/4 X R I/4 VA-NOR. - •8006 GROVW MORDIN& _ --Doob GROWN MLVLDIN6 I I I I I I I I -„ 4X4 KI REI%WRAPON _ COLUMN . - BLOCKING A5 GAIIRED - - 11'DIAMETER F G. FINISNEDI 71 I I I IIIII�III�I�I�I�III� I I x3Q„ae=-L 13A 6 BAND ON DX ' �"� yy, O 41 _ - D%TAPERED LAP _ I - - Q�OtR TFj3�s"�.n9�ONJ i T a CUSTOM SLREEN'PANELS a c as p U - I I WL 5NII (� In'LDX PLYFIDOD 10 I/' f ^. W SLOCKIN&AS REPUIRED _ IX4 MANI DECKING IX4 MP,IKKa.DECKING I I _I%3A%8 SKIRT BDARD$ 0 - ON P.T.O%105 a 13'O L. ON P.T.D%85 a I6'O.G. - - - - _ " z Q/W ,. IX AXIO SKIRT BOARDS - - - - - - W - I I IX3AXb'AZEK'BRAND OR (u\ �J,` •• - 'SIMILAR AT STEP5 ON P.T. V FRAME.(ANYWHERE LO T II .. II WITH THE SOIL 15 MADE) 4'GONG.BLOCK TO V1 _ II `a1PPORT FRONT STEP � !>-�. 6. . X P.T.2X6 SILL W/ AREA BELOW PORCH TO AREA BELOW PORCH TO P.T.DXb SILL W/ 0 U'ANCHOR BOLT5 NAVE b'WELL GRADED&RAVEL HAVE 6'WELL GRADED 6RAVEL - U b-O HOR S r e b'O'O.G. - ^' e LU 8'CONLRETE FR051- 8"CONCRETE.PRo5T-_ !� WALL ON OO'X IO'LONC. WALL ON DO'X ID'WNC. 1-1 FOOTING m KEY FOpTIN6 W/KEY . 0536 . ,)AN.06,2006 AS IJOTEO - Q D' - drawn PAN ZO v N Z ev. O O DETAIL AT SCREEN PORCH O DETAIL AT FRONT PORCH (z'n EOALE,I".Ib' SOALE�I'.I'-0- V_ A ..- . . O Z 5.°0 .p y J. Q�.�" �cp 0� � HO \ W ?�� •p q `��i Ty ,EM' a 6 A N ° !p s pO° GLcxvs MAP P`-��c a ` Coco a ig c$ S 'L9 9 n� m°j: /A" �a �• \� 8 �\ 3,,,�L 3 3� ten' � ,yam � � w t • � q a '0 � �6 ei zw_j?. 79 ,a, °-9 �40 8 a' M= ". - -• p"' �., 6�' ';vzN��' �02 `reL ` 3z:5�' �?.� , us4,�. i �•�'pO, � Nta�* rs� °' i °�$, 40, e ° N34• Z!oE Y \ ,^ti J6'ipy 2T4gg r '�8rdA QR� m L-3�XT M o $ 28. s E' apxsoo C Soot 125= 12g: s �F2 .t370t$ •27,6 Itgz•t9. - ., :. -rF..,.Oo ,$`,n� e� 22 �6i•• Bot 1g7 �P� 8 pt ., •1 �c�CN d 'I�' � 'o �n - L9. 2 ti 86 - N2"!/13.9d�� II'104- ;^ - d� $, M�� 'AO V � � � ° '�p �6' N33°g�'30'E � � N23.033sE- - ZLR�- ° lyl•4z Z6'%4Y,E- . h ��, `.1033 �� ` G' .%d,{�$ Rvc Fee° a� 6� �` 2 oYtt r1$... �> •• ? .. ....y, No`.'i'f,.. NSP• i J't (.�, �Q - .► Fi' m au �'pp $ _iu 21•aaos f 8+,°� . ,�° \ \ A��y '� s Vv_ B Z3,z !4 Is `sd79.0?c. :s ,�f WW�tenoe� tr/ M f0 3 O• �0 p ii 87{h Y19 G $ •$ 3/ c#� 15 yj 7� .,�•p� � ` � �p'� �pD •L •I6 - �.�o• Lt�°.e*'ctr f 1.' ,p e� o. i \�i ,S gy,�.�a'� �E �e� e. F $ a� Mncci�t-°Ive4ox. UI -W _Q=Ur v - N22•'1)� i 3• 1 b r N r W 3 W z, \0p� ¢' ��, 4r J \oto g 2 •c lyr 0 N a2 goi3 n n s N `'Ist " 4q J9 �8 ?, IIt•3c ym' . gl.000x �?��S• >9 Gd R.D cv �,,v \go- 91 •��. tioi oP aoa.aZ F� \\° o :20, 59 "I I - °1.°l. d! N , ' to $ i' v \= - W luck �,. No"olLo�9•m� 48:'!°Og 48.5i7°i N r? 1 �i �'p' ZO,GPJ`"3 .c I°i.4 E �,(t� Np l�j p 4 _ V '8.J°kN$°U ,OGEN1 CIfM (oS.00°� .. 