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Home My WebLink About0071 CLAMSHELL COVE ROAD 6V4 , . .. .... ....... _ cAti ^ _ .-..TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION ` Map CJa Par el 5 / . Permit# / M7 T• I 4 Y J I::U Health Division Date Issued Conservation Division G ! . . �. Application Fee 1/1-.G11� Tax Collector Permit Fee ZZ� Treasurer :il . 1 .11✓I: Planning Dept. SEM SYSTEM MMU Date Definitive Plan Approved by Planning Board WTAUD IN COMPUNIN WITH TITLE S Historic-OKH Preservation/Hyannis ENVIRONMENTAL CODE AND TOWN REGULATIONS Project Street Address 71 r L-wm- .S 1t-;-a I _ Co yL5- RD . Village Owner s lM VM\.I TL V 7J ET Address 21 C 1,&4S)Af7 bin-le ew Telephone 117,lVi 016- 63,T Permit Request Llgl7V S . i Q�J L Square feet: 1st floor: existing f/411 proposed thl 2nd floor: existing proposed 0 Total new G Zoning District Flood Plain Groundwater Overlay Project Valuation !R /IDD.ao Construction Type Lot Size Grandfathered: ❑Yes ❑ No If yes,attach supporting documentation. Dwelling Type: Single Family 0 Two Family ❑ Multi-Family(#units) Age of Existing Structure Historic House: ❑Yes ❑No On Old King's Highway: ❑Yes ❑ No Basement Type: OFull ❑Crawl ❑Walkout ❑Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) Number of Baths: Full: existing new D Half:existing / new Number of Bedrooms: existing_Z new 0 Total Room Count(not including baths): existing new First Floor Room Count Heat Type and Fuel: L(Gas ❑Oil ❑Electric ❑Other Central Air: ❑Yes d No Fireplaces: Existing 1 YI�,Ma New Existing wood/coal stove: ❑Yes O 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 Z/e5Weha Proposed Use A_,S_tc�o�. BUILDER INFORMATION Name ihds Telephone Number S-bg — 4a Up 7 Address zAl License# 176 53 �QJtiI T. end 41721, !kr' Home Improvement Contractor# Zd 4 dU1, Worker's Compensation Gt/C liLfS/A 7 y ALL CONSTRUCT N DEBRIS SU FROM THIS PROJECT WILL BETAKEN TO U �7 - SIGN TURE PDATE y FOR OFFICIAL USE ONLY { �ERMIT NO. ' DATE ISSUED Y MAP/PARCEL NO. , ADDRESS VILLAGE , OWNER..-... I S ' r j DATE OF INSPECTION: FOUNDATION FRAME INSULATION FIREPLACE ; ' ELECTRICAL: ROUGH FINAL ` PLUMBING: ROUGH FINAL GAS: ROUGH O FINAL ''f d FINAL BUILDING r` It Q DATE CLOSED OUT., ONO ca O N i ASSOCIATION PLAN NO. -s, x T. 42W4 Roof Beam[99 BOCA National Buildinq Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 10-30-2003: 4:40:54 PM Proiect:JEVDET-Location: 8'VALLEY @ DINING/FAM'ILY Summary: 4 2) 1.5 IN x 7.25 IN x 8.0 FT (Actual 9.3 FT) /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 36.9% Controllinq Factor: Area/Depth Required 5.52 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Span Deflections: Dead Load: DLD-Center- 0.06 IN Live Load: LLD-Center- 0.11 IN = U986 Total Load: TLD-Center- 0.18 IN =U637 Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 750 LB Dead Load: DL-Rxn-A= 344 LB Total Load: TL-Rxn-A= 1094 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.67 IN Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 375 LB Dead Load: DL-Rxn-B= 181 LB Total Load: TL-Rxn-B= 556 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.34 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Beam End Elevation Diff.: EL= 4.75 FT Pitch Of Roof. RP= 10 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Roof Loadinq: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 10.0 PSF Rafter Lenqth (HipNalley)-Side One: RL1= 5.7 FT Tributary Width Based on full span of rafters. Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 10.0 PSF Rafter Lenqth(HipNalley)-Side Two: RL2= 5.7 FT Tributary Width Based on full span of rafters. , Roof Duration Factor. Cd= 1.15 BearwSelfWeight: BSW= 5 PLF Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladi= 9.3 FT Beam Trianqular Live Load Adjusted for Slope: TRL= 179 PLF Beam Trianqular Dead Load Adjusted for Slope: TRD= 90 PLF Beam Uniform Dead Load Adjusted for Slope: wD_adj= 4 PLF Properties For.