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1067 MAIN STREET (COTUIT)
, - _ �� - �, .� 1 t i s A4 ' A e 3��r�.`�•mot � 1•E,r �r �I 14 lz � -1 c • 4 a 1 � T 1.. Y MGM•`fr 1. _ � .:. _ .�». I tms}`f+' ' t t,,-fir, ,,�,� ,` r,!�� r• i 1� r t Y� I C►� TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map Parcel Permit# bS� Health Division , cJ0 � Z - �161f Issu d 0 9 &, _ Conservation Division `�fe q � 02, !p b Tax Collec r 0 -/JUL Treasuie, Oil Planning Dept. cked in By Date Definitive Plan Approved by Planning Board Approved By Historic-OKH Preservation/Hyannis Project Street Address ®� /���®w� • Village (242AU/41-'` I Owner 1 �n i Address Telephone A7 0— Permit Request �.D ' f/� .1/��GG� A,� �� ✓ /' G �G�' + i / l�' _ a Square feet: 1st floor: existing proposed 2nd floor: existing (cal proposed Total newt Valuation 5 2 Z V Zoning District Flood Plain® Gr3a dwater Qverlay ^ Y � Construction Type Lot Size � �� Grandfathered: es ❑ No If yes, attach supporting ocumentation. Dwelling Type: Single Family l- Two Family ❑ Multi-Family(#units) C# ai- � Age of Existing Structure s Historic House: ❑Yes 2<01 On Old King's Highway: ❑Yes UNo Basement Type: 8'Fu11 ®'Crawl ❑Walkout ❑Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) •36esv Number of Baths: Full: existing 62 new cam_ Half: existing 6 new 0 Number of Bedrooms: existing new 07 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 o2 New Existing wood/coal stove: ❑Yes Gf45'_ Detached garage:❑existing ❑new size Pool: ❑existing ❑new size Barn:❑existing O 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 Proposed Use BUILDER INFORMATION Name R ;�—A- �Telephone Number Address License# Home Improvement Contractor# Worker's Compensation# 5'�®�� ��' � " ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO �� Or SIGNATUR DATE �°�� FOR OFFICIAL USE ONLY I PERMIT NO. i 4 DATE ISSUED ! i MAP/PARCEL NO. r ADDRESS { VILLAGE I OWNER r DATE OF-INSPECTION: L FOUNDATION FRAME o P INSULATION FIREPLACE f ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL 1 GAS: ROUGH / FINAL FINAL BUILDING DATE CLOSED OUT O ` a ASSOCIATION PLAN NO. 2� f �tHFTpN, Town of Barnstable Regulatory Services anuNszABU4 ' Thomas F.Geiler,Director .ataes. 0.59. p�0� Building Division Tom Perry,Building Commissioner 200 Main Street,'Hyannis,MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 Permit no. Date AFFIDAVIT HOME IMPROVEMENT CONTRACTOR LAW SUPPLEMENT TO PERMIT APPLICATION MGL c. 142A requires that the"reconstruction, alterations,renovation,repair,modernization,conversion, improvement,removal,demolition,or construction of an addition to any pre-existing owner-occupied building containing at least one but not more than four dwelling units or to structures which are adj acent to such residence or building be done by registered contractors,with certain exceptions,along with other requirements. Type of Work: ` - Estimated Cost ew' Address of Work: 001, Owner's Name: r Date of Application:_*42J�231_ I hereby certify that: Registration is not required for the following reason(s): []Work excluded by law ❑Job Under$1,000 []Building not owner-occupied ❑Owner pulling own permit Notice is hereby given that: OWNERS PULLING THEIR OWN PERMIT OR DEALING WITH UNREGISTERED CONTRACTORS FOR APPLICABLE HOME IMPROVEMENT WORK DO NOT HAVE ACCESS TO THE ARBITRATION PROGRAM OR GUARANTY FUND UNDER MGL c.142A. SIGNED UNDER PENALTIES OF PERJURY I hereby ap ly for a permit as the agent of tbp owner: Registration No Date Contractor ame g OR Date Owner's Name Q:fm-ms:homeaffidav RESIDENTIAL BUILDING PERMIT FEES APPLICATION FEE New Buildings $100.00 Residential Addition $50.00 �l Alterations/Renovations $50.00 Change of Contractor/Builder $25.0.0 FEE VALUE WORKSHEET NEW LIVING SPACE q square feet x$96/sq.foot y x.0041= plus from below(if applicable) ALTERATIONS/RENOVATIONS OF EXISTING SPACE 43 Z square feet x$64/sq,foot= L(.7 x.0041= plus from below(if applicable) GARAGES(attached&detached) square feet x$32/sq.ft.= x.0041= ACCESSORY STRUCTURE>120 sq.ft. (o D >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 feet x$96/sq.foot= x.0041=- STAND ALONE PERMITS Open Porch x$30.00= (number) Deck x$30,00= (number) Fireplace/Chimney x$25.00= (number) k Inground Swimming Pool $60.00 Above Ground Swimming Pool $25.00 Relocation/Moving $150.00 (plus above if applicable) Permit Fee Projeost Rev:063004 • J�.� L�Jao�vrru»u�sP,re�,�a ,�`�.l�«,��/,.:,� ; BOARD OF BUILDING REGULATIONS `4• License: CONSTRUCTION SUPERVISOR Number: CS 077754 Birthdate: 11/22/1957 Expires: 11/22/2005 Tr.no: 11711 r Restricted: 1 G CAREY C GROVER r- PO BOX 1080 "�' COTUIT, MA 02635 Administrator Board:)f ISuildiug Regn:.,'Was and Stancia:l:' HO2'::IMPRGVEME;(: ;,OI`ITKTCTOR ; t. Regist;ation: 144322 Expiration: of 2 �_ •` .. 3/2006 Type: GROVER BUILWNG+REMODEI I MEY GROVER 56 SOWDOIN RD MASHPEE,NIA At;ta;n;ctr:itcs � ! AUG-09-05 TUE 02:07 PM SUSQUEHANNA FFALTZGRAFF , FAX NO° 717 771 1440 F° 01 08/09/2,005 13:14 5084770767 a GRC111ER MC LHENY PAGE 02 " Towit of Barrnstable �� $ ��rA�, • Regulatory Services . buss .Thomas F.Geller,Director Building Division_-' Tom Perry, Buildl»g Cottunissiouer 200 Maio Sgeet, Hyatutis,MA 03601 Office: 508-862-4038 Fax:. 