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Home My WebLink About0034 JULIE LANE 3� �/'E GftNE %. THE FOLLOWING IS/ARE THE BEST IMAGES FROM POOR QUALITY ORIGINAL (S) I A , -- m / �C(�J LI DATA l,'Et./[:.i:fi S R 1J)'. 1012 .. •' 1',u' I,: UJ P1''.RIMi`I' f)Z'GCR.!P'r10J.N 3) SDRM SINGLE RH} INCJ� � a, PttRMI`I' 'CY iE BLII I.,j TITLE NEW ICESIMEN'T 4, 3 t?M':` Regulatory Servicp.s AND '4R. r BSI' ,0 MASS. BUILDING DIVISION BY r s THIS PERMIT CONVEYS NO RIGHT TO OCCUPY ANY STREET, ALLEY OR SIDEWALK OR ANY PART THEREOF EITHER TEMPORARILY OR PERMANENTLY.EN- CROACHMENTS ON PUBLIC PROPERTY,NOT SPECIFICALLY PERMITTED UNDER THE BUILDING_CODE MUST BE APPROVED BY THE JURISDICTION.STREET OR ALLEY GRADES AS WELL AS DEPTH AND LOCATION OF PUBLIC SEWERS MAY BE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS.THE ISSUANCE OF THIS PERMIT DOES NOT RELEASE THE APPLICANT FROM THE-CONDITIONS OF ANY APPLICABLE SUBDIVISION RESTRICTIONS. MINIMUM OF FOUR CALL-INSPECTION-REQUIRED = FOR ALL-CONSTRUCTION WORK: APPROVED PLANS MUST BE RETAINED ON JOB AND WHERE APPLICABLE, SEPARATE J 1.FOUNDATIONS OR FOOTINGS THIS CARD KEPT POSTED UNTIL FINAL INSPECTION 2. PRIOR TO COVERING STRUCTURAL MEMBERS HAS BEEN MADE.WHERE"A CERTIFICATE OF OCCU- !I PERMITS ARE REQUIRED FOR (READY TO LATH). PANCY IS REQUIRED,SUCH BUILDING SHALL NOT BE ELECTRICAL,PLUMBING AND MECH- 3,INSULATION. OCCUPIED UNTIL FINAL INSPECTION HAS)BEEN MADE. ANICAL INSTALLATIONS. 4.FINAL INSPECTION BEFORE OCCUPANCY. BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS ;gAA osc 2 2 r�r Gpi5 P I_ P! " w 2 l t7 jo i, I 3 1 HEATING INSPECTION APPROVALS ENGINEERING DEPARTMENT 7-1 s 2 B D A H I OTHER: t)v,, SITE PLAN REVIEW APPROVAL wv F ORK SHALL NOT PROCEED UNTIL PERMIT WILL BECOME NULL AND VOID IF CON- INSPECTIONS INDICATED ON THIS HE INSPECTOR HAS APPROVED THE STRUCTION WORK IS NOT STARTED WITHIN SIX CARD CAN BE ARRANGED FOR BY ARIOUS'STAGES OF CONSTRUC— MONTHS OF DATE THE PERMIT IS ISSUED AS TELEPHONE OR WRITTEN NOTIFICA- TION. NOTED ABOVE. , TION. PERM. IT X 171 TOWN OF BARNSTABLE _ BUILDING PERMIT { PARCEL ID 021 102 GEOBASE ID 1012 ADDRESS 34 JULIE LANE PHONE COTUIT ZIP — LOT 6 BLOCK, LOT SIZE DBA DEVELOPMENT DISTRICT CT PERMIT TYPE BC0 9 TITLEIPTION CERTIFICATE OF OCCUPANCY77 38R. SINGLE W/GA CONTRACTORS: Department of ARCHITECTS: Regulatory Services TOTAL FEES: $25.00 BOND $.00 ��ME CONSTRUCTION COSTS $.00 756 CERTIFICATE OF OCCUPANCY 1 PRIVATE +► sAMSTABLE, MASS. 039. 1 BUILDING NISI BY DATE ISSUED 09/09/2004 EXPIRATION DATE TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map (��- Parcel a 2 Permit# Health Division a-OD3-345 '71�*3 3&a"., Date Issued BIZ? 3 Conservation Division 3 J3"y S3 Application"Foe, Tax Collector / 3 = Permit Fee Treasurer .V SEPTIC SYSTEM PAUST BE } Planning Dept.. �a cpr-., �k`�° �f INSTA=IN COMPLIANCE WITH TITLE B Date Definitive Plan Approved by Planning Board _ I%`7�1- ; /,�y �?, ENVIRONMENTAL CODE AND Historic-OKH Preservation/Hyannis TOWN REGUd.TIONS F Project Street Address 3 lu �� 1s -L0.j `' Village CO 4:c1 I - ` Owner G aL_ TC N F(J I��I LL Address 60 0 00!'-.1 Telephone �0' �(2 q O C1`1 Permit Request AA—, l-toil� � ��IZ o%5,iv` S Square feet: 1 st floor: existing proposed 1701 2nd floor: existing proposed 1� Total new 2 Z Zoning District Flood Plain Groundwater Overlay Project Valuation Construction Type Lot Size Sr-\ 3�c� Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation. Dwelling Type: Single Family Two Family ❑ Multi-Family(#units) Age of Existing Structure Historic House: ❑Yes `P No On Old King's Highway: ❑Yes Oslo Basement Type: ull ❑Crawl ❑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 new 03 First Floor Room Count - f Heat Type and Fuel: )6 Gas 0 Oil ❑ Electric ❑Other Central Air: ❑Yes ❑ No Fireplaces: Existing New 0 Existing wood/coal stove: D-Yes ❑No\ Detached garage:0 existing O new sized Pool:0 existing O new sizd�" Barn:❑existing ❑new size Attached garage:❑existing ❑new size I L�'�`'� Shed:❑existing ❑new size Other: _ cn %10 Zoning Board of Appeals Authorization' ❑ Appeal#. Recorded❑ Commercial ❑Yes 4N o If yes, site plan review# ' w Current Use Proposed Use BUILDER INFORMATION Name /\A C A So -I Telephone Number 5 0 2 -7 2 Address 5:5� Lv v,- Potilo A, License# �_'S C) 72 �rL3 t9!Zs id/-S 0A I L 1, ) Z VO )9 Home Improvement Contractor# - Worker's Compensation# 73 08 r4 qY ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO PIN S1 `i`A r1yr'. SIGNATURE DATE 15-`0 FOR OFFICIAL USE ONLY PERMIT NO. , DATE ISSUED !' 1: MAP/PARCEL NO. ADDRESS VILLAGE OWNER DATE OF.INSPECTION: FOUNDATION G FRAME T1 1c,,16 �G l2� �`I INSULATION FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH ' FINAL 71 g..f GAS: ROUGHf :• FINAL FINAL BUILDING ` �Z ��.- �} DATE CLOSED OUT I'--; ASSOCIATION PLAN NO.! e oFtMEfp,,� The Town of Barnstable BARNSTABLE.q Department of Health Safety and Environmental Services MASS. 0 PrFDMA'�a. Building Division 200 Main Street,Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Inspection Correction Notice Type of Inspection J-11 5 kA a o v, ` Location 3 Y Y.A�.P Lh Permit Number '7}b7 7 Owner Builder One notice to remain on job site, one notice on file in Building Department. The following items need correcting: c{^^ � {' M�5S : AS -�Myv\. ,zAa�rula 5PCt)v\A 10 6i` L-(03 Ll Please call: 508-862--4103 for re-inspection. Inspected by �Y v � Date - 1 �12CH1-TECH 6 school Street cotuit, ma 02635 ASSOCIATES tel: (506) 420-5535 IYIC. fax: (508) 420-5504 architectural design atacotuitaaol.com April 16, 2004 Mr. Thomas Perry Building Commissioner Town of Barnstable Building Division 200 Main Street Hyannis, MA 02601 I Re: Framing Inspection, Eldredge Residence 34 Julie Lane, Cotuit, MA Dear Mr. Perry, An inspection was made on the above referenced project on April 11, 2004. We are satisfied that the Micro-Lam beam at the bottom of the stairs is structurally sound. We have enclosed the calculations for that beam. It also meof:s the intent of the criteria in 780 CMR Sixth Addition. T nk you for your attention in this matter. Y rs trul , Timothy L ff i'resident . +� i. Y`r,P ' ^r+�lti ^3�. r/1{.; "C,"•;�_`q:J ,�1 _;;j;, 3.�+ti') ! \it,�1.^�;�t a�,.: yt:.e^_ pia. - Ycs a: .. i": '_fY. ..\..� A ._� ;V.4(V chi C�� at;� v�;�rtS ':`�a..2�, "�.'•t:�45 +.';..1.Iti P'..'`^��; U�°Y P. I�' ;mot;`-�ri" iVi `jt •. .Py.v ,ti"i Uniformly Loaded Floor Beam[99 BOCA National Building Code(97 NDS))Ver. 5.07 By:Archi-Tech Assoc..Inc-Archi-Tech Assoc.,Inc. on:.04-14-2004-:_10:05:34 AM (Proiect: ELDREDGE Location: 4'FLUSH BM AT-EDGE OF STAIRS-IST FUBASEMENT_GIRT Summary: l(C2 ) 1.75 IN x 5.5 IN x 4.,6'FT J 1.9E iMicrollam-Trus Joist-MacMillan iSection Adequate By: 550.80/o)Controlling Factor. Area/Depth Required 2.63 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN=U3493 Total Load: TLD= 0.02 IN=U2735 Reactions(Each End): Live Load: LL-Rxn= 440 LB Dead Load: DL-Rxn= 122 LB Total Load: TL-Rxn= 562 LB Bearing Length Required(Beam only, Support capacity not checked) BL= 0.21 IN Beam Data: Span: L= 4.0 FT Unbraced Lenqth-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= 0.0 PSF Floor Dead Load-Side One: DL1= 0.0 PSF Tributary Width-Side One: TW1= 0.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 5.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 220 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 61 PLF Total Maximum Load: wT= 281 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'= 2891 PSI Adjustment Factors: Cd=1.00 Cf=1.11 FV: FV= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 562 FT-LB 2.0 ft from left support Critical moment created by combining ail dead and live loads. Controlling Shear: V= . 562 LB At support. Critical shear created by combining all dead and We loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 2.33 IN3 S= 17.65 IN3' Area(Shear): Areq= 2.96 IN2 A= 19.25 IN2 Moment of Inertia(Deflection): Ireq= 5.32 IN4 1= 48.53 IN4 S S1°225S„E 190 0p, q� ti ^o w V6 .fig, 1~ �b �6 LOT 6 0 59,300 SF. 40,375 SF.UPLAND JULIE LANE nGl� 261.39' S 68000'10"E '7certify that thefoundation shown on PLOT PLAN OF LAND this plan is as it act 1 exists on the LOCATED IN ground and th the town of C OTUIT',MAS S. Barnstable C�\ ding PREPARED FOR yard setb o} ,aviD cw �s GRETCHEN REILLEY � - o �, 28085 DATE:SEPT.22,2003 SCALE: 1"=40' date.Sep. FQST t° � CAPE & ISLANDS ENGINEERING flood zone S, MASHPEE,MASS. julielane6 -7 �vl� e �ml� � +-v � �- Multi-Loaded Beamf 99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By: Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 08-28-2003 : 5:26:27 PM Summary: ` Section Adequate Bv: 26.9% Controllinq Factor: Section Modulus/Depth Required 9.98 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— 0.30 IN=U494 Total Load: TLD-Center= 0.43 IN=U347 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3482 LB Dead Load: DL-Rxn-A= 1431 LB Total Load: TL-Rxn-A= 4913 LB Bearinq Lenqth Required(Beam only, Support capacity not checked): BL-A= 1.25 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 4066 LB Dead Load: DL-Rxn-B= 1722 LB Total Load: TL-Rxn-B= 5788 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.47 IN Beam Data: Center Span Lenqth: L2= 12.