#2-Spruce-Pine-Fir Bendinq Stress: Fb= 875 PSI. Shear Stress: Fv= 70 PSI Modulus of Elasticity: ' ` E= 1400000 PSI Stress Perpendicular to Grain: Fc perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1208 PSI Adjustment Factors: Cd=1.15 Cf=1.20 Fv': Fw= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 1535 FT-LB 4.652 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 853 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 15.26 IN3 S= 26.28 IN3 Area(Shear): Areq= 15.89 IN2 A= 21.75 IN2 i Moment of Inertia(Deflection): Ireq= 29.91 IN4 1= 95.27 IN4 Uniformly Loaded Floor Beam(99 BOCA National Building Code(97 NDS))Ver: 5.07 By: Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 10-30-2003 : 4:41:23 PM Project:JEVDET-Location: 9.75'HDR. @ EDGE OF DECK Summary: (2')1.5 IN x 5.5 IN x 9.75 FT /Select Structural-Spruce-Pine-Fir-Dry Use Section Adequate By: 15.1% Controlling Factor: Moment of Inertia/Depth Required 5.25 In Deflections: Dead Load: DLD= 0.08 IN Live Load: LLD= 0.26 IN=U449 Total Load: TLD= 0.34 IN= U345 Reactions(Each End): Live Load: LL-Rxn= 390 LB Dead Load: DL-Rxn= 117 LB Total Load: TL-Rxn= 507 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.40 IN Beam Data: Span: L= 9.75 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF. Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 2.0 FT Floor Live Load-Side Two: LL2= 0.0 PSF Floor Dead Load-Side Two: DL2= 0.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 80 PLF Beam Self Weight: BSW= 4 PLF Beam Total Dead Load: - wD= .24 PLF Total Maximum Load: wT= 104 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'= 1625 PSI Adjustment Factors: Cd=1.00 Cf=1.30 F�; Fv'= 70 PSI Adjustment Factors: Cd=1.00 i Design Requirements: Controlling Moment: M= 1236 FT-LB 4.875 It from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= 507 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 9.13 IN3 S= 15.13 IN3 Area(Shear): Areq= 10.87 IN2 A= 16.50 IN2 Moment of Inertia(Deflection): Ireq= 36.15 IN4 1= 41.59 IN4 Combination Roof and Floor Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 10-30-2003: 4:40:55 PM Proiect: JEVDET-Location: 12' ROOF HEADER Summary: j '(3 )1.75 IN x 7.25 IN x 12.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 45.5% Controlling Factor. Moment of Inertia/Depth Required 6.4 In •Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.15 IN Live Load: LLD= 0.18 IN = U815 Total Load: TLD= 0.33 IN = U437 Reactions(Each End): Live Load: LL-Rxn= 720 LB Dead Load: DL-Rxn= 624 LB Total Load: TL-Rxn= 1344 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.34 IN Beam Data: Span: L= 12.0 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= 10.0 PSF Roof Tributary Width-Side One: RTW1= 4.0 FT Roof Live Load-Side Two: RLL2= 0.0 PSF Roof Dead Load-Side Two: RDL2= 0.0 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= 0.0 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= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 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= 52 PLF Floor Uniform Live Load: wL400r- 0 PLF Floor Uniform Dead Load: wD-floor= 40 PLF Beam Self Weight: BSW= 12 PLF Combined Uniform Live Load: wL= 120 PLF Combined Uniform Dead Load: wD= 92 PLF Combined Uniform Total Load: wT= 224 PLF Controlling Total Design Load: wT-cont= 224 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'= 3202 PSI Adjustment Factors: Cd=1.15 Cf=1.07 Fv': Fv'= 328 PSI Adiustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 4031 FT-LB 6.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1344 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 15.11 IN3 S= 45.99 IN3 Area(Shear): Areq= 6.15 IN2 A= 38.06 IN2 Moment of Inertia(Deflection): Ireq= 114.56 IN4 1= 166.72 IN4 i Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 10-30-2003: 4:40:55 PM Project: JEVDET-Location: 10'HDR. @ OLD SLIDER Summary: (2) 1.75 IN x 9.25 IN x 10.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 27.1% Controlling Factor: Moment of Inertia/Depth Required 8.54 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 =U613 Total Load: TLD-Center= 0.31 IN = U381 Center Span Left End Reactions(Support A): . Live Load: LL-Rxn-A= 1530 LB Dead Load: DL-Rxn-A= 969 LB Total Load: TL-Rxn-A= 2499 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.95 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1530 LB Dead Load: DL-Rxn-B= 969 LB Total Load: TL-Rxn-B= 2499 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.95 IN Beam Data: Center Span Length: L2= 10.