508-790-6230 Property Owner Must Comp lcte and Sign 71iis Section If Using A Builder .S� as Owner ct�e sub'�ct so e — --�—� F F fty hereby authorize ` . { o A � p r z� my belazlf, in all:ratters relative to wo authorize b building perrFfut applir'ation for(address of .sue - agn3rure o e atG MAScheck COMPLIANCE REPORT I I Massachusetts Energy Code I Permit # I OAScheck Software Version 2.01 Release 3 I I � I Checked by/Date I I I TITLE: proposed additions & alterations CITY: Barnstable STATE: Massachusetts HDD: 6137 CONSTRUCTION TYPE: 1 or 2 Family, Detached HEATING SYSTEM TYPE: Other (Non-Electric Resistance) DATE: 8-8-2005 DATE OF PLANS: 8-05-05 PROJECT INFORMATION: Simpson Residence 1067 Main Street Cotuit, MA 02635 COMPANY INFORMATION: Archi-Tech Associates, Inc. 6 School Street Cotuit, MA 02635 COMPLIANCE: Passes Maximum UA = 472 Your Home = 445 Area or Cavity Cont. Glazing/Door Perimeter R-Value R-Value U-Value UA ------------------------------------------------------------------------------- CEILINGS 963 30.0 0.0 34. CEILINGS 249 30.0 0.0 9 WALLS: Wood Frame, 16" O.C. 2394 11.0 0.0 213 GLAZING: Windows or Doors 432 0.320 138 FLOORS: Over Unconditioned Space 1086 19.0 0.0 51 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 thi buildin , and the cooling load if appropriate, has been determined usin the app 'cable Standard Design Conditions found in the Code. The HVAC e ipment el cted to heat or cool the building shall be no greate han 5o h design load as specified in Sections 780CMR 13 0 J4 Builder/Designer Date Uniformly Loaded Floor Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 08-08-2005 : 09:34:57 AM Proiect: SIMPSCOT-Location:4-T SPAN OF HEADER @ SCREEN PORCH Summary: (2) 1.75 IN x 7.25 IN x 7.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 155.8% Controllinq Factor: Moment of Inertia/Depth Required 5.3 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.05 IN Live Load: LLD= 0.06 IN=U1340 Total Load: TLD= 0.11 IN =U767 Reactions(Each End): Live Load: LL-Rxn= 857 LB Dead Load: DL-Rxn= 640 LB Total Load: TL-Rxn= 1498 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.57 IN Beam Data: Span: L= 7.0 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= 35.0 PSF Floor Dead Load-Side One: DL1= 25.0 PSF Tributary Width-Side One: TW1= 7.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 25.0 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= 245 PLF Beam Self Weiqht: BSW= 8 PLF Beam Total Dead Load: wD= 183 PLF Total Maximum Load: wT= 428 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'= 2785 PSI Adjustment Factors: Cd=1.00 Cf=1.07 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controllinq Moment: M= 2621 FT-LB 3.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1498 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 11.30 IN3 S= 30.66 IN3 Area(Shear): Areq= 7.88 IN2 A= 25.38 IN2 Moment of Inertia(Deflection): Ireq= 43.45 IN4 1= 111.15 IN4 s Uniformly Loaded Floor Beam[AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 08-08-2005:09:34:57 AM ,Project: SIMPSCOT-Location: 8- 18.5'FLUSH,BM. @ DINING/EATING&KITCH. C.O. Summary: A36 W8x18 x 18.5 FT1 Section Adequate By:50.3% Controlling Factor: Moment Deflections: Dead Load: DLD= 0.25 IN Live Load: LLD= 0.44 IN = U504 Total Load: TLD= 0.69 IN = U323 Reactions(Each End): Live Load: LL-Rxn= 2775 LB Dead Load: DL-Rxn= 1554 LB Total Load: TL-Rxn= 4329 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.75 IN Beam Data: Span: L= 18.5 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Floor Loading: ' Floor Live Load-Side One: LL1= 30.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 7.0 FT Floor Live Load-Side Two: LL2= 30.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 3.0 FT Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 300 PLF Beam Self Weight: BSW= 18 PLF Beam Total Dead Load: wD= 168 PLF Total Maximum Load: wT= 468 PLF Properties for:W8x18/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.14 IN Web Thickness: tw= 0.23 IN Flange Width: bf= 5.25 IN Flange Thickness: tf= 0.33 IN Distance to Web Toe of Fillet: k= 0.75 IN Moment of Inertia About X-X Axis: Ix= 61.90 IN4 Section Modulus About X-X Axis: Sx= 15.20 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.39 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.95 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 35.39 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 5.54 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 32.52 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 20022 FT-LB Nominal Moment Strength: Mr= 30096 FT-LB Controlling Shear: V= 4329 LB Nominal Shear Strength: Vr= 26960 LB Moment of Inertia(Deflection): Ireq= 38.31 IN4 1= 61.90 IN4 k Roof Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 08-08-2005 :09:34:58 AM Projegt: SIMPSCOT-Location: 1 -8.5'VALLEY @MASTER BEDROOM Summary: 1.75 IN x 7.25 IN x 8.5 FT (Actual 9 FT) /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 176.7% 'Controlling Factor: Moment of Inertia/Depth Required 5.16 In Spars Deflections: Dead Load: DLD-Center= 0.08 IN Live Load: LLD-Center- 0.12 IN=U904 Total Load: TLD-Center= 0.20 IN=U553 Span LLeft End Reactions(Support A): Live Load: LL-Rxn-A= 574 LB Dead Load: DL-Rxn-A= 337 LB Total Load: TL-Rxn-A= 910 LB Bearnq Length Required(Beam only, Support capacity not checked): BL-A= 0.63 IN Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 287 LB Dead Load: DL-Rxn-B= 176 LB Total Load: TL-Rxn-B= 463 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.32 IN Beam Data: Span: L= 8.5 FT Maximum Unbraced Span: Lu= 0.0 FT Beam End Elevation Diff.: EL= 3.0 FT Pitch Of Roof: RP= 6 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Roof Loading: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Rafter Length (HipNalley)-Side One: RL1= 6.0 FT Tributary Width Based on half span of rafters. Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Rafter Length(HipNalley)-Side Two: RL2= 6.0 FT Tributary Width Based on full span of rafters. Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 4 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 9.01 FT Beam Triangular Live Load Adjusted for Slope: TRL= 170 PLF Beam Triangular Dead Load Adjusted for Slope: TRD= 101 PLF Beam Uniform Dead Load Adjusted for Slope: wD_adj= 4 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 Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 1444 FT-LB 4.507 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 828 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 5.41 IN3 S= 15.33 IN3 Area(Shear): Areq= 3.79 IN2 A= 12.69 IN2 Moment of Inertia(Deflection): Ireq= 20.08 IN4 1= 55.57 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: 08-08-2005: 09:34:58 AM ;project: SIMPSCOT-Location: 10-8'FLUSH BM. IN FLOOR OF MASTR. B.R.