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:. Lu2-Bottom= 12.5 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= 420 PLF Dead Load: wD-2= 140 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT-2= 578 PLF Point Load 1 Live Load: PL1-2= 998 LB Dead Load: PD1-2= 523 LB Location (From left end of span): X1-2= 6.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 200 PLF Left Dead Load: TRD-Left-1-2= 100 PLF Riqht Live Load: ' TRL-Right-1-2= 200 PLF Riqht Dead Load: TRD-Right-1-2= 100 PLF Load Start: A-1-2= 6.0 FT Load End: A B-1-2= 12.5 FT Load Lenqth: C-1-2= 6.5 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2623 PSI Adjustment Factors: Cd=1.00 Cf=1.01 FV: FV= 285 PSI Adjustment Factors: Cd=1'.00 Design Requirements: Controllinq Moment: M= 19067 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= 5788 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= 87.23 IN3 S= 110.74 IN3 Area(Shear): Areq= 30.47 IN2 A= 59.06 IN2 Moment of Inertia(Deflection): Ireq= 431.19 IN4 1= 622.92 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)]Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 08-28-2003 Project: ELDREDGE-Location: 12.5'VALLEY REAR DORMER J @ Summary: (3)1.75 IN x 11.25 IN x 12.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:26.9% Controlling Factor:Section Modulus/Depth Required 9.98 In SHEAR,MOMENT,AND DEFLECTION DIAGRAMS Load combination shown:Controlling Shear/Moment/Deflection Diagrams 6000 4913 Ibs @ 0 ft 3000 Shear (Ibs) 0 -3000 -6000 -5789 Ibs @ 13 ft 20000 ft-lbs @ 6 ft I 10000 Moment (ft-lb) 0 I ' -10000 I -20000 -.5 I -.25 I Deflection (in) 0 I ' .25 .5 — .432in@6.3ft Center Span = 12.5 ft Controllin4 Load Cases: Shear:Critical shear created by combining all dead loads and live loads on span(s)2 Moment:Critical moment created by combining all dead loads and live loads on span(s)2 Deflection:Critical deflection created by combining all dead loads and live loads on span(s)2 LOADING DIAGRAM P1 A B Center Span =12.5 ft i Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 08-28-2003_: 5:26:27 PM Summary: - /�9E3{r/f�Fe4fam�=�a�aist-fdta�itltrtt�► Section Adequate *Laminations v 0 oment of Inertia/Depth Required 8.43 are to be fully n lly connected to provide% Controlling Factor: ulnifor In m transfer of loads to all members s Center Span Deflections: DLD-Center— 0.13 IN Dead Load: LLD-Center— 0.25 IN=U593 Live Load:Total Load: TLD-Center— 0.38 IN=U396 Center Span Left End Reactions(Support A): LL-Rxn-A= 1486 LB Live Load: DL-Rxn-A= 703 LB Dead Load: TL-Rxn-A= 2189 LB Total Load: Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.83 IN Center Span Right End Reactions(Support B): LL-Rxn-B= 862 LB Live Load: DL-Rxn-B= 444 LB Dead Load: TL-Rxn-B= 1307 LB Total Load: Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.50 IN Beam Data: L2= 12.5 FT Center Span Length: Lu2-Top= 0.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Bottom= 12.5 FT Center Span Unbraced Length-Bottom of Beam: Cd= 1.00 Live Load Duration Factor: L/ 360 Live Load Deflect. Criteria: L/ 300 Total Load Deflect. Criteria: Center Span Loading: Uniform Load: wL-2= 40 PLF Live Load: wD-2= 14 PLF Dead Load: BSW= 10 PLF Beam Self Weight: wT-2= 64 PLF Total Load: Point Load 1 PL1-2= 1056 LB Live Load: PD1-2= 451 LB Dead Load: X1-2= 2.0 FT Location(From left end of span): Point Load 2 PL2-2= 792 LB Live Load: PD2-2= 395 LB Dead Load: X2-2= 7.0 FT Location (From left end of span): Properties For: 1.9E Microllam-Trus Joist-MacMillan Fb= 2600 PSI Bending Stress: Fv= 285 PSI Shear Stress: E= 1900000 PSI Modulus of Elasticity: Fc_perp= 750 PSI Stress Perpendicular to Grain: Adjusted Properties Fb'= 2694 PSI Fb'(Tension): Adjustment Factors: Cd=1.00 Cf=1.04 Fv`_ 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: M= 6216 FT-LB Controlling Moment: 7.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 V_ 2189' LB Controlling Shear: 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: Sreq= 27.69 IN3 Section Modulus(Moment): S= 49.91 IN3 Area(Shear): Areq= 11.52 IN2 A= 32.38 IN2 Ireq Moment of Inertia(Deflection): = 230.8.844 IN4 1= 230 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: 08-28-2003 Project: ELDREDGE-Location: 12.5 STRUCT. RAFTER UNDER GARAGE DORMER Summary: (2)1.75 IN x 9.25 IN x 12.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:32.0% Controlling Factor: Moment of Inertia/Depth Required 8.43 In SHEAR,MOMENT,AND DEFLECTION DIAGRAMS Load combination shown:Controlling Shear/Moment/Deflection Diagrams 3000 2189 Ibs @ 0 ft 1500 Shear (Ibs) 0 -1500 -3000 -1307 Ibs @ 13 ft 7000 6216 ft-Ibs @ 7 ft�! 3500 I Moment (ft-lb) 0 I -3500 I -7000 -.5 -.25 Deflection I �' (in) 0 J .25 k .5- .378in@6.1ft Center Span =12.5 ft Controlling Load Cases: Shear:Critical shear created by combining all dead loads and live loads on span(s)2 Moment: Critical moment created by combining all dead loads and live loads on span(s)2 Deflection:Critical deflection created by combining all dead loads and live loads on span(s)2 LOADING DIAGRAM P1 P2 W A B Center Span = 12.5 ft l i i 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: 08-28-2003: 5:26:26 PM Summary: Section Adequate By: 36.8% Controlling Factor: Section Modulus/Depth Required 9.62 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center— 0.10 IN Live Load: LLD-Center= 0.22 IN=U599 Total Load: TLD-Center— 0.32 IN=U414 i Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2483 LB Dead Load: DL-Rxn-A= 1091 LB Total Load: TL-Rxn-A=' 3574 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.36 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2720 LB Dead Load: DL-Rxn-B= 1203 LB j Total Load: TL-Rxn-B= 3923 LB 4 Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.49 IN Beam Data: i Center Span Length: L2= 11.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.0 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= 255 PLF Dead Load: wD-2= 85 PLF { Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 352 PLF Point Load 1 Live Load: PL1-2= 998 LB 1 Dead Load: PD1-2= 523 LB i Location(From left end of span): X1-2= 4.0 FT f Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 200 PLF Left Dead Load: TRD-Left-1-2= 100 PLF f Right Live Load: TRL-Right-1-2= 200 PLF Right Dead Load: TRD-Right-1-2= 100 PLF Load Start: A-1-2= 4.0 FT Load End: B-1-2= 11.0 FT + Load Length: C-1-2= 7.0 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'= 2623 PSI Adjustment Factors: Cd=1.00 Cf=1.01 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: ' Controlling Moment: M= 11794 FT-LB 4.95 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 3923 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=- 53.96 IN3 S 73.83 IN3 Area(Shear): Areq= 20.65 IN2 A= 39.38 IN2 Moment of Inertia(Deflection): Ireq= 240.89 IN4 1= 415.28 IN4 4, ' i 4 y - Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)]Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 08-28-2003 Project: ELDREDGE-Location: 1 V VALLEY @ FRONT OF MAIN HOUSE Summary: (2)1.75 IN x 11.25 IN x 11.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:36.8% Controlling Factor:Section Modulus/Depth Required 9.62 In SHEAR,MOMENT,AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 4000 3574 Ibs @ 0 ft 2000 Shear (Ibs) 0 -2000 -4000 -3923 Ibs @ 11 ft 20000 11794 ft-Ibs @ 5 ft I 10000 Moment (ft-lb) 0 I -10000 I -20000 -.4 I I -.2 Deflection (in) 0 I .2 .4 .319in@5.5ft Center Span =11 It Controlling Load Cases: Shear:Critical shear created by combining all dead loads and live loads on span(s)2 Moment:Critical moment created by combining all dead loads and live loads on span(s)2 Deflection:Critical deflection created by combining all dead loads and live loads on span(s)2 LOADING DIAGRAM P1 A B Center Span =11 ft A Roof Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By: Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 08-28-2003: 5:26:25 PM Summary: �Stwrxcttrral�Sp - - Section Adequate By: 75.0% Controlling Factor: Area/Depth Required 5.71 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Span Deflections: Dead Load: DLD-Center= 0.04 IN Live Load: LLD-Center— 0.06 IN=U2079 Total Load: TLD-Center= 0.09 IN=U1272 Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 792 LB Dead Load: DL-Rxn-A= 395 LB Total Load: TL-Rxn-A= 1187 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= 396 LB Dead Load: DL-Rxn-B= 209 LB Total Load: TL-Rxn-B= 605 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= 5.7 FT Pitch Of Roof- RP= 12 : 12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loading: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 10.0 PSF Rafter Length(Hip/Valley)-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 Length(Hip/Valley)-Side Two: RL2= 5.7 FT Tributary Width Based on full span of rafters. Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 5 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 9.82 FT Beam Triangular Live Load Adjusted for Slope: TRL= 160 PLF Beam Triangular Dead Load Adjusted for Slope: TRD= 93 PLF Beam Uniform Dead Load Adjusted for Slope: wD_adj= 4 PLF Properties For: Select Structural-Spruce-Pine-Fir Bending Stress: Fb= 1250 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1500000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1581 PSI Adjustment Factors: Cd=1.15 Cf=1.10 Fv': FV= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 1620 FT-LB 4.911 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 851 LB At support.. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 12.29 IN3 S= 42.78 IN3 Area(Shear): Areq= 15.86 IN2 A= 27.75 IN2 Moment of Inertia(Deflection): Ireq= 46.67 IN4 1= 197.86 IN4 � a Roof Beam[99 BOCA National Building Code(97 NDS)]Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:08-28-2003 Project: ELDREDGE-Location:&VALLEY IN DORMER OVER GARAGE DOORS Summary: (2) 1.5 IN x 9.25 IN x 8.0 FT (Actual 9.8 FT) /Select Structural-Spruce-Pine-Fir-Dry Use Section Adequate By:75.0% Controlling Factor:Area/Depth Required 5.71 In SHEAR, MOMENT,AND DEFLECTION DIAGRAMS Load combination shown:Controlling Shear/Moment/Deflection Diagrams 900 851 Ibs @ 0 ft 450 Shear (Ibs) 0 -450 -900 -437 Ibs @ 10 ft 2000 1620 ft-Ibs @ 4 ft 1000 Moment (ft-lb) 0 I -1000 I -2000 -.1 I I -.05 Deflection (in) 0 I .05 I 1 . 2in@4.7ft Span =8 ft(9.82 ft) Controllinq Load Cases: Shear:Critical shear created by combining all dead and live loads. Moment:Critical moment created by combining all dead and live loads. Deflection:Critical deflection created by combining all dead and live loads. LOADING DIAGRAM A B Span =8 ft(9.82 ft) Uniformly Loaded Floor Beam[99 BOCA National Building Code(97 NDS))Ver: 5.07 By: Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 08-28-2003: 5:26:24 PM Summary: t Section Adequate By: 42 1% Controlling.Factor: Moment, of Inertia/Depth Required 8.23 In. Deflections: DLD= 0.09 IN Dead Load: LLD 0.18 IN=U650 Live Load: TLD= 0.27 IN=U426 Total Load.- Reactions(Each End): LL-Rxn= 998 LB Live Load: DL-Rxn= 523 LB. Dead Load_ TL-Rxn= 1520 LB Total Load: BL= 1.16 IN Bearing Length Required(Beam only, Support capacity not checked): Beam Data: L= 9.5 FT Span: Lu= 0.0 FT Unbraced Lenqth-Top of Beam: U 360 Live Load Deflect. Criteria: U 300 Total Load Deflect. Criteria: Floor Loading: LL1= 20.0 PSF Floor Live Load-Side One: DL1= 10.0 PSF Floor Dead Load-Side One: TW1= 10.5 FT Tributary Width-Side One: LL2= 40.0 PSF Floor Live Load-Side Two: DI — 10.0 PSF Floor Dead Load-Side Two: TW2= 0.0 FT Tributary Width-Side Two: Cd= 1.00 Live Load Duration Factor: WALL= 0 PLF' Wall Load: Beam Loading: wL= 210 PLF Beam Total Live Load: BSW= 5 PLF Beam Self Weight: wD= 110 PLF Beam Total Dead Load: wT= 320 PLF Total Maximum Load: Properties For: 1.9E Microllam-Trus Joist-MacMiiian Fb= 2600 PSI Bending Stress: Fv-- 285 PSI Shear Stress: E= 1900000 PSI Modulus of Elasticity: Fc_perp= 750 PSI Stress Perpendicular to Grain: Adjusted Properties Fb'= 2694 PSI Fb'(Tension): Adjustment Factors: Cd=1.00 Cf=1.04 Fv`— 285 . PSI Fv': — Adjustment Factors: Cd=1.00 Design Requirements: M= 3611 FT-LB Controlling Moment- 4.75 ft from left support Critical moment created by combining all dead and live loads. V= 1520 LB Controlling Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Sreq= 16.08 w Section Modulus(Moment): S= 24.96 IN3 Areq= 8.00 IN2 Area(Shear): A= 16.19 IN2 Ireq= 81.23 IN4 Moment of Inertia(Deflection): . , I— 115.42 IN4 b r `T Uniformly Loaded Floor Beam[99 BOCA National Building Code(97 NDS)]Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 08-28-2003 Project: ELDREDGE-Location:9.5'HDR.@ CLG. BTWN FRNT&REAR VALLEYS Summary: 1.75 IN x 9.25 IN x 9.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:42.1% Controlling Factor: Moment of Inertia/Depth Required 8.23 In SHEAR,MOMENT,AND DEFLECTION DIAGRAMS Load combination shown:Controlling Shear/Moment/Deflection Diagrams 2000 1520 Ibs @ Oft 1000 Shear (Ibs) 0 -1000 -2000 -1521 Ibs @ 9 ft I 4000 3611 ft-Ibs @ 5 ft i 2000- Moment I (ft-lb) 0 , -2000 -4000 I 4 $ -.2 I Deflection (in) 0 .2 .4 .267in@4.8ft Span =9.5 ft Controlling Load Cases: Shear:Critical shear created by combining all dead and live loads: Moment:Critical moment created by combining all dead and live loads. Deflection:Critical deflection created by combining all dead and live loads. LOADING DIAGRAM 1 W i A B Span =9.5 ft jf ' Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 BY: Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc, on: 08-28-2003 : 5:26:28 PM IMP Summary: Section Adequate By: 10.6% Controllinq Factor: Moment of Inertia/Depth Required 8.95 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.18 IN Live Load: LLD-Center- 0.29 IN= U533 Total Load: TLD-Center= 0.47 IN=U332 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1583 LB Dead Load: DL-Rxn-A= 892 LB Total Load: TL-Rxn-A= 2476 LB Bearinq Lenqth Required(Beam only, Support capacity not checked): BL-A= 0.63 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 1157 LB Dead Load: DL-Rxn-B= 956 LB Total Load: TL-Rxn-B= 2113 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.54 IN Beam Data: Center Span Lenqth: L2= 13.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 13.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 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= 15 PLF Total Load: wT-2= 69 PLF Point Load 1 Live Load: PL1-2= 2220 LB Dead Load: PD1-2= 888 LB Location(From left end of span): X1-2= 5.25 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 75 PLF Riqht Live Load: TRL-Riqht-1-2= 0 PLF Riqht Dead Load.- TRD-Right-1-2= 75 PLF Load Start: A-1-2= 5.25 FT Load End: B-1-2= 13.0 FT Load Lenqth: C-1-2= 7.75 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'= 2694 PSI Adjustment Factors: Cd=1.00 Cf=1.04 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 11964 FT-LB 5.33 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= 2476 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= 53.30 IN3 S= 74.87 IN3 Area(Shear): Areq= 13.03 IN2 A= 48.56 IN2 Moment of Inertia(Deflection): Ireq 313.17 IN4 1= 346.26 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)]Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:08-28-2003 Project: ELDREDGE-Location: 13'STRUCT RAFTER ABOVE MSTR B.R.&B.R.#2 Summary: (3)1.75 IN x 9.25 IN x 13.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 10.6% Controlling Factor: Moment of Inertia/Depth Required 8.95 In SHEAR,MOMENT,AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 3000 2476 Ibs @ 0 ft 1500 Shear (Ibs) 0 -1500 -3000 -2113 Ibs @ 13 ft 20000 11964 ft-Ibs @ 5 ft 10000 Moment (ft-Ib) 0 -10000 -20000 -.6 -.3 Deflection (in) 0 .3 .6- .47in@6.2ft Center Span = 13 ft Controllin4 Load Cases: Shear:Critical shear created by combining all dead loads and live loads on span(s)2 Moment: Critical moment created by combining all dead loads and live loads on span(s)2 Deflection:Critical deflection created by combining all dead loads and live loads on span(s)2 LOADING DIAGRAM P1 W A B Center Span =13 It i Uniformly Loaded Floor Beam(99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 BV:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 08-28-2003: 5:23:22 PM act. ONDR29 es - Summary: y '•�6?61�E�ll�icroltaTaa�Tr=tom-Joist--Maell�iv Section Adequate BV: 32.3% Controllinq Factor: Moment of Inertia/Depth Required 10.25 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.14 IN Live Load: LLD= 0.35 IN=U555 Total Load: TLD= 0.48 IN= U397 Reactions(Each End): Live Load: LL-Rxn= 2220 LB Dead Load: DL-Rxn= 888 LB Total Load: TL-Rxn= 3108 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.79 IN Beam Data: Span: L= 16.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loadinq: Floor Live Load-Side One: LL1= 30.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 5.25 FT Floor Live Load-Side Two: LL2= 30.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 4.