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 10.0 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= 180 PLF Dead Load: wD-2= 120 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 310 PLF Point Load 1 Live Load: PL1-2= 1260 LB Dead Load: PD1-2= 637 LB Location(From left end of span): X1-2= 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'= 2694 PSI Adjustment Factors: Cd=1.00 Cf=1.04 FV: Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 8619 FT-LB 5.0 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= 2499 LB At 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= 38.40 IN3 S= 49.91 IN3 Area(Shear): Areq= 13.15 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 181.65 IN4 l= 230.84 IN4 i Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 10-30-2003 : 4:40:56 PM Project: JEVDET-Location: 10'VALLEY W/POINT LOAD Summary: (2) 1.75 IN x 7.25 IN x 10.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 10.4% Controlling Factor: Moment of Inertia/Depth Required 7.01 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= 0.35 IN =U344 Total Load: TLD-Center— 0.54 IN = U221 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2324 LB Dead Load: DL-Rxn-A= 1142 LB Total Load: TL-Rxn-A= 3466 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.32 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1261 LB Dead Load: DL-Rxn-B= 786 LB Total Load: TL-Rxn-B= 2047 LB Bearing Length Required(Beam only, Support capacity not checked): ,BL-B= 0.78 IN Beam Data: Center Span Length: L2= 10.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 10.0. FT Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Center Span Loading: Uniform Load: Live Load: wL-2= 195 PLF Dead Load: wD-2= 130 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 333 PLF Point Load 1 Live Load: PL1-2= 1635 LB Dead Load: PD1-2= 548 LB Location(From left end of span): X1-2= 1.75 FT PropertiesaRor-.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= 6291 FT-LB 3.9 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= 3466 LB At 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= 27.11 IN3 S= 30.66 IN3 Area(Shear): Areq= 18.24 IN2 A= 25.38 IN2 Moment of Inertia(Deflection): Ireq= 100.65 IN4 1= 111.15 IN4 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 10-30-2003 : 4:40:56 PM Proiect: JEVDET-Location: 12'STR. RIDGE OVER DINING Summary: 1_75 IN x 11.25 IN x 12.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 41.8% Controlling Factor: Section Modulus/Depth Required 9.45 In Center Span Deflections: Dead Load: DLD-Center— 0.13 IN Live Load: LLD-Center— 0.25 IN=U580 Total Load: TLD-Center— 0.37 IN=U385 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1260 LB Dead Load: DL-Rxn-A= 637 LB Total Load: TL-Rxn-A= 1897 LB Bearinq Lenqth Required(Beam only, Support capacity not checked): BL-A= 1.45 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 1260 LB Dead Load: DL-Rxn-B= 637 LB Total Load: TL-Rxn-B= 1897 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.45 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 240 Total Load Deflect. Criteria: U 200 Center Span Loading: Uniform Load: Live Load: wL-2= 210 PLF Dead Load: wD-2= 100 PLF Beam Self Weight: BSW= 6 PLF Total Load: wT-2= 316 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 Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 5691 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= 1897 LB At 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= 26.04 IN3 S= 36.91 IN3 Area(Shear): Areq= 9.98 IN2 A= 19.69 IN2 Moment of Inertia(Deflection): Ireq= 107.81 IN4 1= 207.64 IN4 Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,.Afchi-Tech Assoc. Inc. on: 10-30-2003 4:40:57 PM Project: JEVDET-Location: 14'STR. RIDGE @ FAMILY Summary: (2) 1.75 IN x 14.0 IN x 14.