• Summary: (2) 1.75 IN x 7.25 IN x 8.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 69.4% Controlling Factor: Section Modulus/Depth Required 5.64 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.08 IN Live Load: LLD-Center= 0.11 IN =U906 Total Load: TLD-Center= 0.19 IN = U509 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1268 LB Dead Load: DL-Rxn-A= 927 LB Total Load: TL-Rxn-A= 2195 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 0.84 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 495 LB Dead Load: DL-Rxn-B= 490 LB Total Load: TL-Rxn-B= 985 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.38 IN Beam Data: Center Span Length: 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 240 Center Span Loading: Uniform Load: Live Load: wL-2= 27 PLF Dead Load: wD-2= 60 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 95 PLF Point Load 1 Live Load: PL1-2= 1547 LB Dead Load: PD1-2= 874 LB Location(From left end of span): X1-2= 2.0 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= 4201 FT-LB 2.0 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= 2195 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= 18.10 IN3 S= 30.66 IN3 Area(Shear): Areq= 11.56 IN2 A= 25.38 IN2 Moment of Inertia(Deflection): Ireq= 52.38 IN4 1= 111.15 IN4 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:08-08-2005 : 09:34:59 AM Proiect: SIMPSCOT-Location: 14- 18.5'STEEL BEAM @ KITCHEN/EATING Summary: A36 W8x28 x 18.5 FT Section Adequate By:23.9% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.26 IN Live Load: LLD-Center 0.34 IN=U650 Total Load: TLD-Center= 0.60 IN=U372 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3478 LB Dead Load: DL-Rxn-A= 2601 LB Total Load: TL-Rxn-A= 6079 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 0.94 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 3072 LB Dead Load: DL-Rxn-B= 2317 LB Total Load: TL-Rxn-B= 5389 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.94 IN Beam Data: Center Span Length: L2= 18.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 18.5 FT Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 300 PLF Dead Load: wD-2= 200 PLF Beam Self Weight: BSW= 28 PLF Total Load: wT-2= 528 PLF Point Load 1 Live Load: PL1-2= 1000 LB Dead Load: PD1-2= 700 LB Location (From left end of span): X1-2= 5.5 FT Properties for:W8x28/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.06 IN Web Thickness: tw= 0.28 IN Flange Width: bf= 6.53 IN Flange Thickness: tf= 0.47 IN Distance to Web Toe of Fillet: k= 0.94 IN Moment of Inertia About X-X Axis: Ix= 98.00 IN4 Section Modulus About X-X Axis: Sx= 24.30 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.77 IN Design Properties per AISC Steel Construction Manual Flange Buckling Ratio: - FBR= 7.03 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 28.28 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.9 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 25.02 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 27505 FT-LB 8.325 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= 48114 FT-LB Controlling Shear: V= 6079 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= 33078 LB Moment of Inertia(Deflection): Ireq= 79.07 IN4 1= 98.00 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:08-08-2005: 09:34:59 AM Protect: SIMPSCOT-Location:2-12'BEAM IN ROOF @ TOP OF VALLEYS-MSTR. B.R. Summary: . 12) 1.75 IN x 9.5 IN x 12.O FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 35.8% Controlling Factor: Section Modulus/Depth Required 8.15 In *Laminations are'to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.16 IN Live Load: LLD-Center— 0.28 IN=U512 Total Load: TLD-Center= 0.44 IN=U326 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1547 LB Dead Load: DL-Rxn-A= 874 LB Total Load: TL-Rxn-A= 2421 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.92 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1547 LB Dead Load: DL-Rxn-B= 874 LB Total Load: TL-Rxn-B= 2421 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.92 IN Beam Data: Center Span Length: 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= 105 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 325 PLF Point Load 1 Live Load: PL1-2= 574 LB Dead Load: PD1-2= _ 364 LB Location(From left end of span): X1-2= 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 Adiustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 8671 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= 2421 LB At 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= 38.77 IN3 S= 52.65 IN3 Area(Shear): Areq= 12.74 IN2 A= 33.25 IN2 Moment of Inertia(Deflection): Ireq= 153.61 IN4 1= 250.07 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 08-08-2005 : 09:34:59 AM Projept: SIMPSCOT-Location: 5- 10'HEADER AT REAR MASTR. BEDRM PORCH Summary: - (2) 1.75 IN x 9.25 IN x 10.