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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
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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.
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-- 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 � �
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___-___ ___________ _____ __ BE 2%65(WPICAL) J V
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1X4 A .DECKING
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lm A GRILLE PATTERNS
NS _
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- _ - GENERAL FLAN NOTES '^
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p °� �f :r, , •. - NNLE55 NOTED OTHERWI5E) ^q'
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`I `1ry FOR GRILLE PATTERNS) \. W
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- - - -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'-
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SECOND FLOOR PLAN LioS so PT
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SCALE: /4" 1 _O. - .. A - C. -
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ALIGN WINDOW HEIGHT OF DO-OR T1---II - - r r
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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 -
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_ CASING 'Al
Z
- WXITE CEDAR SHINGLES
� , ______________________________�------------------
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_ - 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
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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 - -
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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
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ARCHITECTURAL
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<' 9 1/2'AJS20 FLOOR (2)1 3/4 X9 1/2 LVL
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IxG/IXB FASCIA -+ I . aALIGN CORNICES �.. vi- ___ ____
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ALIGN CgRNICE AND �� T'� ON IX3 STRAPPING - - ---- - -
, I\
FRIEZE FL LORNLE DETA1� ro _ ,,
2X6 CLb.JOISTS - - .
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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 $LB FLR. 3'•/-TOOK DOOR5 �: GARAGE - Job no.: 0526 -
0 FIRST FLOOR - - - yg p1,
®FlR5TR.FLl9Ri
date JAN,Ob 2oob
2X6 P.T.SILL W/1/2'ANCHOR _ - i ece le AS NOTED •
BOLTS o 6'-0'04. / 'c x "
P L O'LONLRETE FROST-WALL drawn
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A '
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ON 20'%13 CONCRETE - FETING W/KEY
FOOTING W/KEY
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SCALE: I/4" = 1'-O" - - /4".= 1 O.
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- FIRST FLOOR J0I5T5 d 0 0
TO BE BOI5E CASCADE ` t
9 1/2" AJ5-20'5 @ 16" O.G.
W/5/4" RIM JOIST,UNLESS V
NOTED O N N
- ENGINEERED FLOOR JOISTS
41
TO BE INSTALLED PER ((�
MANUFACTURER'S GUIDELINES
' - AND SPEGIF16ATION5
(2)P.T.2XI05(FLV53U f21 P.T.2XI05(FLU5H) (2)P.T.]%105 fFLU5iU - -
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- FIRST FLOOR 40 P5F LL } J
t2)P.T.2%6 15 P5F DL LL
- 5EGOND FLOOR 30 P5F
10 P5F
job ro.: 0526
deie- ATTIC/STO. 20 PSF y N.Ob,2G &
10 P5F stele Al NOTED -
- ROOF 30 P5F a.eW Kww
15 P5F o
C,
- EXT. WALL5 l5 P5F DL
INT. WALL5 50 P5F DL o
J
f F I R S T FLOOR FRAM I N G PLAN - DECK5/PORCHES 60 P5F
Q 10 P5F //yy
y 5GALE: 1/4' = 1'-0' —7
A W
8
NOTES W
N N
" - - SECOND FLOOR JOISTS
TO BE BOISE CASGADE } d
9 1/2" AJ5-20'5 @ 16" O.G. "
W/3/4" RIM JOIST,UNLESS U
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. -
l©fC�rSt`n?•" OWAMRS .; 'A"lN6s GAAA"- 7jet1$'T, .oN= �'artsn ,o:��ya�r,o�e,�r 77Pir:- S!, . "
. .. - Ds/teTN mrNcta�t. .
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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