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 33.9% Controlling Factor: Section Modulus/Depth Required 12.1 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— 0.25 IN=U679 Total Load: TLD-Center— 0.38 IN = U440 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2888 LB Dead Load: DL-Rxn-A= 1577 LB Total Load: TL-Rxn-A= 4465 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= 2258 LB Dead Load: DL-Rxn-B= 1266 LB Total Load: TL-Rxn-B= 3524 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.34 IN Beam Data: Center Span Length: L2= 14.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 14.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 300 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 210 PLF Dead Load: wD-2= 110 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 335 PLF Point Load 1 Live Load: PL1-2= 2206 LB Dead Load: PD1-2= 1089 LB Location (From left end of span): X1-2= 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'= 2546 PSI Adjustment Factors: Cd=1.00 Cf=0.98 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 18115 FT-LB 5.04 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= 4465 LB At 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= 85.38 IN3 S= 114.33 IN3 Area(Shear): Areq= 23.50 IN2 A= 49.00 IN2 Moment of Inertia (Deflection): Ireq= 436.33 IN4 1= 800.33 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By: Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 10-30-2003: 4:40:57 PM Project: JEVDET-Location: 6.5'GIRT W/POINT LOAD Summary: (2) 1.75 IN x 7.25 IN x 6.6 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 91.2% Controlling Factor. Area/Depth Required 5.82 In 'Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.03 IN Live Load: LLD-Center— 0.10 IN=U760 Total Load: TLD-Center= 0.14 IN=U579 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1900 LB Dead Load: DL-Rxn-A= 622 LB Total Load: TL-Rxn-A= 2522 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 0.96 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1490 LB Dead Load: DL-Rxn-B= 434 LB Total Load: TL-Rxn-B= 1925 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.73 IN Beam Data: Center Span Length: L2= 6.6 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.6 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= 400 PLF Dead Load: wD-2= 100 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 508 PLF Point Load 1 Live Load: PL1-2= 750 LB Dead Load: PD1-2= 344 LB Location(From left end of span): X1-2= 1.5 FT Properties-FGr A-.9E fVlicrollam-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 Fd: Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3647 FT-LB 2.838 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= 2522 LB At 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= 15.72 IN3 S= 30.66 IN3 Area (Shear): Areq= 13.27 IN2 A= 25.38 IN2 Moment of Inertia(Deflection): Ireq= 57.61 IN4 1= 111.15 IN4 i Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 10-30-2003: 4:40:58 PM Proiect: JEVDET-Location: 7'STRUCTURAL RAFTERS Summary: (3)1.5 IN x 7.25 IN x 7.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 49.6% Controlling Factor: Section Modulus/Depth Required 5.93 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- 0.05 IN=U1555 Total Load: TLD-Center- 0.10 IN=U868 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 551 LB Dead Load: DL-Rxn-A= 427 LB Total Load: TL-Rxn-A= 978 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.51 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 449 LB Dead Load: DL-Rxn-B= 339 LB Total Load: TL-Rxn-B= 788 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.41 IN Beam Data: Center Span Length: L2= 7.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.0 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= 14 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 62 PLF Point Load 1 Live Load: PL1-2= 720 LB Dead Load: PD1-2= 613 LB Location(From left end of span): X1-2= 3.0 FT Propertie-%-For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1208 PSI Adjustment Factors: Cd=1.00 Cf=1.20 Cr-1.15 Fv': FV= 70 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2651 FT-LB 3.01 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= 978 LB At 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= 26.35 IN3 S= 39.42 IN3 Area(Shear): Areq= 20.97 IN2 A= 32.63 IN2 Moment of Inertia(Deflection): Ireq= 49.38 IN4 1= 142.90 IN4 i Multi-Loaded Beam[99 BOCA National Building Code(97 NDS))Ver: 5.07 By: Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 10-30-2003 : 4:40:58 PM Project:JEVDET-Location: 9.5'HDR. @ NEW SLIDER Summary: 2) 1.75 IN x 9.25 IN x 9.