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 79.2%b Controlling Factor: Section Modulus/Depth Required 6.97 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.09 IN Live Load: LLD-Center= 0.16 IN = U731 Total Load: TLD-Center— 0.26 IN =U468 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1600 LB Dead Load: DL-Rxn-A= 901 LB Total Load: TL-Rxn-A= 2501 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= 1600 LB Dead Load: DL-Rxn-B= 901 LB Total Load: TL-Rxn-B= 2501 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 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: L/ 240 Total Load Deflect. Criteria: U 200 Center Span Loading: Uniform Load: Live Load: wL-2= 320 PLF Dead Load: wD-2= 170 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 500 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= 6251 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= 2501 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= 27.85 IN3 S= 49.91 IN3 Area(Shear): Areq= 13.16 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 98.69 IN4 1= 230.84 IN4 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:08-08-2005: 09:35:00 AM Prolept: SIMPSCOT-Location:9-9'HDR. @ BAY WINDOW ALSO TRIPLE IN DINING Summary: A36 W8x15 x 9.0 FT Section Adequate By:56.0%� Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center- 0.06 IN Live Load: LLD-Center= 0.09 IN= U1269 Total Load: TLD-Center= 0.14 IN= U747 Center Span Left End Reactions(Support.A): Live Load: LL-Rxn-A= 3560 LB Dead Load: DL-Rxn-A= 2499 LB Total Load: TL-Rxn-A= 6059 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.75 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2635 LB Dead Load: DL-Rxn-B= 1981 LB Total Load: TL-Rxn-B= 4616 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.75 IN Beam Data: Center Span Length: L2= 9.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 9.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 380 PLF Dead Load: wD-2= 310 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 705 PLF Point Load 1 Live Load: PL1-2= 2775 LB Dead Load: PD1-2= 1554 LB Location(From left end of span): X1-2= 3.0 FT Properties for:W8x15/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.11 IN Web Thickness: tw= 0.25 IN Flange Width: bf= 4.01 IN Flange Thickness: tf= 0.31 IN Distance to Web Toe of Fillet: k= 0.75 IN Moment of Inertia About X-X Axis: Ix= 48.00 IN4 Section Modulus About X-X Axis: Sx= 11.80 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.03 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.37 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 33.10 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 4.24 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 30.53 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 14979 FT-LB 3.06 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= 23364 FT-LB Controlling Shear: V= 6059 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= 28612 'LB Moment of Inertia (Deflection): Ireq= 15.42 IN4 1= 48.00 IN4 ' Multi-Span Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:08-08-2005 : 09:35:00 AM ProjeFt: SIMPSCOT-Location: 11 -7.5'SPAN OF GIRT BELOW MASTR B.R! Summary: (2) 1.75 IN x 9.25 IN x 7.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:57.7%i Controlling Factor:Area/Depth Required 6.74 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= 0.08 IN= L/1141 Total Load: TLD-Center= 0.12 IN= U774 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2524 LB Dead Load: DL-Rxn-A= 1376 LB Total Load: TL-Rxn-A= 3900 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 1.49 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1594 LB Dead Load: DL-Rxn-B= 696 LB Total Load: TL-Rxn-B= 2290 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.87 IN Beam Data: Center Span Length: L2= 7.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.5 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 40.0 PSF Floor Dead Load: FDL-2= 15.0 PSF Floor Tributary Width Side One: Trib-1-2= 5.5 FT Floor Tributary Width Side Two: Trib-2-2= 4.0 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 380 PLF Total Dead Load: wD-2= 143 PLF Total Load: wT-2= 533 PLF Point Load Live Load: PL-2= 1268 LB Dead Load: PD-2= 927 LB Location(From left end of span): X-2= 1.0 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 Adiustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 4923 FT-LB 3.225 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= 3900 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= 21.93 IN3 S= 49.91 IN3 Area(Shear): Areq= 20.52 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 89.47 IN4 1= 230.84 IN4 �I Multi-Span Floor Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:08-08-2005 :09:35:01 AM Protect: SIMPSCOT-Location: 12-9'SPAN OF GIRT BELOW KITCHEN Summary: (2) 1.75 IN x 9.25 IN x 9.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 91.0% Controllinq Factor: Moment of Inertia/Depth Required 7.46 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.05 IN Live Load: LLD-Center= 0.13 IN=U802 Total Load: TLD-Center= 0.19 IN=U573 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1800 LB Dead Load: DL-Rxn-A= 721 LB Total Load: TL-Rxn-A= 2521 LB Bearinq Lenqth Required(Beam only, Support capacity not checked): BL-A= 0.96 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 1800 LB Dead Load: DL-Rxn-B= 721 LB Total Load: TL-Rxn-B= 2521 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.96 IN Beam Data: Center Span Lenqth: L2= 9.0 FT Center Span Unbraced Lenqth-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 9.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 40.0 PSF Floor Dead Load: FDL-2= 15.0 PSF Floor Tributary Width Side One: Trib-1-2= 7.0 FT Floor Tributary Width Side Two: Trib-2-2= 3.0 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 400 PLF Total Dead Load: wD-2= 150 PLF Total Load: wT-2= 560 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'= 2694 PSI Adjustment Factors: Cd=1.00 Cf=1.04 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 5671 FT-LB 4.5 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= 2521 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= 25.26 IN3 S= 49.91 IN3 Area(Shear): Areq= 13.27 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 120.87 IN4 1= 230.84 IN4 Multi-Span Roof Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 08-08-2005 : 09:35:01 AM Project: SIMPSCOT-Location: 3-9'-6"STRUCT. RAFTER ABOVE MSTR. BEDROOM Summary: (2) 1.75 IN x 9.25 IN x 9.