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 278 PLF j Beam Self Weight: BSW= 18 PLF Beam Total Dead Load: wD= 111 PLF Total Maximum Load: wT= 388 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 f Stress Perpendicular to Grain: Fc perp= 750 PSI [ Adjusted Properties Fb'(Tension): Fb'= 2623 PSI Adjustment Factors: Cd=1.00 Cf=1.01 FV: Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 12431 FT-LB 8.0 ft from left support Critical moment created by combining all dead and live loads. ' Controllinq Shear: V= 3108 LB At support. Critical shear created bV combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 56.87 IN3 S= 110.74 IN3 Area(Shear): Areq= 16.36 IN2 A= 59.06 IN2 Moment of Inertia(Deflection): Ireq= 470.98 IN4 1= 622.92 IN4 i _ 1 ,R Uniformly Loaded Floor Beam[99 BOCA National Building Code(97 NDS)]Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:08-28-2003 Project: ELDREDGE-Location: W ROOF BEAMS ABOVE B.R.#2&MSTR B.R. Summary: (3) 1.75 IN x 11.25 IN x 16.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:32.3% Controlling Factor: Moment of Inertia/Depth Required 10.25 In SHEAR,MOMENT,AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 4000 3108 Ibs @ 0 ft 2000 Shear (Ibs) 0 -2000 -4000 -3108 Ibs @ 16 ft 20000 12431 ft-Ibs @ 8 ft I 10000 Moment (ft-lb) 0 I -10000 I � -20000 -.6 I I -.3 Deflection (in) 0 I .3 .6 — .483in@8ft Span = 16 ft Controlling Load Cases: Shear:Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection:Critical deflection created by combining all dead and live loads. LOADING DIAGRAM A B Span = 16 ft 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: 06-28-2003: 5:26:24 PM RS Summary: -- - - - - -- -93 --E1r93ldse Section Adequate By: 13.9% Controlling.Factor: Area/Depth Required 8.12 In Deflections: Dead Load: DLD= 0.10 IN Live Load: LLD= 0.13 IN=U991 Total Load: TLD= 0.23 IN=U575 Reactions(Each End): Live Load: LL-Rxn= 330 LB Dead Load: DL-Rxn= 239 LB. Total Load: TL-Rxn= 569 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.89 IN Beam Data: Span: L= 11.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 300 Floor Loadinq: Floor Live Load-Side One: LL1= 30.0 PSF Floor Dead Load-Side One: DL1= 20.0 PSF Tributary Width-Side One: TW1= 2.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 10.0 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= 60 PLF Beam Self Weight: BSW= 3 PLF Beam Total Dead Load: wD= 43 PLF Total Maximum Load: wT= 103 PLF Properties For: Select Structural-Spruce-Pine-Fir Bendinq 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'= 1375 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Fv': FV= 70 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment M= 1564 FT-LB 5.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 569 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 13.65 IN3 S= 21.39 IN3 Area(Shear): Areq= 12.18 IN2 A= 13.88 IN2 Moment of Inertia(Deflection): Ireq= 51.59 IN4 1= 98.93 IN4 i Uniformly Loaded Floor Beam[99 BOCA National Building Code(97 NDS)]Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 08-28-2003 i Project: ELDREDGE-Location: I VEND BM @ CANTILEVER OVER GARAGE DOORS Summary: 1.5 IN x 9.25 IN x 11.0 FT /Select Structural-Spruce-Pine-Fir-Dry Use Section Adequate By: 13.9% Controlling Factor:Area/Depth Required 8.12 In SHEAR,MOMENT,AND DEFLECTION DIAGRAMS Load combination shown:Controlling Shear/Moment/Deflection Diagrams 600 569 Ibs @ Oft 300 Shear (Ibs) 0 i -300 -600 -569 Ibs @ 11 ft 2000 1564 ft-Ibs @ 6 ft 1000 Moment (ft-lb) 0 j -1000 1 � 1 -2000 -.3 -.15 t j Deflection I i (in) 0 .15 .3 .229 in @ 5.5 ft {{' Span = 11 ft f Controlling Load Cases: Shear:Critical shear created by combining all dead and live loads: f Moment:Critical moment created by combining all dead and live loads. l Deflection:Critical deflection created by combining all dead and live loads. LOADING DIAGRAM A B�Span = 11 ft 1 4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 08-28-2003 : 5:26:29 PM 2* Summary: Section Adequate By: 10.5% Controlling Factor: Area/Depth Required 8.37 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= 0.07 IN=U1370 Total Load: TLD-Center= 0.09 IN=U959 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3949 LB Dead Load: DL-Rxn-A= 1616 LB Total Load: TL-Rxn-A= 5565 LB i Bearing Length Required(Beam only, Support capacity not checked): BL-A= 2.12 IN , Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 693 LB ! Dead Load: DL-Rxn-B= 325 LB I Total Load: TL-Rxn-B= 1018 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.39 IN Beam Data: Center Span Length: L2= 7.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.5 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= 27 PLF Dead Load: wD-2= 14 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 51 PLF Point Load 1 I Live Load: PL1-2= 4440 LB {f Dead Load: PD1-2= 1760 LB Location(From left end of span). X1-2= 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 Fw: Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: M= 5505 FT-LB Controlling Moment: 1.05 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= 5565 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= 24.52 IN3 S= 49.91 IN3 Area(Shear): Areq= 29.29 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 72.24 IN4 1= 230.84 IN4 I 4 "t T� Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)]Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 08-28-2003 Project: ELDREDGE-Location:7.5 BEAM IN 2ND FL. CEILING BELOW DORMER Summary: (2)1.75 IN x 9.25 IN x 7.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 10.5% Controlling Factor:Area/Depth Required 8.37 In SHEAR,MOMENT,AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 6000 0 ft 30007 Shear (Ibs) 0 -3000 -6000 -1019 Ibs @ 8 ft 6000 5505 ft-Ibs @ 1 ft 3000 Moment (ft-lb) 0 I -3000 -6000 -.1 -.05 Deflection (in) 0 .05 .1 in @ 3.2 ft Center Span =7.5 ft Controllinq Load Cases: Shear:Critical shear created by combining all dead loads and live loads on span(s)2 Moment: Critical moment created by combining all dead loads and live loads on span(s)2 Deflection:Critical deflection created by combining all dead loads and live loads on span(s)2 LOADING DIAGRAM P1 W A B Center Span =7.5 ft i 1 Multi-Span Floor Beamf 99 BOCA National Buildinq Code(97 NDS))Ver: 5.07 By: Archi-Tech Assoc. Inc. , Archi•Tech Assoc. Inc. on: 08-28-2003 : 5:26:30 PM _ R Summary: DOIrI[E- '�aist�ac�Ai'Ita�r � Section Adequate By: 39.7% Controlling Factor: Section Modulus/Depth Required 9.71 In Center Span Deflections: Dead Load: DLD-Center— 0.09 IN Live Load: LLD-Center= 0.20 IN=U672 Total Load: TLD-Center= 0.28 IN=U467 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1056 LB Dead Load: DL-Rxn-A= 451 LB I Total Load: TL-Rxn-A= 1507 LB Bearinq Lenqth Required(Beam only, Support capacity not checked BL-A= 1.15 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 1056 LB Dead Load: DL-Rxn-B= 451 LB Total Load: TL-Rxn-B= 1507 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.15 IN Beam Data: Center Span Lenqth: L2= 11.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.0 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: 11 Floor Live Load: FLL-2= 30.0 PSF Floor Dead Load: FDL-2= 10.0 PSF f Floor Tributary Width Side One: Trib-1-2= 4.0 FT Floor Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self Weight: BSW= 6 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 120 PLF Total Dead Load: wD-2= 40 PLF Total Load: wT-2= 166 PLF Point Load Live Load: PL-2= 792 LB ` Dead Load: PD-2= 395 LB Location (From left end of span): X-2= 5.5 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 1 Stress Perpendicular to Grain: Fc_perp= 750 PSI k Adjusted Properties Fb'(Tension): Fb'= 2623 PSI Adjustment Factors: Cd=1.00 Cf=1.01 FV: Fv'= 285 PSI Adjustment Factors: Cd=1.00 I Design Requirements: j Controllinq Moment: M= 5777 FT-LB 5.5 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= 1507 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: t Section Modulus(Moment): Sreq= 26.43 IN3 t Area(Shear): Areq= 36.93 IN2 A= 19.69 IN2 I Moment of Inertia(Deflection): Ireq= 133.49 IN4 1= 207.64 IN4 �f I I Multi-Span Floor Beam[99 BOCA National Building Code(97 NDS)]Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:08-28-2003 Project: ELDREDGE-Location: 1 T ROOF BM ABOVE GARAGE @ DORMER Summary: 1.75 IN x 11.25 IN x 11.