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 20.1% Controlling Factor: Section Modulus/Depth Required 8.44 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— 0.16 IN =U717 Total Load: TLD-Center— 0.28 IN =U402 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1129 LB Dead Load: DL-Rxn-A= 1037 LB Total Load: TL-Rxn-A= 2166 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.83 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1129 LB Dead Load: DL-Rxn-B= 1037 LB Total Load: TL-Rxn-B= 2166 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.83 IN Beam Data: Center Span Length: L2= 9.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 9.5 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= 0 PLF Dead Load: wD-2= 75 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 85 PLF Point Load 1 Live Load: PL1-2= 2258 LB Dead Load: PD1-2= 1266 LB Location(From left end of span): X1-2= 4.75 FT Properties.For:_I-BE 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= 9330 FT-LB 4.75 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= 2166 LB At 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= 41.56 IN3 S= 49.91 IN3 Area(Shear): Areq= 11.40 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 172.24 IN4 1= 230.84 IN4 f RESIDENTIAL BUILDING PERMIT FEES APPLICATION FEE New Buildings,Additions $50.00 Alterations/Renovations $25.00 Building Permit Amendment $25.00 I FEE VALUE WORKSHEET NEW LIVING SPACE U square feet x$96/sq.foot= 2 0 x.0031= o plus from below(if applicable) ALTERATIONS/RENOVATIONS OF EXISTING SPACE _. 80 square feet x$64/sq, foot= 3 ()-7 —0. x.0031= . , 2-3 plus from below(if applicable) . .-. GARAGES(attached&detached) square feet x$32/sq.ft.= x.0031= ACCESSORY STRUCTURE>120.sq.ft. >120 sf-5.00 sf $35.00 >500 sf-150 sf 50:00 >750 sf- 1000 sf 75.00 >1000 sf-1500 sf 100.00 >1500 sf-Same as new building permit: square feet x$96/sq.foot= x.0031= STAND ALONE PERMITS Open Porch - .x$30.00— (number) Deck .. . . x$30,00 (number) Fireplace/Chimney �—x-$25.00= _ (number) Inground Swimming Pool $60.00 Above Ground Swimming Pool $25.00 Relocation/Moving $150.00 (plus above if applicable) Permit Fee projcost The Town of Ba*rnstable Department of Health Safety and Environmental.Services rli� S Building-Division 367 Main Street,Hyannis,MA 02601 , „ 8-862.4038 18.790.6230 PLAN REVIEW ►weer. 72 y�� Map/Parcel: roject Address: �� CJavhs�e. \��`K �� Builder: Lc� `-�`=` k'9 Che following items were noted on reviewing: \ b C� OLC-r ' 03 Tn IQ�— (\ � �/ r Y-en V e�i.5 �IQS �oFt lowti ' Town of Barnstable Regulatory Services sat MASS. E Thomas F.Geiler,Director 9�A 1 ,0g TE039. ' Building Division Tom Perry, Building Commissioner 200 Main Street, Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Property Owner Must Complete and Sign This Section If Using A Builder I _ 1 as Owner of the subject property hereby authorize to act on my behalf, i in all matters relative to work authorized by this building permit application for: ! 7/ � isrr !1 �cu� ( (Address of Job) 1/1,fZ i I Signature o Owner ate Print Nam I i i i i Q:FORM&O WNERPERMISSION Revisions By: Date: U 79Q C m 0 1.'-0' s-0•�i JO vIP' I7-9 1111P16-0• z.•d n 1'Slll -1"IP 1'-5 Y6 N .'3 Y.•— .-0 11a•= T-11 Y.•—� a•41l.• `;7-0 tl.•` rB V .'-0Y.• '_^ C) C CD VO' 0 C n N A C10 O 4 c NN V M O ILD t N • I I m Q < o cn a :« C :a I I — R o o T C al OO I I Tc i J ry (a o � .1,e,�neenM (9 _Op_ a - a sn v.•�{�—<•-1 r�{—.•3 yr -:a 1 vr-�Ps�r.r�}—ss v.• az ur z•a a•.10 v.• „Y Y• 0 . Q U � 0 > L Existing House D.