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 111.4% Controllinq Factor: Section Modulus/Depth Required 6.36 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.07 IN Live Load: LLD-Center= 0.12 IN=U986 Total Load: r TLD-Center= 0.19 IN=U616 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1165 LB Dead Load: DL-Rxn-A= 705 LB Total Load: TL-Rxn-A= 1870 LB Bearinq Lenqth Required(Beam only, Support capacity not checked): BL-A= 0.71 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 758 LB Dead Load: DL-Rxn-B= 475 LB Total Load: TL-Rxn-B= 1233 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.47 IN Beam Data: Center Span Lenqth: L2= 9.5 FT Center Span Unbraced Lenqth-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= 1.15 Pitch Of Roof: RP= 6 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Center Span Loading: Uniform Load: Roof Live Load: RLL-2= 30.0 PSF Roof Dead Load: RDL-2= 15.0 PSF Roof Tributary Width Side One: Trib-1-2= 0.66 FT Roof Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 40 PLF Total Dead Load (Adjusted for Roof Pitch): wD-2= 22 PLF Total Load: wT-2= 72 PLF Point Load Live Load: PL-2= 1547 LB Dead Load: PD-2= 874 LB Location (From left end of span): X-2= 3.5 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'= 3098 PSI Adjustment Factors: Cd=1.15 Cf=1.04 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 6094 FT-LB 3.515 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= 1870 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= 23.61 IN3 S= 49.91 IN3 Area(Shear): Areq= 8.56 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 74.97 IN4 1= 230.84 IN4 W m °n L N N SMOKE DETECTORS REVIEWED Q C # < L— 9 of �fI N N trVE BUILDING DEPT. DATE .. ... . ....... .... ... — FIRE DEPARTMENT DATE BOTH SIGNATURES ARE REQUIRED FOR PERMITTING IMPORTANT-UPGRADE REQUIRED � � ° � — p t� STATE BUILDING CODE REQUIRES THE UPGRADING OF ,,.,,, = E a ' SMOKE DETECTORS FOR THE ENTIRE DWW .......ENG WHEN ! ------------------- - -- S ONE OR MORE SLEEPING AREAS ARE ADDED ORCREATED. - Q) o� ----- " NOTE: A SEPARATE PERMS IS-REQUIRED FOR THE. § N 0 3 INSTALLATION OF SMOKE DETECTORS-THE ELECTRICAL - - PERMIT DOES 4I SATISFY THIS REQUIREMENT. • -- - -'-- :i 'ap mwr :3nySafaa�pe5n3b ' crwxrce p.w ro:rcoenerz 4 awn a aa°:�om g � aE cw.yCyncE b sgrB.e5~ OI •^'^•^em w�mo» #P%4 E31Lu 3�ei�aY b s t I T i Llu v .. o0 p ......,.. -- ----- --i .. ........._... aJ. Z IL f Q QLL E3 A 5 E M E N T P L A N o A_1 - o� N � < W C � m • cN � I .... Q — $GREEN i PORON W ID ---------------- IM FKF : 0 0. - a��. 3 N .xy}3n526ba9y8ti e• 8as,_S - e y a FAMILY ROOM . y MP5n3t . W Q eEOReoM Z Q U LU W 3 s zO Z U1 a o 13 FIR 5 T FLOOR PLAN s — a ..�.,,. ., o A-2 _ N N 0 0 j � < ID Q 0 0 N � BBORaoM w W u g a ----- --- ------- ----- f Q o z a m � f a � § a H o �8 f BA1 - arawta n . --------------- lu mar 9 5 - mmu iuBmAroTMeg aS°zt;,5 L5Ygb��B'pn . m.tu uurax er A"'� ® •fRY3�E5$%{°h�'�pH.d 6 i BEDROOM tO O".. W v HEOROOM e3 .IIER2O 14 Q O O s wan ucnrcn >a' O N F ¢ nenr<t»m W Z W Q ._____ -emrro vx.rai .. r. B 0 d %- 0 SEGOND FLOOR PLAN W 0 KR8 N � - Q � �...w�.a. = L ---------- - ------------ ❑❑ WEl 11 1 m — — — — — E S — o o a U r _ ❑ � flL L u � - 0 FRONT ELEVAT I ON i'S"y?YL fP"h P, - - i9a9uua% e YF•ShiBe; 3 W < f • Z LU O i e13 BW ~ � w j Y w _mc Z � J W ' O Z . 13 El LU �u �..� ------------------ ---------------------------- R^6H: ELEVATION ON . - � A-4 o� ,n d 0 �1 ao I _ L d o0 Q N IN N Q — ® El Ell � N —• — — — — — — — — — — — — — — R..w'ameun,�u - p Tr]r ------------ ------------- -------------- .......... ........ ........- --- ,�,w.,m,.o, \-Z REAR ELEVATION 3 - ' - YP'S�a3ifi��g;af8b i�c83's¢3ix8�s�aYsa - Lu Q Lu lu .4Z, > W w. O Z — — — — — — — — — — — — — — — — N < o Fie RPM , ------------------------------ --------- E LEFT ELEVATION A-5 - o� N N Q rt.wm - - v-xrs..e� n+nxnrzunnu �»„�= A rw..w• = L - iy...wtwrot z f w.e..a� {e»..ern iw..wty muru ew W t n y MBTR.BDRM. MSTR.BORM. KITCHEN r y U t' V L 2 vdSPAOE GRAYdSPAGE ORAWLSPAGE U � 5 E O T 1 O N A 5 E G T 1 O N B 5 E O T 1 O N G r Ff m§t W J rw..vr.•,t Z F lu LU Z �� i a 0 e1 � LL 9 OTYPICAL EA-DETAIL O EAVE DETAIL AT DINING RM.BAY g - o� - �d f N N Q r qd ---------------- o N u ya UJ +� 0 q • U � oY ----- ------ DZ L q q o Q N ro � ' I _ Y6�Y;E.�fi„SR9 Bo Po WHIR E o � 0.1 i S9�¢3i1[:s�%r�v --"———— I I WEl � Q a It o I ui Cls. z Q - � z O ' C LL FIRST FLOOR FRAMING PLAN A-7 Q N N N o s4 � ` � U • 3 cl � Y V 0 _ ._ O E L S N rcnw.wnr � `•` > � sn lY. p � 13 s - P iYa4a'-ab9Y��s 9�b�FY5��8E�i,{oysa � As :dE= E§l�fe�LaYn° Z roan mn 'i Q . v E d LLI • i i R a Q V Q _.....__ _ LU W IF Z❑ O � Q ➢ O Z IJL N a N � N 5 E G O N D F L O O R F R A M I N G P L A N $ o A_8 _ o, 00 o ¢ � L - 9E ~ g� B�§x$,�y°i8°�yy 4 5 r- 35�v3s aX 4FuuL9�u uiLU Q - Lx LU o � s = z ❑ Z N f Q Z N Q a � 0 F ROOF FRAMING PLAN $ A-9 1 of Town of Barnstable *Permit#� Expires 6 months from issue date ,► , : Regulatory Services Fee �25 0'Yy sr AtE 3► � Thomas F.Geiler,Director -G 71®P W 36- Building Division X-PRESS PERMIT Tom Perry, Building Commissioner S E P 2 7 2004 200 Main Street, Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 TOWN OF BARNSTABLE EXPRESS PERMIT APPLICATION - RESIDENTIAL ONLY Not Valid without Red X-Press Imprint 4ap/parcel Number 0 3 yO /,T 'roperty Address Residential Value of Work S 0 B"D. &-o Minimum fee of$25.00 for work under$6000.00 )wner's Name &Address 1<< St w,qP'ro-0 :ontractor's Name Z: �,� Telephone Number 7 3 Some Improvement Contractor License#(if applicable) v �ons ction Supervisor's License#(if applicable) Workmanis Compensation Insurance Check one: , ❑ I am a sole proprietor } ❑ I am the Homeowner ❑ I have Worker's Compensation Insurance nsurance Company Name "s Workman's C(imp.Policy# :opy of Insurance Compliance Certificate'must be on fide. 'ermit Request eck box) Re-roof(stripping old shingles) All construction debris will be taken to SA-Z� ❑Re-roof(not stripping. Going over existing layers of roof) ❑ Re-side ❑ Replacement Windows. U-Value (maximum.44) *Where required: Issuance of this permit does not exempt compliance with other town department regulations,i.e.Historic,Conservation,etc. ***Note: Pro Owner sign Property Owner Letter of Permission. ome Imp ent Contrac License is required. signature Y.