2 Z3'° 23.Saoi V g �53�g�,..�,w I2Soo $ J - Ll2LT �P \MAsoxo elcx. �S 7$ � Ism•,� � �s•0b,•, 8 Iz3.;o1: - 1 ,B µzt•3dno-I� � '74 �$' IDS �SItT` 'W I�SLs al,600-& A� 3h5Cot (p,°!4-`so0 i,• 1z540 IZSQp i• Y� �� Zo.cuO 20 a 19 .' \44Z2 t g E. @ 'ru - .5.94•,-.._�, IlT.l3 3¢00 20.037. 58 q•� a'.oa _ - - 9St W N�.38, a3-r-13 - IZSoO 20, 8 8 $ 72 zrcnB LZ . lV Al K P, 3S E' 43 .i ,. IZS•ao. t1 r 13pt 23.?2 ^, �N8 V .1 9T.19 ' IZSdO IZsoo .. .48 110.0° ! Q)(F 'E-� 12Sap.... ,IO 2�5� L'39�Z7 o �' - - 0 �ja d� c° 1,1a. p► _ lil L1s D, t3gZT3 58ai Izso° lays °{, - III g J vd'p la S"f'e 55 54• w ' oe. 0° �77TD o<ti 35; m. .� '� p 5s $ ao D R`s \�ypp ., r 20.5to a m Z3.010 8 Z2.obs ZJ.Izo a Zl.z<IS t? 51 8 lasoo 1*�r., 40 1� 1 I z';4L7 {di - zGoro 20 $ if �. resod Izszs . ' IZSz3 Izsz3 _7642, Izs� `�' Zo.00u $ 47 $ �o 1 �,¢ 4 age S 4 Islas t Izsao - IZS00 Itsoo IaT-a 1• ,Z4.� 12 - _$ z4•u" 8 N `O c'� - {ZAUT -h- V.•' N �S IkonIZs.op ILSQ° ,036-t•n• N 22.�j. a V_ NGs ,tea 31 ' g N $ Izs !is o, 5t- ZT z3or �� ;� _ ,�.A9 ZsF,3otr 8 zo.ax 8 7D.aa� $zaan zl.l v Z, g �7 00 !ascs Z i° _sq+. 2> •�9 3 _ %To! �° 8$ �2S•oo •- __ �- 4ao - �� R SUa»IV 1SIOU of U,1-tD - _ - S �.Qb 8 •� IZSOO - _ 1lz 2 ? so��2•W` egpP t_ Z- L^3Zco Y L�7••K z- _� �•Ocb $ 4O I�oo -, t3a•es•� N •13•oo-E(� lu •- �'� IZSdo Izs•oo .°k122 61•IT •�° $ Zc q� 8 41 �,Z W $1GT Q'D C*u,%. --ers9_bz,___._szz--to•az-w------A.9.>2----e'sBsbz-- Izs.00 $ e Taq� g $ 53'zo M,' - Itso° 21so°t o eiA Itsdn N 12 cs .(lJ�e(uSTP► .� Ae _ IZS• f u-M45 _ _ o,.�L5_ Av> ______ ==--`R-33eb -O�(�`!Sc w ice SCALE 1 logy �ESR1)A2�/?9,1�513 BLE �A1J1/J�1.X1 �O �� cs ` Zf/ 1=WALD 1: MA*CHI.INc. T 1,H6wAeo W.SeAes CLav-wx OF THE Towv4 of Sl'•ARLE� ENVI¢oN MEU`I'A<_. RAUUMC, HEE -wf cy -c%F`/ -n AT THE NCMAr-Ot- OF Tt*is PLAu n re?k J :DP T E_ BY �Tom BPiRt��TAQLE RAw�N 1�0, BOARS \M1IRS WA= Lv6P ENC,I N>^E{LIILC, COLISULT ATIOt4 rr Tl4l ! dk Gf1AA1� ��LUsr A PJ u0 Ecoeo=M N-r T1+IS OF� 1=tc AI••aD No Nartc6 �',o �a�DWICt1 � FRAMINC��IAM f1 Approval of thU plan•is mb.led B. Z9 19'I'3 p%pgcm,L W As pumcra esc I U -.nie •TW eNXry(zo)opYS Nex-r prCF3L - it 4w•JWICW •+CI SS omupliam with catnaap to be 9 —�—— SUCFF QAcEtPT A1.+a P_EC'o¢C11JC SSAw t Gmc iYlase .+-!usE-rrS {�-r 1OF 2 a P� sue rEvola aPTL ��,�„�,c p: G 1052. I. . " . . . . . . .. ,, . .-: :. r'reo -�I�..,�,..I..�.-...-:::.2�.:,'-I.�.I . .. . :.. a 3 M'34 . . .. . . . . . : . . . . . . . . . . . . . . . . .,.:. . :. : . . . . _ . �5.L . . .. s .. .. :. - .. 1 ''- .. . - . . . . .. . . . " g11': �a !1. locus �IasaP. 1.I.�—'.l 1..I 7�...."'-o:R.IX;li��-l�..-7.�-.��.-.I..I�'$..-�O....p.�..I..I:.�.':1...I II:.