—By:NAL Date: 10-8&02 Scale: As Noted Sheet: l A-1 Revislons By: Date: U o C n n N C � oLO o O � N 4 � � 4 s � C o � —ON— CI) � S d O E U ��L 0 re -t m ewoorn w� C O :r ..O Q U � N � O > N Existing House 2nd Floor Orem By:NAL Date: 10-06-02 v Scale: As Noted Sheet: A-1 r Y� r Permit Number MECcheck Compliance Report Checked By/Date Massachusetts Energy Code MECcheckSoftware Version 3.4 Release la Data filename: D:\Program Files\Check\MECcheck\Jevdet.cck TITLE: Jevdet Residence CITY:Barnstable STATE: Massachusetts HDD: 6137 CONSTRUCTION TYPE: 1 or 2 Family,Detached HEATING SYSTEM TYPE: Other(Non-Electric Resistance) DATE: 01/20/04 DATE OF PLANS: 10-29-03 PROJECT INFORMATION: Additions and Alterations to Jevdet Residence 71 Clamshell Cove Rd. Cotuit,MA02635 COMPANY INFORMATION: Lagadinos Building and Design Inc. 13 Thankful Lane Cotuit,MA 02635 COMPLIANCE: Passes Maximum UA= 132 Your Home= 130 1.5%Better Than Code Gross Glazing Area or Cavity Cont. or Door Perimeter R-Value R-Value U-Factor UA Ceiling 1:Flat Ceiling or Scissor Truss 500 30.0 0.0 18 Wall I: Wood Frame, 16"o.c. 704 13.0 0.0 46 Window 1: Wood Frame:Double Pane with Low-E 63 0.340 21 Door 1: Glass 61 0.340 21 Door 2: Solid 21 0.460 10 Floor 1: All-Wood Joist/Truss:Over Unconditioned Space 439 30.0 0.0 14 Boiler 1: Other(Except Gas-Fired Steam), 85 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 Massachusetts Energy Code requirements in MECcheckVersion 3.4 Release la and to comply with the mandatory requirements listed in the { m. MECcheckInspzction Checklist. The heating load for this building,and the cooling load if appropriate,has been determined using the applicable Standard Design Conditions found in the Code. The HVAC equipment selected to heat or cool the building shall be no greater than 125%of the design load as specified in Sections 780CMR 1310 and MA Builder/Designer Date L GADINOS 'IBUILDINGVPESIGN 13 Thankful Lane Cotuit,MA 02635 INC. 508-428-4097 Fax 508-428-7709 January 20, 2004 Barnstable Building Department. Re: Jevdet Addition 71 Clamshell Cove Rd. Cotuit First Floor Addition Area Walls 801.f. @ 8' 640 s.L all new walls Floor 439 s.L Ceiling 565 s.L Windows Andersen Permashield S.F. Opening Total S.F. U-Value is`. Floor Addition 3 C 13 Casements 6.21 18.63 .34 2 C15 Casement 10.29 20.59 .34 1 C25 Casement 20.38 20.38 .34 1 A21 Awning 4.17 4.17 .34 Total Windows 63.76 1 Side Door 3068 21.6 21.6 .41 1 6068 Slider 40.53 40.53 .34 1 3068 Sidelight 20.26 20.26 .34 Total Doors 82.39 , L THE - - The Town of Barnstable Department of Health Safety and Environmental Services Building Division { 367 Maio Street,Hyannis MA 026o1 OTace: 508 790-6227 Ralph Crossen Fax 508-775-3344 guitding Commissioner For office use only Permit no. Date AFFMAVIT HOME DOPROVEMENT CONTRACTOR LAW SUPPLEMENT TO MRMIT APPLICATION MGL c. 142A requires that the"reconstrvdion,alterations,renovation,repair,modernization,conver6on, imprummertt,.removal, demolition, or construction of an addition to any pro-exL iag owner aoarpW building containing at least one but not more than four dwelling units or to strucUres which art;adjacent to such residence or building be done by regkcrcd contradors,with eatain coxptious,along with other Type of Work: � Ali ESL Cost .`.S-6 b�60 Address of Work: 71 /e� Air i Owner Name: Date of Permit Application: I here certify that: Registration is not required for the folto%ing reason(s)- Work excluded by law lob under S I,000 Building not oa ncr-ocarpied OwTx polmg owu percuit Notice is hereby given that: OWNERS PULLrNG THEIR OWN PERMIT OR DEALING WITH UNREGISTERED CONTRACTORS FOR APPLICABLE HOME rWROVEMENT WORK DO NOT HAVE ACCESS TO THE ARBITRATION PROGRAM OR GUARANTY FUND UNDER MGL c. 142A SIGHED UNDER PENALTIES OF PER.RIRY I hereby apph•for a permit as the agent of the owner. 0 I lft)l-$7 l0 Q Datc Contractor name - Registration N . OR Date Owner's name ` The Commonwealth of Massachusetts Department of Industrial Accidents = — oNceol/nves#92affQs 600 Washington Street Boston,Mass. 02111 Workers' Compensation Insurance Affidavit �olicant�in orrnation: -�,�.��."- .;..•� �° .r ease".RR =leetblv.: ..-��:_... - -•--,-a:. - na e- location: _�7/ ��i( �1/yd�l✓t1/ �/�f ��`71�Ci city rhone T I am a homeowner performing all work myself. I am a sole proprietor and have no one working in any capacity ( j I am an employer providing workers' compensation for my employees working on this job. companv name: address: city: phone#: insurance c oli v# :' I am a sole proprietor, seneral contractor,or homeowner(circle one) and have hired the contractors listed below who have the following workers' compensation polices: company name: address: T city. phone#• insurance co. policy.. comna.m• name: address- city: phone insurance co policy# i'^S-.r.