% - F � e , �. \ Board of Building Regulatiof�s and Standards License or registration valid f - µ- g or individul use only HOME IMPROVEMENT CONTRACTOR before the expiration date. If found return to: \L Registratigrl: 110832 Board of Building Regulations and Standards Expiration: t 1/g/2004 One Ashburton Place Rm 1301 Type: Dl3A Boston,Ma.02108 HARDIGAN MASONARY ,`' RUSSELL HARDIGAN JR 37 WALTHAM CIR W.YARMOUTH, MA 02678 Administrator Not vali thout sign ure rd w , x volt' p.. K: a � ; 1_ ,REF-_>l-A MOO U6:!'i( PM SUSWUEHRNNH Yh HL!GUXW-t- ;,H,n 1YU, :1 1 fit 1 44U r, Uc. Town of Bgrmtal la pepaatox y S ar'vicoa Auadtng Uittleion ' Ta�►�4�i �+dtdlo�Oaaoando��' •..�...:. . �,1QArob�sa�,bla,tmt.W 8�: �OS•75Q-a�30 �� mac; �q��GZ-403g Crnp�cta aa .S�g�This Section If t.1air ABuilder mate a t�elttiv�to v oA 4 by +►by dta;p•rs�*pp pon fart Est�S1 Y 4,.. Ia '�� HaIVJSwal OTOF0 PEI►3 b�iti� b d�/EL16� 10 3-qVd H1IhSkOi 0T0F0Zb809 L0:8Z b00Z/tZ/60 1 i TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map d-3 y Parcel '� Permit# Health Division, Q s3J�� d.I;F Date Issued Conservation Division Division S l �� Fee '�zn" Tax Colle Treasur .SEPT IC SYSTEM. INSTALLED IN COMPLIANCE Planning Dept; WITH TITLE 5 ENVIRONMENTAL CODE AND.. Date Definitive Plan Approved by Planning Board E:. TOV��3 Historic-OKH Preservation/Hyannis 'Project Street Address ��� / i�i� • � i�• Village �l ,Owner ��/ ✓/Jf//'/ S%� � Address �l Telephoned© ' f Permit Request 4f,0,&ZDtd!/d �' J S�✓�1 �c7,E✓ OW Square feet: 1 st floor:existing 6a proposed •2nd floor:existing proposed Total new Estimated Project Cost .3—O o�Zoning District Flood Plain ,e(6 Groundwater Overlay Construction Type Lot Size Grandfathered: B'Yes 0 No If yes,attach supporting documentation. Dwelling Type: Single Family 0_ Two Family ❑ Multi-Family(#units) Age.of Existing Structure 5 Historic House: ❑Yes Flo On Old King's Highway: ❑Yes Basement Type: 5k<ull ❑Crawl e❑/Walkout ❑Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) Number of Baths: Full:existing / new Half:existing / • new Number of Bedrooms: existing new Total Room Count(not including baths):existing 7 new First Floor Room.Count Heat Type and Fuel: 0-'Gas ❑Oil ❑Electric 0 Other Central Air: 0 Yes Pq o Fireplaces: Existing �_ New Existing wood/coal'stove: ❑Yes U<01" Detached garage:❑existing. ❑new size Pool:0 existing 0 new size Barn:❑existing ❑new size Attached garage:0 existing ❑new size Shed:❑existing ❑new size Other: Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ Commercial ❑Yes 8'N0 If yes,site plan review# Current Use / Proposed Use BUILDER INFORMATION Name Telephone Number Address ,��� .Z° �� License# 0'r,9�Y Home Improvement Contractor# a Worker's Compensation# IMC —00520-�O ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO, t SIGNATURE' DATE J _ FOR OFFICIAL USE ONLY . PERMIT NO. DATE ISSUED MAP/PARCEL NO. ` , •, i, s,� f ` ,,,, * j,•-' ' r �. � .n7. yy, j a • �f # e -' • - y"ram i �. 1 . .'� �L ADDRESS ' - s �a r VILLAGE OWNER DATE OF INS'PECTIONA FOUNDATION FRAME INSULATION � • R• Zf.. ty FIREPLACE44 ELECTRICAL: ROUGH FINAL , PLUMBING: ROUGH,? -t — u FINAL GAS: - ROUGH? FINAL FINAL BUILDING DATE CLOSED OUT ASSOCIATION PLAN NO. -c 9 sum Department of Health Safety and Environmental Services Building Division 367 Main Street,Hyannis MA 02601 Office: 508-862-4038 Ralph Crossen Fax: 508-790-6230 Building'Commissione. Permit no. Date AFFIDAVIT HOME IMPROVEMENT CONTRACTOR LAW SUPPLEMENT TO PERMIT APPLICATION MGL c. 142A requires that the"reconstruction,alterations,renovation,repair,modernization,conversion, improvement,removal,demolition,or construction of an addition to any pre-existing owner-occupied building containing at least one but not more than four dwelling units or to structures which are adjacent to such residence or building be done by registered contractors,with certain exceptions,along with other requirements. Type of Work: 2�0 Estimated Cost �a�< Address of Work: Owner's Name: A' 2�L �W Date of Application: I hereby certify that: Registration is not required for the following reason(s): Work excluded by law Job Under$1,000 Building not owner-occupied ❑Owner pulling own permit Notice is hereby given that: OWNERS PULLING THEIR OWN PERMIT OR DEALING WITH UNREGISTERED CONTRACTORS FOR APPLICABLE HOME IMPROVEMENT WORK DO NOT HAVE ACCESS TO THE ARBITRATION PROGRAM OR GUARANTY FUND UNDER MGL c. 142A. SIGNED UNDER PENALTIES OF PERJURY I hereby apply for a permit as the agent of the owner. �— DatJ Contractor Name Registration No. OR Date Owner's Name q:forms:Affidav Department of Indtarrial Accidents w _ ' I;F z `�� 600 Washington Street Boston,Mass. 02111 ' Workers' Compensation Insugmnce Affidavit��O Boom'/////// nIiii� name: ArATLAI location: A7 b 7. Al" Z5 rr" cityv4, 4� phonel ❑ I am a homeowner performing all work myself: /❑ I am a sole orwrietor and have no one/// ,22%//%Z,/////%ice%%////g%% D/////capacity011,11011 I am an employer providing workers' compensation for my employees working an this job. comnnnv name: ni /lam®address: zg, . .., :..:..... ...• :. ... . .... ... .. city: i � hone#: insurance cn: - oiicv# —C &00 ❑ I am a sole proprietor, general contra tor. or homeowner circle one)and have hired the contractors listed below who have the following workers compensation polices: comnnnv name: address: :::ti>•.w>.::.., city: phone* . .. .......... •.,;:..y. ,�;,.�:w_,.�`":. _ comnnnv names address: tits- phone insurance co. ....:...:.:::�,.�•:. :,:..::;..::.: . .. ...:;�::•.• FaIIure to aecnrs eorenge as required under Section 25A of MGL 152 can lead to the imposidan of criminal penalties of a am up to si.500.00 and/or one years'imprisonment as well as civil penaides in the form of a STOP♦VORK ORDER and a line of S100.00 a day against me. I understand that a COPY of this statement mar be forwarded to the Orrice of Investigations of the DIA for coverage verincation. 