-...I....:o.�:...'I.�1..�;.1'1"''.....1......�l.:.-.....I�... . , �ma�+ . NIBS jy. ag �, . . / 54 I as - . 1J� s. ��:at o I. . .E L yer �p is pay a. '�� - . . . � �vL B .. g '.'' N05 4 2 an . h 9 . 5 L .: 'v .. a' . G . 0 '. J,pury' ysho . g 3:: qo. .. . . Via.. gedgdsDo�y c° °�, �:oa . be. d pinOZ's ^, g: oar 9 y .�1. . . . . . .: bo: G1p�2 {r - on.; s4 yyd . G Q I I o* .d bLB. . j '. o BP34 oV P . i 6 $� 7 /a c a o� ,� Y e B . . . . .. . 'O r QQ . . h9. V /U . . a 9f . " a-� . _ _ a .'. o. ie. :. II 6 FF - a {. y . .. �: 9v / ' ". p y° . 9,0 y :y 0 o . 5 . . . .�: o y 5 1 4 - cx 'V - a v.�$ ea . „ . 0a .. t� :1.... d� _ d� :. .' Q :. .�tv 2� . ._ . . . F 'I` if,,. o i! t� . o - .c.a,, d� Vb . ^ " �I .. :_ L� . 8 `� 9..u't �.+:. 6 ,l b . ... to 7 22 t' 1 B9 a ,..,, aT 9 $ . .- 1�� G, .. .. i� 7 f ` 1 `. ., 4 +. . . .. Aw, .. _ =f 9 SO 1 . .yy .. .. . :' & Ta7 ':, • f 0 p re• g5 „d pS� o s - . - - sCA . - ' 'r t,.. _ :�:- cc "-A - '�43 -:`� - $,' V:.:i4. -itsq Rm tl:: .:: , :: v o 1 z 1-k nj. a: . _.. a .°S T�grr). ty+... f 3F� as Of.O Goo:. o ,." 0, \0 '. ``.. N .. - A. r .. . f .. 8 : :. 20 V 9 amiss. : �`' P3afr R� � " � '�. �''o i0 " .. G '� °� _ 0 E12 rPr ..� '..�y °�Lr' °o _ i b' h y1► Ci . 1. Q {� i5 6�. ?T T .'� 4f V 'Ae d• 2LY ...'�' r ) n EB _ X sCcT' ✓>7.J -` srs['o ..'°a';. .':;:� p :.�Aq.: .., n� . ',g sioproroL q�a�e1�,.Line, cSvbdavaeeoit. .o':. . :G .. 'v . .a 4— "''': " p.?4 . �o. � � .. Cotxdrol:.'L'our' '✓ic6 -aquired. N . .v _ sd.30�r . e-p77— . o e' . la �e Ba.rrb 31 saabLe.:: 'PLonrai>t ;Baora 40 �x 8 �p . . Q 9 g&;.• 9. �' _. N ter : ! °>rl As• �.;y., d� 71 . - y . . . . . Tr e . ^ ?O t- . ...: . . 'JO . `.4 .. 4 . DGde 1; y . . . . .48, QO. 07 ;w k .. .. . .. 4a, je 33 34 a3•? ��. . 40 c99 '' .:.. . '..._. ',Pb a'ns o!F_ ..G an,d . g:ry . . age. B.?lRJVST,4BL E', /Vf.4 S S. . ?9:: . . . i- 40 " S* OcW&; q '.8aviciona, and of issiofaa, 4J 4e ;' '�i,�urJ on' �4pp .. . . . do s6don ksriya SANTUlT .4g a a:lo ' .. . .. a.. . -. RO,iL . .:, ., �ct2d .:SE'rs9i:neerl,ri . Co: F"a Q,, cSargd�iuoch'..:y`` �'ra/nanyhgmT"JTJoas . .. • . TER ROAD ,NW,� .: . : .. OI.O 0Y ,� . a ION396UM a . . . . y�Y6w, cwrdad .n.L111� ;' j,� :':/97aeoha Jhc.; dcfia + . This plop. ie o. modtleboL�ievs ok'.o ploy re ldol}a See.'` j©7-.bpl .o. Q,QPawi BdrA.9iOhle Coam4i ,Peyladry.aJ' Deeds-' dh- P71, Al 6C97. p l%, a :dew au'�T,`8�f,-m j 1. . II JLoY as f9T.,5t Bhgiuiny 'rev- 11. : r ., and ca YbrlAr"sabj6'4d ,So o"corenoal3 rroorp6io'Ja Bo/d . .. . . , -,ee9ee;, eraa�' ;I1 45,C7, o' " ,eeyiaby 8t 1871 7.f . . , . .. .. . . . r . . . . ':-. . - l©fC�rSt`n?