-t=--�— _ _-��r.-�-•c•;-e-.�.,� _.�.La..r.- 'Attachaddinonat_sh tfnecr sa s•-_ :..:.:.- "' Failure to secure coverage_et as requirew__d un er Section-5 of,ti1GL 1�2 can lead to the imposition of criminal penalties of a fine up to S1S00.00 and/or one years'im prison ment as M ell as eiv' penalti s in the Corm of a STOP NVORK ORDER and a nine of S100.00 a day against me. I understand that a cope or this is ent may be fo a ded to th Orrice of Investigations of the Dl.a for coverage verificarion. I do her • err" �•under th p i a penalties jperju that the information provided above is true and co ect. Sienaturc Date �l3 Print name /Y 112A G�7/N�� Phone= �Zb ±U� official use only do not %rite in this area to be completed by city or town OM621 cin or town: permit license# oBuilding Department E C)Licensing Board 0 check if immediate response is required (jSelectmen's OMce (3Health Department contact person: phone P; Other i trn if !-`'PIA1 . r ' BOARD OF BUILDING REGULATIONS License: CONSTRUCTION SUPERVISOR i Numb'GCS 012653 Birthdate 07/t6/1954 ' gpn i ` Ex Tres. 07/_16/2005 Tr.no: 13400 Restracted:5100.� ;� s' NICHOLAS A LAGADINOS�~ �. 13 THANKFUL COTUIT, MA Administrator - � �/ze -Panvnauoeczll! o�.,/�weccclauaeQd — -- - __ Board of Building Regulations and Standards HOME I License or registration valid for individul use only M,'OVEMENT CONTRACTOR ' before the expiration date. If found return to: Re Istra_ on_—�� g804 Board of Building Regulations and Standards z it tf��- P �2004 One Ashburton Place Rm 1301 — pe Or ate Corporation Boston,Ma.02108 LAGADINOS BUI(r NicWolas Lagadino�'�� ' 13 Thankful Lane Cotuit,MA 02635 � -- _ _ rAcrFn►nlstr}afn.r Notvali yitho s .. -- _-- ___ _-------- '41nature to to to I LIJ — In 00 2 � � vC'4 Al eecx-'Tint.�.G. I Q� CQ Q� - Po.�.ICp.TIo1J - U O 0 117 IS) wnH Id+<T�oY. I (r) 75 PIS A fNOT�I. I W P.T.ZxMJ NtN�Iwt� I I �J/-. 4 d�V ILL ' GLIT GaPCNTIC N I _ Gw��.rncsrN. exlvrv.e+PL•.NINGr> I < � TG eQ PILLSc!J GL I NCH NINGT�wS�;q' C.t �g1-1 ARAmoP'F`�wnr+oP. Va a)"Pei N — c� a� N1' -� I ltlljtoP�NlNSzI— j (z)I� 7ti I I u I u u L a-al _ I I N - , .. \ I � I �F• t'.- -,FF I. L II !\�Y U CE t- _ atNbl ✓a.er barri IY9� I — — _ P•T. tat li 61LL +''�� Itf'�+GiiGs 2e+tie �� Trs 2Ywoo�d.\w� s Ilolblx Go (Ic.a) O IT I I ' Q I I I tY�ANCHGaR CbLT� ' Go. o x241 .F-J. 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W V Q _ 1 d-�LT.M G06K I� � G+•T�m IL-!1••ccaa �A'R�L I` ... ,/ R+CO vts.IN9uL. (z.)I'aY..T'4 LtiL UPT yclsrti'al.ht..-.pFe /f cs.NnLa�®R rlLaolF la`:.I\: '?!: '') hl�'r:.••./ .. r n`G' "'✓ � ;I,i::'�>i :.:•:;..: .... '-?:•�1• --....._....--- jobno o z date lo.zc�.oa �+LI I..s.l_LY coL. � K._M T C.La MpE oPYNb. N ^A.7o.IL eLBle A9 NOT'EC_ aleo.�I�.FRe+6TLiP.u_ � GxlsTo.eorK:.w.ai. oN Iva 12 col-C rra:.t.Ji K-GY Gq.Ic.r-c�oTv�la I PdF•�.=cGSrs drawn J.A.L. O� �•IIv/✓��\e/ I I rev. W. SECTION r, SECTION 2 Y U to�t c to to L — to ti? N N wars./exT Oi dJ cri ASPFt-•.LT�ypl[•,�LLSS T.M.G• O X 1•�i/I..g R.Aµ6 T.M.e. _ v J V/ 11=4 109r 7'O.H. tax13TJ�. Or?la+es • BIZ/-/ IxS FPCGW TM.C� � ' I �` M N146oCo WtiY TW.WJCUI..�{S 9u PPCicT.i y�� I - U` Ix Uw'�Ii�lcs d•911._LT.M-6. �\ \\ / .LO •\ \/ T.IIt 91OT16 T.N.0. L /\ , � / \ j (� � `•! (�-o UP CA01NCr I I — INIFIIAII I ; ' ; \ 1 m I {>DV T'er.OPeJ.11nlerTv CG ' _ tQ __.__....._ IL JI IL----JI I I I I I �===-1 SIDE ELEVATION REAR ELEVATION I I I I I I I ' I ' I � �§'�-YgII•�� I _..-- _.. were.vee•rr ��w I / I \�QIr tx3il,.a v.A.vs-r.M.e. I -�Ff"6T CRJN \ FILL IN✓V NBW -fYJ WL MCR. _1' N W T-IIt SIDINm T-M.s. / � ' `. TIC x HpR. V i f� xlcw) [. Zwa'arC�ldm �I z ols C.I oc. Icls - W O Z u a � cd<7.TMH. N oc Z Q e - f 3n a W W `Q 1 \\ % Q < V' L / 1 1+4 M/.M�iAT+'( OeY�cv. 