1 do hereby certif' der the p and es of perjury that the information provided above it true told correct Si _Date Dint name. � ��.� �� Phmte official use only do not write in this area to be completed by city or town oflIdai. city or town: peemitNeense rIBtdiding Deparnnent �Licenabrg Board ❑ check if intnediate response is required ❑Selectmen's OMee ❑Health Department contact person: phone#: ❑Other (mum 9,95 PIA) Massachusetts General Laws chapter 152 section 25 requires all employers to provide workers' compensation for the employees. As quoted from the "law", an employee is defined as every person in the service of another under any cc ~- of hire, express or implied, oral or written. An employer is defined as an individual, partnership, association, corporation or other legal entity, or any.two or more c: the foregoing engaged in a joint enterprise, and including the Iegal representatives of a deceased employer, or the recce z•e: trustee of an individual,partnership, association or other legal entity, employing employees. However the owner of a dwelling house having not more than three apartments and who resides therein, or the occupant of the dwelling house of another who employs persons to do maintenance , construction or repair work on such dwelling house or an the grounds c. building appurtenant thereto shall not because of such employment be deemed to be an employer. MGL chapter 152 section 25 also states that every state or local licensing agency shall withhold the issuance or renew, of a license or permit to operate a business or to construct buildings in the commonwealth,for any applicant who has not produced acceptable evidence of compliance with the insurance coverage required.' Additionally,neither.the . commonwealth nor any of its political subdivisions shall eater into any contract for the performance of public work unto acceptable evidence of compliance with the insurance requirements ofthis chapter have been presented to the contcactin.s authority. --------------------------------------------- Applicants • Please fill in the workers' compensation affidavit completely, by checking the box that applies to your simaticm and supplying company names, address and phone numbers along with a certificate of insurance as all affidavits may be submitted to the Department of Industrial Accidents for confirmation of kmirance coverage. Also be sure to sign and %date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being requested, not the Department of Industrial Accidents. Should you have any questions regarding the 'law"or if you . .,,are required to obtain a workers' compensation policy, please call the Department at the number listed below. City or Towns Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant Please be sure to fill in the permitllicemse number which will be used as a refe rn=member. The affidavits may be returned io the Department by mail or FAX unless other arrangements have been made. The Office of Investigations would like to thank you in advance for you cooperation and should you have any questions. please do not hesitate to give us a call. The Department's address, telephone and fax number. The Commonwealth Of Massachusetts Department of Industrial Accidents Office of imresugadoas 600 Washington street Boston;Ma. 02111 fax#: (617) 727-7749 phone #: (617) 7274900 e= 406, 409 or 375 Tabf*iSZIb(eonduumo Prderipdre Packages for dug and Tiro-Family RnWmtW Buddlap Heated with Form Fuel MAXIMUM MINIMUM Olaidug (3lariag Ceiling Wall Floor I Basement Slab Heauag/Coofing Ann'(1A) U-valued It value' R value' RwaluJ Wall Plea E4Wlmem EiHdcw? IP=kzw I Rwaiulo &valud 5701 to 6S00 Headug Degree Days' Q I2Yo 0.40 38 13 19 10 6 Normal R 12Y. 0.52 30 19 19 10 6 Normal s 12Y. 030 38 13 19 10 6 85 AFUE T 15% 036 38 13 25 WA WA Normal U I SY. 0.46 38 19 19 1 10 6 Normal V 150/0 0.44 38 13 25 WA WA 83 AFUE W 1SY. 0.32 30 19 19 10 6 8s AFUE X 19% 032 38 13 2S WA WA Nomad Y 19% 0.42 1 38 19 ?s WA WA Normal Z 18Y• 0.42 38 13 19 10 6 "AFUE AA 19% OJO 30 19 19 10 6 90 AnM 1. ADDRESS OF PROPERTY: 2. SQUARE FOOTAGE OF ALL EXTERIOR WALLS: 3. SQUARE FOOTAGE OF ALL GLAZING: A/ / A 4. %GLAZING AREA(#3 DIVIDED BY#2): S. SELECT PACKAGE(Q—AA-see chart above): NOTE: OTHER MORE INVOLVED METHODS OF DETERMINING ENERGY REQUIREMENTS ARE AVAILABLE. ASK US FOR THIS INFORMATION. BUILDING INSPECTOR APPROVAL: YES: NO: q-forms-f980303a Footnotes to Table J5.2.1 b: Glazing area is the ratio of the area of the glazing assemblies (including sliding-glass doors, skylights, and basement windows if located in walls that enclose conditioned space, but excluding opaque doors)to the gross wall area, expressed as a percentage. Up to 1%of the total glazing area may be excluded from the U-value requirement. For example,3 ft of decorative glass may be excluded from a building design with 300 ft of glazing area. ' After January 1, 1999, glazing U-values must be tested and documented by the manufacturer in accordance with the National Fenestration Rating Council (NFRC) test procedure, or taken from Table JI.5.3a. U-values are for whole units: center-of-glass U-values cannot be used. ' The ceiling R-values do not assume a raised or oversized truss construction. If the insulation achieves the full insulation thickness over the exterior walls without compression, R 30 insulation may be substituted for R-38 insulation and R-38 insulation may be substituted for R-49 insulation. Ceiling R-values represent the sum of cavity insulation plus insulating sheathing (if used). For ventilated ceilings, insulating sheathing must be placed between the conditioned space and the ventilated portion of the roof. 