•" OWAMRS .; 'A"lN6s GAAA"- 7jet1$'T, .oN= �'artsn ,o:��ya�r,o�e,�r 77Pir:- S!, . " . .. - Ds/teTN mrNcta�t. . :' .. .. �. cP- 3 e i #1 El. 40.0 O„ #1 El. 40.0 A SL 10yr 3/2 A SL IOyr 3/2 „ Soil Logs P� 10288 12" 12 IV, "B"-� "B" LS IOyr 6/8 LS IOyr 6/8 V 1L Tv7 � AJ Test Date: July 24, 2002 36" 36" Siol Evaluator Stephen Doyle "C" "C" MED. arc 42" MED. ra•F 495 --� Health Dept. - Barnstable FITO NE '2 5Y 6/4 TO 2.5Y 6/4 FINE Perc Rate: <2 Min/Inch SAND SAND Finish Grade EL 4.2:1 6" 6" llllll llIllllll �� I! llIlll » » 6"�llll, 120 120 Foundation �,EL RISER El. 30.0 El 30.0 Design 38.63' o"Die. o Dia. RNER No Ground Water Encountered No Ground Water Encountered By others PRECAST REINFORCED CONCRETE DISTRIBUTION BOX i/e" to 112' Trashed stone ® s" Thick Adjusted High Ground Water <E1.10 - Coastal Weiland) NV EL /ll!llll " gip" In on a level base INV EL r0 arm .14- INV EL INV EL .43' Finish Grade EZ •to t Belau F?orr Line Minimum wall thickness = 2" » 38.18' �- 37.93 37.63' ;e.stone - / Liquid Level 4B" Minimum inside dimension - 12 6 , 6 HOLE DISTRIBUTION BOX Outlet inverts shall be equal to each other and a t �-�-- e.5' -� � ER 2" minimum below inlet invert. ° �� , The distribution lines from the distribution box shall all have INV EL ° ° - .®� 8 m m®® J El 35.0 W. 1500 GALLON SEPTIC TANK equal inverts as determined by flooding the distribution box to 37.0' 4� s/4� - � r/z" Mashed stone 4, the height of the distribution line invert after all lines have been sealed in place. 42' - 12.83 Invert adjustments shall be made by filling with durable and �- nondeforma ble material permanently fastened to the line or PROPOSED LEACH TRENCH ,� i reconstructing the lines until all inverts are of equal elevation. 34" 'd4 . o : 4: 24" 1500 GALLON REINFORCED CONCRETE SEPTIC TANK Minimum Construction Materials Per 310CMR 15.226(2) 5a Tees shall be constructed of Schedule 40 PVC and shall extend a Bottom of Deep Observation Hole EI. 30.0' Number of Trenches - 1 minimum of 6" above the flow line of the septic tank and be on Number of Chambers - 4 the centerline of the septic tank located directly under the Adj. High Ground Water <El. 10' PROPOSED LEACH TRENCH - END .VIEW N. T.S. clean-out manhole. 'L The inlet pipe elevation shall be no less than 2" nor more than 3" Install Four 500 Gallon Units above the invert elevation of the outlet pipe. with Four Feet of Stone at Sides and Ends. Septic tank shall be installed level and true to grade on a level, Existing 4C •ia stable base that has been mechanically compacted and on which Salt Marsh Design Da ta: LOCHS o �, 6" of crushed stone has been placed to ensure stability and 200'From Ri r Five Bedroom = 5 X 110 gpd = 550 gpd Required Flow sw to prevent settling (� s �"' Lewk Septic tank shall have a minimum cover of 9': ' 'i'� . No Garbage Disposal Pand � � 5 Two 20" x-,-anholes with readily removable impermeable covers �� 12 �1��"� Use: Chamber Trench 42'L x 1 83'W x 2' Eff/Depth Shoo, Q of durable material shall be provided with access ports. Al TkAN ECT u "A" 14 16 [42' + 42' + 12.83 + 12.83] x 2.0 = 219 St The outlet tee shall be equipped with gas baffle. A A3 A5 18: ,� } : 2 24 42' x 12.83 = 538 ! , \ ' �, i rA6 i ': 26 26 30 754 x 0. 74 = 560 GFD Total Design Flow 32 34croc 4 Bay GENERAL CONSTRUCTION NOTES ; / I I } r + I 44 1. All the workmanship and materials shall conform to R E.P Title 5 ,L and the Town of Barnstable rules and regulations for the subsurface i \ { i I,-/ , / �T �� 1 / disposal of sewage. I } I �r l l J >5,000�sq.ft. l 2. At least one access port over tank tees shall be accessible E�l 2 -I I » 3 Zoning' District: RF within 6 of finish grade, with an remaining access ports brought ! b° Y g P I 85 es B71 !8 �' SEc // / Overlay. AP to wi thin 6 of finish grade. 3. All components of the sanitary system shall be capable of } i ; �i � I I 03� P i I ' B9 B o I I �S Building Setbacks• withstandin H-10 loadingunless the are under or within 10 ft I 1} I ( c' vas or parking H20 loading s all be used under or within Existing i I I { �; i { I tl ,:,, ?, Front - 30' of drives p g salt Marsh Side 15' 10 ft of drives or parking unless noted. Plastic equals may be Rear - 15' used in lieu of all precast units tractor shall verif the location of all site i �,� I '� FEMA Data: Zone All" 4. The excavator/con y a utilities prior to any excavation, and shall be responsible for ' J Q �9e FIRM Panel 25000Base Flood El. � 0021 D .....;:::... all matters relating to electric easements. ( �; ; j 1 1 1 ° /!�� Panel Rev. July 2, 1992 a t a min. 0. 02 slo e. / �, , �' } 5. Sewer pipes shall be 4 Schedule 40 PVC laid p ! /� { i ��'•• / Reference Subdivision Plan: + grade shall be I I 6 Any masonry units used to bring covers to gr .mortared in lace. / i I I I I , I BB' / i Assessors Map 21 Parcel 31 P S / ' ' I I I I PROPOSED O / 7. Finish grade shall have a minimum slope of 0.02 ft per foot. ' > i h + ( } D>yELcnvG ` :'/ / c1 C3 C6 C9 I I } } TO.F. EL 4S5' .. , � Locus Street Address: #239 Oxford Road, Cotuit 42 G4 7C / 11 1 qN ECT ! �I 159' LIN "C� 12 I �p TOP COASTAL BANK o J �/ 124 1 / / 00 -i W M { / ! To, If Coa�ng tal ,Bark + 12 C1 `° J W �% L W l / on� E is did e } a Pro �i, / i GRAPHIC SCALE W M w 15% 41 24`ye -5% w / ) .