'D V 1✓L ti CJ d C � � �\ �a I JYrrILMK PLGbR — W W Z I V a� O � y 0'w.tort.so oT oe I I 1 ! I O I U ' W u > w w I I ' I I N -� dart 10�Z9�o3 I I dra J.A.L. ._... .. rev. ROOF FRAMING PLAN SIDE ELEVATION 1/4"=V-0" ,�,._1'—o" A-2 SYSTEM PROFILE NOT TO SCALE TOP OF FOUNDATION FINISH GRADE FINISH GRADE OVER FINISH GRADE OVER EL. 74.0 .DISTRIBUTION BOX 729 EL. 73.7 SEPTIC TANK 73.3 FINISH GRADE = OVER TRENCHES 72.5 •.,�, _RISERS TO 6" —/ OF � _� � PRECAST CONCRETE ol o - ° ,. >, ;• 500 GALLON DRYWELLS .� 3°MIN. RISERS TO 6" H-10 REINFORCED LOADING = OUTLET PIP OF FINISH GRADE ES LEVEL) MIN.SLOPE 1% FOR 2'( MIN.1% SLOPE TRENCH LENGTH = 25 0 3 Err .B MIN.SLOPE 1% ° BEYOND xousE MIN. O DRYWELL LENGTH = 8'-6" 13"MIN. 14" 70.15 69.75 MIN. 6"sum -=o f a' � " 69.50 69:40 •. °:�' * ._ _ ,. na., . ,- �•r., '-"= PVC OR CAST IRON TEES .� :�'z: , ono:, 69.23 ,:a `, ,4 'ov� :,�rc +'�, ;,`•, ,o°T, o- GAS BAFFLE ADDITION - DISTRIBUTION BOX _ w: MINIMUM INSIDE DIMENSION 12" 3/4"- 1-1/2" DOUBLE r, „ 1500 GALLON W " 3/4 - 1-1/2 DOUBLE , A OUTLET INVERTS 2 BELOW INLET INVERT 4' WASHED CRUSHED WASHED CRUSHED 4 - PRECAST CONCRETE -4 MINIMUM CONCRETE WALL THICKNESS 2 STONE STONE o ; _ �: INSTALL ON COMPACTED LEVEL BASE H-10 REINFORCED °" ' TRENCH SECTION ,. I SEPTIC TANK Q, ;'a i' i.. NOTE: EXCAVATE TO =C= STRATUM IN ORDER TO REMOVE ALL =A & =B= IMPERVIOUS MATERIAL INSTALL ON COMPACTED LEVEL BASE J� ;l �.. .,:I , ,,, WITHIN 5' OF THE SAS. REPLACE WITH CLEAN, 9" MIN. "- / ° , °, � �'._• . � �, �° CLAY-FREE SAND 3 OF 1/8 1 2 36" MAX. DOUBLE WASHED e ( 4" DIAM. tla t PEASTONE a I � •~"��p• •a able ". "c e• `% o - ,• ., cotuit e c,' ` �• � UnEiry __ _�,� d' ,`�.�i ai�0: b •rh,'Odl•�•, •�0 M r"�°M/I ei' 1T,•'•—, �'o'- 3/4"- 1-1/2" DOUBLE a �, °a C �° • 5° : .<. . 48" 5,_2rr " WASHED CRUSHED r t� STONE TRENCH WIDTH e r 6 +p r; 1 31 21 1 NUMBER OF TRENCHES 1 NUMBER OF DRYWELLS 2 _.. - GENERAL NOTES h _ _ .o �rµ..M:..�.u. ....... OQSERVATION ,PIT 1. ELEVATIONS SHOWN ARE BASED ON ASSUMED P-10,598 / 2. ALL PIPES IN THE SYSTEM MUST BE CAST IRON PERCOLATION RATE: < 2 MIN-/IN CAR SCHEDULE 40 PVC. WITNESSED BY: SAM WHITE ( 3: HEALTH AGENT/CAPE & ISLANDS ENGINEERING \ MUST BE NOTIFIED WHEN CONSTRUCTION IS BARNSTABLE BOARD OF HEALTH �a �. �.�wee„, r•�� z %8 � DATE: NOV.17,2003 .---_ COMPLETE PRIOR TO BACKFILLING. #1 #2 v CLAMSHELL COVE ROAD , \� 4. ANY CHANGES IN THIS PLAN MUST BE APPROVED b„ �� 8) DESIGN DATA 6Y CAPE & ISLANDS ENGINEERING AND THE BOARD gi S9 1 \ OF HEALTH. 10 'LO 2M „ 1 5. MATERIALS AND INSTALLATION SHALL BE IN NUMBER OF BEDROOMS 3 • COMPLIANCE WITH THE STATE SANITARY CODE 8fl 6 NOTE: THERE ARE NO POTABLE [TITLE VI AND LOCAL APPLICABLE RULES AND GARBAGE DISPOSAL NO y �,� WELLS WITHIN 200' OF THE REGULATIONS. =6= ioYR 5/6AND DAILY FLOW 330 GPD. 6.dNORTH ARROW IS FROM RECORD PLANS AND IS SEPTIC TANK REQUIRED 1500 GAL. PROPOSED SAS 11 NOT INTENDED FOR SOLAR ENERGY PURPOSES. 36fl 36" SEPTIC TANK PROVIDED 1500 GAL. 7, WATER SUPPLY: MUNICIPAL WATER SYSTEM. =C1= MEDIUM SAND LEACHING REQUIRED 330 GPD. j 1 8. FLOOD ZONE C [NON-HAZARD] 10YR 7/4 SOIL ABSORPTION SYSTEM CALCULATIONS: / 22.30' =C2= FINE SAND SIDEWALL AREA 152 SF. \ s4 / — — 10 N 7/4 152 SF. X .74 G/SF. = 112 GPD. 22.72' ti BOTTOM AREA = 329 SF. v, �a 15.30' EXISTING DWELLING 15.70 N a 1srFLR:EL.75.0 o = 329 SF. X 0.74 G/SF. = 243 GPD. Is.9o' 11.10' „ NO GROUNDWATER LEACHING PROVIDED = 355 GPD. 13.30 LEGEND 12o Izo (�., e� e s� 22.54' w 52 PROPOSED CONTOUR SEPTIC UPGRADE & ADDITION r, - GAS — GAS °L r�J� j 20' =-- EXISTING CONTOUR o \ PROPOSED -—— 52 - ADDITION PROPOSED SEWAGE DISPOSAL SYSTEM o __ 26 'OBSERVATION PIT �7`✓•A` ��,t ` , 27.0o PREPARED FOR l - REMOVE BOX DISTRIBUTION I ❑ D s ,� ►= MARY JEVDET 20' s' CESSPOOL HSE.NO. 71 CLAMSHELL COVE ROAD -------� ---, . HSE NO o 0 o SEPTIC TANK COTUIT,MASS. LOT 2f _ ------, 21 48�SF. -- RESERVE SOIL ABSORPTION SYSTEM PLAN N0. 111803 SCALE: AS NOTED __#Z__-- 1 RESERVE RESERVE AREA a a— � FILE NO. 162BA DATE: NOV.18,2003 Ci SEPTIC FILE NO. 73 PCS FILE: clamshell71 22.26 PIPE INVERT ELEVATION N Ch ARL Es _ / � 1s � I� s�',N:cNi 26085 CAPE & ISLANDS ENGINEERING 197.00' 9�GISTER�h r 800 FALMOUTH ROAD, SUITE 301C , N74°52'30"E 54 71 y s! aL LAND`' �j MASHPEE,MA 02649 508 477-7272 SCALE: 1 = 30 PLOT PLAN ' ' IV1AP 'aEC PCL LOT HSE ` � )