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:39.7% Controlling Factor: Section Modulus/Depth Required 9.71 In SHEAR,MOMENT,AND DEFLECTION DIAGRAMS Load combination shown:Controlling Shear/Moment/Deflection Diagrams 2000 1507 Ibs @ 0 ft 1000 Shear (Ibs) 0 -1000 -2000 -1508 Ibs @ 11 ft 6000 5777 ft-Ibs @ 6 ft I 3000 Moment (ft-lb) 0 I -3000 -6000 I -.4 I -.2 I Deflection (in) 0 I .2 .4 .282in@5.5ft Center Span = 11 ft Controlling Load Cases: Shear:Critical shear created by combining all dead loads and live loads on span(s)2 Moment:Critical moment created by combining all dead loads and live loads on span(s)2 Deflection:Critical deflection created by combining all dead loads and live loads on span(s)2 LOADING DIAGRAM P1 W A B Center Span = 11 ft IT 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: 08-28-2003 : 5:26:30 PM Summary: Section Adequate By: 19.2% Controlling Factor:Area/Depth Required 8.43 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— 0.18 IN=U592 Total Load: TLD-Center= 0.25 IN =U429 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3088 LB Dead Load: DL-Rxn-A= 1149 LB Total Load: TL-Rxn-A= 4238 LB Bearinq Lenqth Required(Beam only, Support capacity not checked): BL-A= 1.08 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 5721 LB Dead Load: DL-Rxn-B= 2227 LB Total Load: TL-Rxn-B= 7948 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 2.02 IN Beam Data: Center Span Lenqth: L2= 9.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-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= 30.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 9.0 FT Floor Tributary Width Side Two: Trib-2-2= 9.0 FT Beam Self Weight: BSW= 16 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 540 PLF Total Dead Load: wD-2= 180 PLF Total Load: wT-2= 736 PLF Point Load Live Load: PL-2= 3949 LB Dead Load: PD-2= 1616 LB Location (From left end of span): X-2= 7.5 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 12206 FT-LB 5.76 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= 7948 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= 54.57 IN3 S= 78.97 IN3 Area(Shear): Areq= 41.83 IN2 A= 49.88 IN2 Moment of Inertia(Deflection): Ireq= 262.34 IN4 1= 375.10 IN4 Multi-Span Floor Beam[99 BOCA National Building Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:08-28-2003 Project: ELDREDGE-Location: 9'BEAM IN 2ND FL. BTWN B.R.'S Summary: (3) 1.75 IN x 9.5 IN x 9.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 19.2% Controlling Factor:Area/Depth Required 8.43 In SHEAR,MOMENT,AND DEFLECTION DIAGRAMS Load combination shown:Controlling Shear/Moment/Deflection Diagrams 8000 4238 Ibs @ 0 ft 4000 Shear (Ibs) 0 -4000 -8000 79481bs 20000 12206 ft-Ibs @ 6 ft 10000 Moment (ft-lb) 0 -10000 j -20000 -.4 -2 Deflection (in) 0 .2 .4 .251 in@4.8ft—� Center Span =9 ft Controlling Load Cases: Shear:Critical shear created by combining all dead loads and live loads on span(s)2 Moment:Critical moment created by combining all dead loads and live loads on span(s)2 Deflection:Critical deflection created by combining all dead loads and live loads on span(s)2 LOADING DIAGRAM P1 AL A B Center Span =9 ft Multi-Span Roof Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By: Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 08-28-2003 : 5:26:31 PM Summary: Section Adequate By: 31.4% Controlling Factor: Section Modulus/Depth Required 9.81 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center— 0.15 IN Live Load: LLD-Center= 0.32 IN=U471 Total Load: TLD-Center= 0.47 IN= U319 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2562 LB Dead Load: DL-Rxn-A= 1198 LB Total Load: TL-Rxn-A= 3759 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.43 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2562 LB Dead Load: DL-Rxn-B= 1198 LB Total Load: TL-Rxn-B= 3759 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.43 IN Beam Data: Center Span Length: L2= 12.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.5 FT Live Load Duration Factor: Cd 1.15 Pitch Of Roof: RP= . 9 : 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: U 180 Center Span Loading: Uniform Load: Roof Live Load: RLL-2= 30.0 PSF Roof Dead Load: RDL-2= 10.0 PSF Roof Tributary Width Side One: Trib-1-2= 6.0 FT Roof Tributary Width Side Two: Trib-2-2= 5.0 FT Beam Self Weight: BSW= 12 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 330 PLF Total Dead Load(Adjusted for Roof Pitch): wD-2= 138 PLF Total Load: wT-2= 480 PLF Point Load Live Load: PL-2= 998 LB Dead Load: PD-2= 523 LB Location(From left end of span): X-2= 6.25 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'= 3016 PSI Adjustment Factors: Cd=1.15 Cf=1.01 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 14124 FT-LB 6.25 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 3759 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= 56.19 IN3 S= 73.83 IN3 Area(Shear): Areq 17.20 IN2 A= 39.38 IN2 Moment of Inertia(Deflection): Ireq= 233.97 IN4 1= 415.28 IN4 Multi-Span Roof Beam[99 BOCA National Building Code(97 NDS)]Ver. 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:08-28-2003 Project: ELDREDGE-Location:VALLEY Summary: (2)1.75 IN x 11.25 IN x 12.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:31.4% Controlling Factor:Section Modulus/Depth Required 9.81 1n SHEAR,MOMENT,AND DEFLECTION DIAGRAMS Load combination shown:Controlling Shear/Moment/Deflection Diagrams 4000 3759 Ibs @ 0 ft 2000 Shear (Ibs) 0 -2000 L -4000 -3760 Ibs @ 13 ft } 20000 14124 ft-Ibs @ 6 ft 10000 I Moment I (ft-lb) 0 I -10000 I i! -20000 I 1 I -.6 -.3 Deflection (in) 0 .3 i f .6- .469in@6.3ft- Center Span = 12.5 ft I Controlling Load Cases: f Shear:Critical shear created by combining all dead loads and live loads on span(s)2 Moment: Critical moment created by combining all dead loads and live loads on span(s)2 Deflection:Critical deflection created by combining all dead loads and live loads on span(s)2 LOADING DIAGRAM P1 A B �. Center Span =12.5 ft RESIDENTIAL BUILDING PERNUT FEES APPLICATION FEE New Buildings,Additions $5.0.00 Alterations/Renovations $25.00 Building Permit Amendment $25.00 FEE VALUE WORKS NEW LIVING SPACE Z? q square feet x$96/sq.foot= z f y x.0031= plus from below(if applicable) ALTERATIONS/RENOVATIONS OF EXISTING SPACE square feet x$64/sq.foot= x.0031= plus from below(if applicable) GARAGESS (attached&detached) p p Z square feet x$32/sq.ft._ a y x.0031= o ACCESSORY STRUCTURE>120 sq.ft. >120 sf-500 sf $35.00 >500 sf-750 sf 50.00 >750 sf-1000 sf 75.00 >1000 sf-1500 sf 100.00 >1500 sf-Same as new building permit: square feet x$96/sq.foot= x.0031= STAND ALONE PERMITS Open Porch x$30.00= (number) Deck x$30.00= 3 o (number) Fireplace/Chimney x$25.00= (number) Inground Swimming Pool $60.00 Above Ground Swimming-Pool $25.00 Relocation/Moving $150.00 r (plus above if applicable) - - O'7 /,73 Permit Fee I ' Bk 16973 P040 �b130H 05-23-2003 81 01 2 40P r i W! 16 F;i 12: 30 Town of Barnstable Zoning Board of Appeals Decision and Notice Appeal 2003-051—Reilly Variance Sections 3-1.4(5) Bulk Regulation,Minimum Lot Area&3.5.3 Resource Protection Overlay District To allow a lot of 0.93-acres upland to be buildable for a single-family dwelling Summary: Granted with Conditions ; 4 Petitioner: Gretchen Reilly Property Address: 34 Julie Lane,Cotuit,MA Assessor's Map/Parcel: Map 021,Parcel 102 Zoning: Residential F Zoning District i Relief Requested&Background: According to the Assessor's Record;the property at issue is a vacant 1.36-acre parcel. The lot in question has only 0.93 acres of upland and does not meet the minimum area requirements of zoning. The lot is owned by M.Leonard Lewis and Ann Marie Lewis,Trustees of Halcyon Trust. The applicant,Gretchen Reilly has a signed Purchase and Sales agreement with the owner. Subdivision Number 336 created the subject lot in 1974. That subdivision was submitted to the Planning Board in December of 1973 and approved by the Planning Board on June 17,1974. It created 9 lots located along two,short roadways—Julie and Trudy Lanes-located off Santuit Road. On that subdivision plan the subject lot is labeled Lot#6. I� At the time of its creation the lot contained only 40,375 sq.ft of upland. Although the RF Zoning District required 43,560 sq.ft.of lot area,the Zoning Bylaw at that time required"70 percent of the required zoning area of such lot shall be upland"(provision C of Section J-Intensity Regulations—Residential Districts). 