'Wall R-values represent the sum of the wall cavity insulation plus insulating sheathing (if used). Do not include exterior siding, structural sheathing,and interior drywall. For example, an R-19 requirement could be met EITHER by R-19 cavity insulation OR R-13 cavity insulation plus R-6 insulating sheathing. Wall requirements apply to wood-frame or mass(concrete,masonry, log)wall constructions,but do not apply to metal-frame construction. "Me floor requirements apply to floors over unconditioned spaces(such as unconditioned crawlspaces,basements, or garages). Floors over outside air must meet the ceiling requirements. `The entire opaque portion of any individual basement wall with an average depth less than 50%below grade must meet the same R-value requirement as above-grade walls. Windows and sliding glass doors of conditioned basements must be included with the other glazing. Basement doors must meet the door U-value requirement described in Note b. 'The R-value requirements are for unheated slabs.Add an additional R-2 for heated slabs. ' If the building utilizes electric resistance heating use compliance approach 3, 4, or 5. If you plan to install more than one piece of heating equipment or more than one piece of cooling equipment, the equipment with the lowest efficiency must meet or exceed the efficiency required by the selected package. 'For Heating Degree Day requirements of the closest city or town see Table J5.2.1 a NOTES: a)Glazing areas and U-values are maximum acceptable levels. Insulation R-values are minimum acceptable levels. R-value requirements are for insulation only and do not include structural components. b)Opaque doors in.the building envelope must have a U-value no greater than 0.35. Door U-values must be tested and documented by the manufacturer in accordance with the NFRC test procedure or taken from the door U-value in Table J1.5.3b. If a door contains glass and an aggregate U-value rating for that door is not available, include the glass area of the door with your windows and use the opaque door U-value to determine compliance of the door. One door may be excluded from this requirement(i.e.,may have a U-value greater than 0.35). c) If a ceiling,wall, floor,basement wall,slab-edge,or crawl space wall component includes two or more areas with different insulation levels, the component complies if the area-weighted average R-value is greater than or equal to the R-value requirement for that component. Glazing-or door components comply if the area-weighted average U- value of all windows or doors is less than or equal to the U-value requirement(0.35 for doors). 43 05/rO/1999 0025 5087907905 9i 7905 r . CAPES IF:'ii PAGE 0 ., J� 5 N -how IN x'Fj AS, o,c 1a,, , u •. L _ - � .. ��i r� mac+ '..{. _� �°. Mop: .. �. p y d At 0 _ ev t-�,�,ry� :``1,r� rr9 �:�m � � 4 7 a i� p " t •II h, 9h " t, •'r .Y A f e R 77 t i F a - RAW DP Al. .:�° ' L r�� .4 a a n rr��dd•.ef1s .# v _ a >.a t r 9 .'^*x r ���k -._if�.'x.. 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"AN r % t I-C j j!• rr- i..{ F�Gk ,t s: r y•� �� rq' f'?'s�J/, 44''�'` _prr - -L ..r d L .e. z -i col ;' r� i v S , H i C_UJ� l `cm `"ii"J UlWi �C7 "' '' �� • PC) & 7a8 071c 70 ��_'r ! rap e7ur.'&.'.fire.....r.e: ):«v.!'`r51 arose,., i } I _ ,may Qom, •�� w+x'J.Gwpy3 nay,.. � _ " "1 r R, .t in a kv00 _ v CIJ Oto in r^ � V J � T� �0 T .iW� . Ln r V L In 1 p N @M d t e Lj � 8 l' f If IT LI Ll a.rr.Pr, l i j. J- EAST ELEVA71 NORTH ELEVATION 1 A_^ yr•!'•a yr-r•er ,y LU I - I I I _ I • 1 I T r �.� I 'I '1f—� I 0� T I I 1 I i.... i •'•I 1 1- I,w-. l ,. ''�K+w'. � � �l0 LP TTT VIE a . .•�'- �._. I = I w��wy•� e �r ../roar K � ✓� . ♦ � _ • y�wf. .»r,w fi w..♦l-. ... 11' � 0 . `` ..nu.rlme w�wwm a•+ {Iµ m.p.P A'I { 0 N/F CBIDH Richard C. & Ann P. Leahy Fn d 2902/245 CBIDH S 64o13'07 E. ,r 294. 75 ' Fnd j 2871)11 lbo ad MIN z �75- N O Existing o,L Z�, — �� ,, 2 Sty VyIF cam° �� O N-. �_ - � / Dwelling O Q O #1067 x O . 1 SB OO � / Exis tin g I U C I � Septic _ L f BOH Cord TO BE l T J 1 REMO vED r1-1 I _ /N I. 000 Exist' Porchg W i W i 00 3 T/ PROPOSED SEPTIC SYSTEM DIRECTIONS: .__ __� _.- __— _m.. __..__. ___ �_�2'�—_.� �-- ,� -� PRO. (SEE SHEET 2 OF 2 FOR DETAILS) ! From Hyannis - Take Route 28 towards Cotuit; "' -� O 00I rl ONl Take a left at the lights in Cotuit onto Putnam t I i Avenue, and follow to the end; Take a left onto _ � r Main Street, and house is on the right, tf11067. O' OVERLAY DISTRICT: Ff 2 I �. t 1 � �•'�, • '' '`��� AP Aquifer Protection District �� ,�• r.,} As Shown on Plan Entitled "Revised Groundwater Protection i /19 T, _ - /� r I •• x`� 1 Overlay Districts" - April, 7993 -. ' Pu brig �,,•� �- Landing ZONE: NOTES: 6 ' Cotuit fG' tn: 11 RF & RPOD 1. The property line Information shown was FOCUSArea (min.) 87,120 SF compiled from available record information. r Frontage min 750' t } } 3 } � a`• �. 9 (min) 2.) The location of the existing structures was ob Setbacks: Q 1 from on on the ground survey performed on July 7 ., •lye veZ- arc Fronf 30' or between 21/August/02 and 5/5eptember/02 •^ r`�, t ••°.e�j �c Side 15' �t Rear 15' J.) The topographic information was obtained t from the Town of Barnstable G.I.S. .29733 ' � CIVIL � `� ' SB •� r' LOCATION MAP: FLOOD ZONE: 4.) The datum used !s NGw '29, a fixed mean Fn d sea level datum. / ti �, Scale: 1' = 2000' Zone C Community Panel No. A �. ASSESSORS REF.. #250001 0018 D Map 34, Parcel 75 July 2, 1992 Revision Add Perc Test Data I Date: 07/27 05 Title: Site Plan Prepared By: Prepared For: � v P Da-tL �D/c 7/Q5 CD Proposed Improvements Sullivan Enaineerina, Inc. CapeSury William H, & Judith A, Simpson � _- o ' 7 Parker Rood. 2�32 HepPtewhi to Drive Scale: 1` = 20' A t PO Box 0 Osferville MA 02655 1067 Main Street ostervifle, MA c265s 508 420-3994.(508)420-J995-fax York,. PA, 17404 Barnstable (Cotuit), MASS, (508)428-JJ44 (508)428-d715 fax ( ) Project 25022 PSu11PE®oaL cam copesuh0capecod.net