� t ' I } iJ I500 won / �� / // 30 0 15 30 60 120 J 1 Septic Tank ! W y, Existing / / a, / I J �„ ,- 30 Salt Marsh / / / w 13.5% 01 A/ys 0 `� / 102' r. l7 6.96 10.45 7.79 5.83 6.18 d CT(/ N / 1 1 D1D2 D3 D4 D5 D6 D7 N D2 D3 D4 5"O" 40 / / / / / / / ' 2B - IN FEET » » J 22°l0 / D6 0 / / / / 66 TRANSECT LINE D W l r / / / / / / / / S5' _ 2`� 3e 1 1 inch = 3o ft. :` // 42 i 6 / / / SAS Wined ch 1 1 TOP COASTAL BANK Mo B Si ID U toe �P ca n C>I IGa Z-2 C,L ! � °° W W 2 ��s '; / / �: r' u i Depicting The Proposed Go W w W ��cs ' NB871'16»E, 305.69 pad d� e.n Z..Z 1 b e,S Z d e�' C✓' e d0 w �i �� 9 9% 8� �LA 12 14 / / / / + j Pro ed w Gi 3 13 -10 2 a CB ! I I Re w M Fnd. 16 / 20 22 2 26 28 30 32 4 36 38 SAS 3Br91 BM CB Rim 0 0. w 18 EI. 35.90' ®pw a,e®yq� In 199 NG;,Z y v c'rS�C•4y C O t [ l t, Massachusetts 39.82 17.70 6.32 .642.8 470 4.783.843.E 3.677.6E 11.025' 52.18 1n M C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 �C QSTEPNEN a ' c11 C12 C13 M J o V ® Scale: Ill = 30 Date: January 25, 2006 W Qrj TRANSECT LINE "C" W 12% Do7 J� ' p Pre ared B tic ® Stephen J. Doyle And Associates 1"=10' S `� ®� 42 Canterbury Lane, E. Falmouth, MA 02536 v Telephone: 5081540-2534 Fig v� 1- os-M _ZE�r.zoc o � a � ^ TOP COASTAL BANK '00 2rj% :} O M 06 W In W W o TOP COASTAL BANK in 0 w w 00 o n J '3 w M J W U) (6 w 16.7% N W N (V Ui w W 15% 1.8% Q w w W 12% 30% 30q 0. 0% 9.56 7.88 1 8.18 1 5.481 33.34 DATE. DESCRIPTION Al A2 A3 A4 A5 A6 2.6 3.63 10.92 1 5.71 8.17 9.29 95.19 17.05 TRANSECT LINE "A'$ B1 B2 B3 B4 85 B6 B788 TRANSECT LINE "B" 89 B10 1"_t0• 1"=10' Cz Y ck J � �s 0 � o LOCUS O �� 4 LCwia 4 Pond S-hoo! st �C Existing 4� �y Salt Marsh � Cs'oak°r9 Rryants Bay a) L,® C' TJ.�' MA P 1 , 1 , w11 1 , LOT 27 Ito/1 AL % 65,OOOfsq.ft. "B3 IcS rl 1y�y / Existing Salt Marsh i 1 1 i i 50.4' 4[ w ' Zoning District: RF Overlay AP Building Setbacks: f Fron t - 30' p / Side - 15' SAUI?' 1 15' i Existing 4� � Rear - 62" Poured Concrete h h FEMA Data: Zone ':411" 162' Foundation �1t0 /'� i Base Flood El. 11.0' FIRM Panel 250001 0021 D Panel Rev. July 2, 1992 � Top of Coastal Bank Reference Subdivision Plan: 271156 Along Existing Ridge 71 9' ��, / i Assessors Map 21 Parcel 31 Existing Salt Marsh i N 1 50.7' �� 11 1 bQ0 1 Foundation Certification Plan Depicting The Proposed s s N887116 E 305.69 CB Fnd In Cotult, Massachusetts Scale: I" = 30' Date: February 25, 2006 Prepared By.• Stephen J. Doyle And Associates GRAPHIC SCALE 42 Canterbury Lane, E. Falmouth, MA 02536 30 0 15 30 60 1Y0 Telephone: 508154 0-2534 Re Vi .� iO �Z BZ � C _�� s � LTH ( IN FEET ) i►��" `s� FE `9 9c i 1 inch = 30 ft. ♦ ° ST EPH � � EN � ► � EOYLE � ► ♦ 9 *37 1 SSI ¢ RV 1► �Z-zS fc, DA TE DESCRIPTION