1 The subject lot met the requirements of Zoning at the time it was created on June 17,1974. In.1983 that provision of the Zoning Bylaw was amended to require"100 percent of the required zoning area of such lot shall be contiguous upland."Under MGL Chapte40A,Section 6,the 1974 subdivision plan would have had seven years of grandfathering from any change in the zoning requirements. Those subdivision grandfathering rights would have expired by 1983 and the amendment to 100%upland would have caused the lot to be undersized and a non-buildable lot. Procedural&Hearing Summary: This appeal was filed at the Town Clerk's Office and at the Office of the Zoning Board of Appeals on February 04,2003. A public hearing before the Zoning Board of Appeals was duly advertised and notice f sent to all abutters in accordance with lvfGL Chapter 40A. The hearing was opened April 02,2003,at which time the Board found to grant the appeal. Board Members deciding this appeaLwere,Richard L. Boy,Ron S.Janson,Thomas A.DeRiemer,Jeremy Gilmore and Chairman Daniel M.Creedon. Attorney John W.Kenney,representing Gretchen Reilly along,with Tim Luft,architect,and Mr.Jason „ Eldridge,employed by the applicant,who will also be the final occupant of.the home were present. Mr. Kenney stated that the property is 1.36-acre parcel,however,it has only 0.93 acres of upland. Mr.Kenney Sk 16973 " Ps41 #61308 j r l Decision and Notice-Appeal 2003-051-Reilly j Variance-Sections 3-1.4(5)Minimum Lot Area&3-5.3 Resource Protection Overlay District noted that the zoning changed to one acre in 1973 but did not require a full acre of uplands and when created,it met the requirements of zoning. The changed zoning in 1983 to require 1-acre of continuous upland,caused the non-conformity in the lot. He also stated that the subdivision remained dormant until the 1990's when the roads were constructed. He cited that the Planning Board never identified the zoning issues,and the owner thought it was legally grandfathered. They had continuously paid taxes on the lot as a developable lot. a The Board noted the area is now zoned two acres and Mr.Kenney stated that he is requesting the variance j from that requirement of Resource Protection Overlay District also, The Board discussed the concept of merger and questioned if and.what lots would it have merged with. The neighboring lots No.5 and 7 were all built upon before 1999. Mr.Kenney stated lots in this subdivision are larger than most in the vicinity. Mr.'Luft stated the site plan is an overview of entire site.He noted that the proposed dwelling would conform to the setback requirements of zoning and that it would be a three-bedroom home { 1 j Public comment was requested and no one spoke in favor or in opposition to the request." j Findings of Fact: - At the hearing of April 02,2003,'the Board unanimously made the following findings of fact: 1. The applicant is Gretchen Reilly,the property is shown on Assessor's Map 021,-Parcel 102 addressed as 34 Julie Lane,Cotuit,MA in a Residential F Zoning District and Aquifer Protection Overlay District. 2. The property consists of about 1.36 acres of land. 3. The lot in question has only 0.93 acres of upland. 4. Subject lot created by Subdivision Number 336 in 1974,did conform to Zoning Bylaws in 1983. i Zoning Bylaw changed to require lots in RF Zone to have a minimum of 1-acre upland,lot did not t comply in that regard. 5. This lot is as big if not bigger than most lots in area and has continuously been assessed as a buildable lot in the Town of Barnstable. 6. A literal enforcement of the provisions of the Zoning Ordinance would involve substantial economic hardship. 4. 7, Relief maybe granted without substantial detriment to the public good and without nullifying or } substantially derogating from the intent or purpose of the Zoning Ordinance.It would be in the spirit- and intent of Bylaws to encourage like-size lots. Decision: Based on the findings of fact,a motion was duly made and seconded to grant the variance to Bulk . 1 -Regulations,Minimum Lot Area of one acre and the Resource Protection Overlay District requirements of 1 two acres to permit this lot with 0.93 acres of upland to be developable subject to the following conditions: 1. The dwelling shall not exceed three bedrooms. a 2. The septic system leach field shall be located a minimum of 100 feet from the wetlands and shall meet Title 5 requirements without variance. 3. The structure is limited to no more than two-stories and shall not exceed 24 feet in height as measured .. to plate. 4. Building on the lot shall meet all municipal requirements;health,building,fire'and any order of , conditions from the Conservation Commission. 2 Sk 16973 Pg42 061308 G I Decision and Notice-Appeal 2003-051-Reilly Variance-Sections 3-1.4(5)Minimum Lot Area&3-5.3 Resource Protection Overlay District f The vote was as follows: AYE: Richard L.Boy,Ron S.Janson,Thomas A.DeRiemer,Jeremy Gilmore,Daniel M.Creedon NAY: None Ordered: Variance 2003-051 is granted with conditions. This decision must be recorded at the Registry of Deeds for I it to be in effect. The relief authorized by this decision must be exercised in one year. - 1 Appeals of this decision,if any,shall be made pursuant to MGL Chapter 40A,Section 17,within twenty (20)days after the date.of the filing of this decision. A copy of which must be filed in the office of the Town Clerk. niel M.Creedon,Chairman Dat Signed I,Linda Hutchenrider,Clerk of the Town of Barnstable,Barnstable County,Massachusetts; eTeb'• fit that twenty(20) days have elapsed since the Zoning Board of Appeals filed this decisiogr:71 r*d ♦ '+, of the decision has been filed the ce of the Town Clerk. f q } Signed and sealed this day o d the p ' and I >x ; da Hutchennder,Town tg �••..., t _ r w . l Bk 16973 Ps 43 Proof of Public ation f - E LEGAL NOTiCES t TOWN OF BARNSTA13LE ZONING BOARD OF APPEALS I 1 NOTICE OF PUBLIC HEARING UNDER THE ZONING ORDINANCE APRIL 02,2003 To all persons interested in.or affected by the Zoning Board of Appeals unde.Section 1 t,of Chapter 40A of the General Laws of the Commonwealth of Massachusetts,and all i amendments thereto you are hereby notified that: { 7:00PM Lane ' Carol Mae Lane has applied for a Family Apartment Special Permit pursuant toSeeal ca n 3- 1-1(3)(0)of the Zoning Ordinance. The family apartment is to be within the existing single- family structure.The property is shown on Assessoris Map 129.Parcel003 addressed 1025 Service Road,West Barnstable in a Residential F Zoning District. #7:15PM Reilly Gretchen Reilly has applied for a Variance to Section 3.1.4(5)Bulk Regulations,Minimum 4 Lot Size and Section 3.5.3 Resource Protection Overlay District.to allow an undersized lot to be developable for a one single-family residence. The property is shown on Assessons Map 021.Parcel 102 addressed 34 Julie Lane,Cotuit,MA in a Residential FZoning District. 7:30PM Murphy Appeal 2003.52 Marietta Murphy has applied for a Variance to Section 3.1.3(5)Bulk Regulations.Minimum Front Yard Setback to allow the existing structure to Intrude into the required front yard v setback as it now exists. The property is shown on Assessors Map 316.Parcel 055 I addressed as 11 Coral Way,Barnstable.MA in a Residential F.1 Zoning District.7;45PM Rogers r Holl R Appsonal ofe Pre- Existing y ogershasappliedforaSpecialPermitpursuanttoSection4.4.5(2)Expansife Nonconforming Use to permit the demolition of one of two existing single-family property is shown on Assessoris Map 196.Parcel 011 and addressed as 1655 Main Street., dwellings on the property and its reconstruction with expansion in the same location. The West Barnstable.MA in a Residential F Zoning District. 8:00PM Off The Cuff,Inc. Off The Cuff,Inc.,d/b/a Capeway Cleaner;has applied for a Special Pe pp al 2000puua-54 fi Section 3.3.6(3)Conditional Uses in,the Highway Business Zoning District permit a dry i to cleaning drop offend pick up service{rw processing on site);The subject property is shown on Assessoris Map 274.Parcel 007,HOO and is addressed a;Unit 10,12201yannough Road (Route 132).Hyannis,MA in a Highway Business Zoning District.. These Public Hearings will be held at the Barnstable Town Hell,367 Main Street.Hyannis. MA.Hearing Room,2nd Floor,Wednesday.April 02,2003. Plans and applications maybe reviewed at the Planning Division,Zoning Board of Appeals Office,Town Offices,200 Main f'Street,Hyannis.MA. . Daniel M.Creedon, Chairman The Barnstable Patriot wing Board of Appeals I March 14 and 21.2003 i h s zp W C0 M Abutters within 300' of Map 021 Parcel 102 Wo} o This list by itself does NOT constitute a certified list of abutters and is provided only as an aid to the determination of abutters. The requestor of this �F list is responsible for ensuring the correct notification of.abutters. Owner and address data taken from Assessor's database November 2002. rj)►— w r� Mappar Ownerl Owner2 Address 1• Address 2 City State Zip Country ma:< 02t001 BARNSTABLE,TOWN OF(CON) CONSERVATION COMMISSION_ 367 MAIN HYANNIS 1MA 02601 USA STREETJ��_�� h 021014004 STETSON,JOHN B 1V&SOLVEiG W. 533 WATERS IN EWTON SQUARE PA 19073 USA EDGE 1014005 ODENCE,SUSANNA B PO BOX 503 COTUIT MA 02635 USA ' co Y 0210I5 BARNSTABLE,TOWN OF(CON) CONSERVATION COMMISSION 57677 MAN HYANNI$ 1MA 02601 USA Q 021016 BARNSTABLE,TOWN OF(CON) CONSERVATION COMMISSION 367 MAN jHYANNIS MA 0260-1 ` USA=�,: O ISTREET 021018 BARNSTABLE,TOWN OF(MUN) 367 MAIN HYANNIS' ---:[MA 02601 USA STREET 021098 LEWIS,M LEONARD&ANN MARIE °/d10I DSTEIN,STANLEY&MARY T 111 BRIGHAM HUDSON MA 01749 USALU RS STUNIT 12E tit 02[099 - LESWIS,M LEONARD&ANN MARIE LYNNE ,DOUG A JOHN& ROAD 17 LEWIS POND --- — COTUIT--- ]MA]6j635 - USA m 021100 HOOVER,JAMES D JR&KIMBERLY%ORME,MARY 2 JULIE LN COTUIT�-- MA 02635 USA -� d 02[101 ROGERS,WILLIAM 1&ANN K 181ULIE LN COTUIT - MA 02635 USA m 021102 LEWIS,M LEONARD&ANN MARIE ---- AV WIANNO WIANNO 021 L03 HENDRICK,PETER J&MARJORIE R 250 WALTHAM -W EST NEW - TON' MA 02465 ST ----�� 02l]04 S,M LEONARD&ANN MAT III J AVE ANN� WIANNO MA 02655--USA l Tuesday,March 11,2003 - _. _ -- Y --— - Page I of 1 TOWN CLERK. BARNSTABLE MASS, BEAM 7M3 APR 16 P11 12: 30 Town of Barnstable Zoning Board of Appeals Decision and Notice Appeal 2003-051-Reilly Variance - Sections 3-1.4(5) Bulk Regulation,Minimum Lot Area&3-5.3 Resource Protection Overlay District To allow a lot of 0.93-acres upland to be buildable for a single-family dwelling Summary: Granted with Conditions Petitioner: Gretchen Reilly Property Address: 34 Julie Lane,Cotuit,MA Assessor's Map/Parcel: Map 021,Parcel 102 Zoning: Residential F Zoning District Relief Requested &Background: According to the Assessor's Record, the property at issue is a vacant 1.36-acre parcel. The lot in question has only 0.93 acres of upland and does not meet the minimum area requirements of zoning. The lot is owned by M.Leonard Lewis and Ann Marie Lewis,Trustees of Halcyon Trust. The applicant,Gretchen Reilly has a signed Purchase and Sales agreement with the owner. Subdivision Number 336 created the subject lot in 1974. That subdivision was submitted to the Planning Board in December of 1973 and approved by the Planning Board on June 17, 1974. It created 9 lots located along two short roadways-Julie and Trudy Lanes -located off Santuit Road. On that subdivision plan the subject lot is labeled Lot# 6. At the time of its creation the lot contained only 40,375 sq.ft. of upland. Although the RF Zoning District required 43,560 sq.ft. of lot area,the Zoning Bylaw at that time required"70 percent of the required zoning area of such lot shall be upland" (provision C of Section J-Intensity Regulations-Residential Districts). The subject lot met the requirements of Zoning at the time it was created on June 17, 1974. In 1983 that provision of the Zoning Bylaw was amended to require"100 percent of the required zoning area of such lot shall be contiguous upland."Under MGL Chapte40A,Section 6, the 1974 subdivision plan would have had seven years of grandfathering from any change in the zoning requirements. Those subdivision grandfathering rights would have expired by 1983 and the amendment to 100%upland would have caused the lot to be undersized and a non-buildable lot. Procedural&Hearing Summary: This appeal was filed at the Town Clerk's Office and at the Office of the Zoning Board of Appeals on February 04,2003. A public hearing before the Zoning Board of Appeals was duly advertised and notice sent to all abutters in accordance with MGL Chapter 40A. The hearing was opened April 02,2003,at which time the Board..found to grant the appeal. Board Members deciding this appeal were,Richard L. Boy,Ron S.Janson,Thomas A. DeRiemer,Jeremy Gilmore and Chairman Daniel M. Creedon. -- Attorney John-W.-Kenney,representing Gretchen Reilly along-with Tim-Luft,-architect,-and-Mr.Jason Eldridge,employed by the applicant,who will also be the final occupant of the home were present. Mr. Kenney stated that the property is 1.36-acre parcel,however,it has only 0.93 acres of upland. Mr. Kenney I Decision and Notice-Appeal 2003-051-Reilly Variance-Sections 3-1.4(5)Minimum Lot Area&3-5.3 Resource Protection Overlay District noted that the zoning changed to one acre in 1973 but did not require a full acre of uplands and when created,it met the requirements of zoning. The changed zoning in 1983 to require 1-acre of continuous upland,caused the non-conformity in the lot.. He also stated that the subdivision remained dormant until the 1990's when the roads were constructed. He cited that the Planning Board never identified the zoning issues,and the owner thought it was legally grandfathered. They had continuously paid taxes on the lot as a developable lot. The Board noted the area is now zoned two acres and Mr. Kenney stated that he is requesting the variance from that requirement of Resource Protection Overlay District also. The Board discussed the concept of merger and questioned if and what lots would it have merged with. The neighboring lots No. 5 and 7 were all built upon before 1999. Mr. Kenney stated lots in this subdivision are larger than most in the vicinity. Mr.Luft stated the site plan is an overview of entire site.He noted that the proposed dwelling would conform to the setback requirements of zoning and that it would be a three-bedroom home Public comment was requested and no one spoke in favor or in opposition to the request. Findings of Fact: At the hearing of April 02,2003, the Board unanimously made the following findings of fact: f 1. The applicant-is Gretchen Reilly,the property is shown on Assessor's Map 021,Parcel 102 addressed as f 34 Julie Lane,Cotuit,MA in a Residential F Zoning District and Aquifer Protection Overlay District. l 2. The property consists of about 1.36 acres of land. ` 3. The lot in question has only 0.93 acres of upland. 4. Subject lot created by Subdivision Number 336 in 1974,did conform to Zoning Bylaws in 1983. Zoning Bylaw changed to require lots in RF Zone to have a minimum of 1-acre upland,lot did not comply in that regard. 5. This lot is as big if not bigger than most lots in area and has continuously been assessed as a buildable lot in the Town of Barnstable. 6. A literal enforcement of the provisions of the Zoning Ordinance would involve substantial economic hardship. 7. Relief may be granted without substantial detriment to the public good and without nullifying or substantially derogating from the intent or purpose of the Zoning Ordinance. It would be in the spirit and intent of Bylaws to encourage like-size lots. Decision: Based on the findings of fact,a motion was duly made and seconded to grant the variance to Bulk Regulations,Minimum Lot Area of one acre and the Resource Protection Overlay District requirements of two acres to permit this lot with 0.93 acres of upland to be developable subject to the following conditions: 1. The dwelling shall not exceed three bedrooms.. 2. The septic system leach field shall be located a minimum of 100 feet from the wetlands and shall meet Title 5 requirements without variance. 3. The structure is limited to no more than two-stories and shall not exceed 24 feet in height as measured to plate. 4 Building-on-the-lot-shall meet-all-municipal requirements;--health;-building,fire and anT order of — conditions from the Conservation Commission. 2 Decision and Notice-Appeal 2003-051 -Reilly Variance-Sections 3-1.4(5)Minimum Lot Area&3-5.3 Resource Protection Overlay District The vote was as follows: AYE: Richard L. Boy,Ron S.Jansson,Thomas A.DeRiemer,Jeremy Gilmore,Daniel M. Creedon NAY: None Ordered: Variance 2003-051 is granted with conditions. This decision must be recorded at the Registry of Deeds for it to be in effect. The relief authorized by this decision must be exercised in one year. Appeals of this decision,if any,shall be made pursuant to MGL Chapter 40A,Section 17,within twenty (20) days after the date of the filing of this decision. A copy of which must be filed in the office of the Town Clerk. Gac niel M. Creedon, Chairman Ida t Signed I,Linda Hutchenrider,Clerk of the Town of Barnstable,Barnstable County,Massachusetts,hereby certify- that twenty(20) days have elapsed since the Zoning Board of Appeals filed this decision and that no appeal of the decision has been filed in the ce of the Town Clerk. Signed and sealed this — day o VdaHutchenridper-,-Town theand penalties of perjury. Clerk 3 I Proof of Publication LEGAL NOTICES TOWWOF BARNSTABLE:ZONING BOARD OF,APPEALS n. NOTICE.OF PUBLIC HEARING UNDER THE;ZONlNG';ORDINANCE: ' , APRIL 02,2003 To alf,perSons;mterested m or affected by the Zoning Board•'of Appeals underSec2ion b t of Chapter 40A of the`GeneraV , s.Of.the Commonwealth of:Massachusetts and`aIL'.. amendments thereto you are hereby notified that 7 00PM Lane Caroi:Mae Lane has applied fora Family Apartment Special Permit pursuant to Section 3- 1 1(3)(D)of the Zoning Ordinance The family'apartment is to be within the existing single .':family structure The property is shown on Assessoris Map 129 Parcel 003 addressed'1025 r Service Road ,West Bamstable in a Residential F Zoning Distnct 7 15PM Redly g Appeal 2003 51 Gretchen Reilly has applied for a Variance to Section 3 1 4(5)Bulk Regulations.Minimum Lot Size and Section 3 5 3 Resource Protection Overlay District to allow an undersiied lot-' to be developable for a one single fam�lyres�tlence(.The property i§shown,6nAssessoris Map 021 Parcel 102 addressed 34 Julie Lane Cotuit MA ina Residential F.Zoning District 7:30PM Murphy Appea12003-52 Marietta Murphy has applied fora:Vanance to Section 3 1 3(5)Bulk Regulations;Minimum .? Front:Yard Setback.to.allow the existing;structure'.to Intrude into"the required front yard setback as it now exists The property is shown;on Assessorfs Map 316;;Parce1.;055 addressed as t;i Coral• - Bamstable MA in a Residential F 1 Zoning District 7 45PM " Rogers Holly Rogers has'applied fora Special Permit pursuantto Section 4 4.5(2)E pension of a p e3 Existing Nonconforming Use to'perrrnt the:demolition of:one'oftwo existing single family ,'- dwellings on';the property and its:reconstruction with expansion.in the'same locatron._`The 1 property is shown on Assessoris Ailap 196`Parcel 0:11 and addressed as 1655 Main Street:.11 West.Bamstable MA m:a Residential F Zornii-ng District ' ; f 8 OOP11A Off The CAI Appea12003 54 Off The Cuff`Inc dWb/a Capeway Cleaners has applied for a Speciaf Permit pursuant.to 5; Section 3 3 6l3)Condibonal Uses m the Highway Business Zomng Distnct fo pemut a dry r clearong drop off and pickup sennce,(no processing on site) The'subject property�s shown, onAssessons Map 274 Paroe1007 H00 and is addressed as tJrnt 10 1220Iyannough Road! (Route'132) Hyenrns MA in a Hrghway 8usmess Zo'rnng Distnct° These PubLc Hearings will be held"at the Barnstable Town Hell 367 Main Streett Hyannis; MA Hearing Room Ind Floor Wednesday Apn1021'2003 Plans and'applications may tie ' reviewed at the Planning Division Zornng Board of Appeals Office Town Offices;200 Main.. Street;:Hyanrns'MA Darnel M:Creedon Chairmen; Zoning.Board of.Armeels The Barnstable Ratnot , , Marcht 14.and,.21' 2003 c " I Abutters within 300' of Map 021 Parcel 102 This list by itself does NOT constitute a certified list of abutters and is provided only as an aid to the determination of abutters. The requestor of this list is responsible for ensuring the correct notification of abutters. Owner and address data taken from Assessor's database November 2002. Mappar Ownerl Owner2 Address I Address 2 City State Zip Country 021001 BARNSTABLE,TOWN OF(CON) CONSERVATION COMMISSION 367 MAIN HYANNIS MA 02601 US i STREET K 621014004 STETSON,JOHN B IV&SOLVEIG W 533 WATERS NEWTON SQUARE PA 19073 US EDGE 021014005 JODENCE,SUSANNA B _ .. _ PO BOX 503 COTUIT IMA 102635 US 021015 BARNSTABLE,TOWN OF(CON) CONSERVATION COMMISSION 367 MAIN HYANNIS MA 02601 JUSA STREET 021016 BARNSTABLE,TOWN OF(CON) CONSERVATION COMMISSION 367 MAIN HYANNIS MA 102601 JUSA /. STREET 021018 BARNSTABLE,TOWN OF(MUN) 367 MAIN HYANNIS MA 102601 US ---- _. STREET 021098 LEWIS,M LEONARD&ANN MARIE %GOLDSTEIN,STANLEY&MARY T 111 BRIGHAM HUDSON IMA 101749 JUSA TRS IST UNIT 12E 021099 LEWIS,M LEONARD&ANN MARIE 0/.ASKEW,DOUGLAS JOHN& 7 LEWIS POND COTUIT IMA 102635 US r TRS LYNNE MARGARET ROAD 021100 HOOVER,JAMES D JR&KIMBERLY%ORME,MARY 2 JULIE LN COTUIT IMA 102635 JUSA '�. 021101 ROGERS,WILLIAM J&ANN K 18 JULIE LN COTUIT IMA 102635 JUSA 026 021102 LEWIS,M LEONARD&ANN MARIE 511 WIANNO WIANNO MA US TRS AVE 55 021103 HENDRICK,PETER J&MARJORIE R 250 WALTHAM WEST NEWTON IMA 102465 1 I f ST 021104 LEWIS,M LEONARD&ANN MARIE 510 WIANNO WIANNO IMA 102655 JUSA l ITR AVE. �3 Tuesday,March 11,2003 Page I of 1 ,k .�3 Bk -16973 -Ps 45 �61309 -2d 3. a'i .. 01 =40P QUITCLAIM DEED M. Leonard Lewis and Ann Mane Lewis, Trustees of the Halcyon Trust, u/d/t dated April 3, 1986 and recorded with Barnstable County Registry of Deeds at Book 5055, Page 009,of Boston, Suffolk County, Massachusetts, for consideration of One Hundred Seventy Seven Thousand Five Hundred ($177,500.00)Dollars paid, grant to The Julie Lane, LLC, with quitclaim covenants,.certain real estate,together with any improvements thereon, if any, in Cotuit, Town of Barnstable, County of Barnstable, Commonwealth of Massachusetts,bounded and described as follows: Being LOT 6 as shown on plan entitled, "Plan of Land Cotuit Barnstable, Mass. Property of Ernest W. Kitchen Scale 1 inch=60 feet April 1974 Whitney &Bassett Architects&Engineers, Hyannis, Mass.",-which plan is duly recorded at Barnstable County Registry of Deeds in;Plan Book 284, Page 098. Together with a fee in Julie Lane'as shown on said plan. Subject to an easement to the New England Telephone and Telegraph Company et. al. dated July 11, 1975 duly recorded with said Deeds in Book 2208, Page 347, and to all other encumbrances and matters of record to the extent in force and applicable. Subject to Voluntary Restrictions, dated February 27, 1996, recorded with said Deeds at Book 10075, page 341. Said covenant shall run with the land. 1 p Vi For Grantors' title, see deed from M..Leonard Lewis and Ann Marie Lewis, husband and as tenants by the entirety, dated May 2, 1986, recorded with said Deeds in Book 5055,Page 015. TNESS OUR HANDS AND SEALS THIS DAY OF MAY 2003. � kit ez"., ne M.Leonard Lewis,as Trustee oF �J— �' the Halcyon Trust and.not individually 0C I 11A i j 0Y9,/(2:f::0 a_9 i ss Ann Marie Lewis, as fr e i W the Halcyon Trust and not individ1Til THE COMMONWEALTH OF MASSACHUSETTS SUFFOLK, SS. May,LZ2003 Then personally appeared the above-named M. Leonard Lewis, Trustee of the Halcyon Trust, and acknowledged the foregoing to be his free act and deed before me. kj Notary Public My commission expires: Li 1,f j f OS s THE COMMONWEALTH OF MASSACHUSETTS SUFFOLK, SS. May2? 2003 Then personally appeared the above-named Ann Marie Lewis, Trustee of the Halcyon Trust, and acknowledged the foregoing to be her free act and deed before me. i Notary Public . { K 28 My commission expires: t(�•XiIO� I� • 2 � Ai 4AIO)r-Z�OAID- C07-l11r-B�QPA1Sr4D1- z' i-v ",055. � P.eo�E-rry tPAlt,5r W A0017-Cl-If-Al ✓`GALE //NCf/-!oOP��7 AiPtaL /974 Ww/TA/t yC•BF+s�e�r'r-A,vc�vir�cY'3c�2'.vG�ivleC.Bs ' f • -S7 • A�sc'ssaxs ti�A�.Vo.0/ LorAlo_ .ZOO/.vo D/s r.eIC r e)f G eO5 5 AetA of SUR0/V/-5/OA/ ' Cy.C�O.ss A.eE•4 4f.2'OAOS �•CGIL.•DG`-J'r.9C5 • �'2roll.5 � ,� ' � � G�[955A.+�E-.4 OF I'��E•�'"L.9it/O� . Zoo,94Z=� .-Y� C�o�.E Vi�vl=yAea �LE,cT2/C Co. U- ,. S.V.447.�. U� II t � � Gd� - SARNSTASLE Pl.AWNIF!+,!Sd?FDYV JUN 1 7 1074 B -mac. U z4 `bl*'-'W.Sans CLe eOf xw TowNOFBA.e.V5rABLC' A ee2=,e)Y C'L`e/ir"Y7AIa7'7AW A1071 ',z.LWOV,44 0 rf✓-•ALAS/ • dY>/✓� PLA.tI.V/A/G d oA.2O f,/As B�CN�2tC�lYccD fA�1/O ReCOR,04t 7 A%1;1/4- A10 N07lCE-Of A<'Pt'AL A1145.2CC,&/llt`D DU.e'/N6 7AY1 1'i4fN7"Y D.-12Y5 A1eX7A1-74&G' .SUCH eeCt°/o7 AivD •2,&CO4eD/.VG .0/f • la w.v CL�-.er. 1 N J o � .�� '_ y G�,�ad off. pro rc sue( 'A - o T �co� ."a 7a�rsn� 00 oi/ F ^!sz-,Gofy / 76,,fcc/ cyaM . y 66 00 e to Q" 6�9 • 0,0 6"7 X-0 r o 7p� `QS/ jey O It 16" re d 7c/ o n . I in��S .. •. d� t F:riunnn 1g'. • r rn w+x.3 1 t �T 0 J�*6OVA, \ N 4 JD Q\'bbti i If N U (1I 0 tiy'sa • c� rl kD 0 3 • Vp I ls,i 3e �1 ;�;3p ca .• Asn�o) 'O� lb A�At rY:-�kvh U o� ti hl•Nd boll Ql N(r �� O la e�TOWN OF EARNSTABLE, MASSACHUSETTS ASSESSORS MAPS p•tt. — I°L• G! O.. .w •°t� O -6, el' U Ioo.� 64 tee— `-� \ 'O� GS' G6 � '� • —_ O + I o •c rl 9Y.c \ v la a` I D As \ roat.c .Bolt 07 9 .E \\ Yo I 5L q r.Et ItI•�� .la,c 30 °t 1 A9 " r 53 'o 0 U: 59 S° i V r h' �h 14 [�`. 'a�qG. )•i. °aMD C rc \ .aO.c �� e 're •t 1 +< U Use36 J A 1 0- .G t7 °r r c e` .74 IY" ('� °s 4 106 If. +rc oe uj •,` ° f /O °.• ® o 9 " � /''• BO 1! / JIl 1 O .!I • + •4 e,c .41,c • 99 9� \a ;0 4OD O 91 /. 104. AL ,� -_..../'• _� \ / O .16.c rr, 0 SOB_ryrrl , - PHEf-AHEO UNDER TIIE UIHECiI!N( Uf tl:E H AHNSTAM.E UOAHU OF ASSES SOHS (� /o SC•LE I'r IOp' AVIS AIRMAP INC. r to lag MASSACII(ISE t IS cormcciicuT + , 3 ►a TOWW OF tARPJSTABLE, MASSACHUSETTS - ► ` ASSE S5GR5 MAPS .ar y 108 `- — —_ Q mot_ �Om91 •V •�� ➢J h 07 �' 1 oo.c � Y r �i'♦ �� ' Sr .ns.c O rfs1•^ u ' Jr I OO.L,C 1' S 1761 o tcc �.�r _ ?< - Juts^� \ x•`4 O Iay' rsr� SC4 EECliq„ all a..< J .._ / Jo Ili/plPl sl 1.o9Pc `' ) •\ ►t / /) Ol ' (r 3 5 9 U 110 � • � I.O�rL-" � 4 1111 K 00 PC :. oac LJ ►� Co!), .•c�� ,�. LL I,p OAE_ p _ vjY � _,IPl ho tat; •6fn'. O Je � I.00,nc �L+ AG e r' O •fc y4 ol ( r apt ,b �- F 1 I I I ( y fo, ' I G ��°''w r } 9 lo •+ .aaf �.lo iLW �.ar,�w rc. na I.►�'K •uai 1 � TpVIN CPN4►NV ATION ,a, r.v> �y ...� •t10 ry.axa a •V r Yft P:4,at __ I a. REV. BY AVIS /97,; i U I4-1 GRIGINCL ISSUE _ : /9. 1 \ C SC-E 1",IW T n �"s►.(19 -I � 6 22 j7 d 56 1 Town of Barnstable y Regulatory Services i BARNSTABLE, = Thomas F.Geiler,Director 9 ass' 4'pT163.iA Building Division Tom Perry, Bunning Commissioner 200 Main Street, Hyannis,MA 02601 Office: 508-862-403 8 Fax: 508-790-6230 Property Owner Must Complete and Sign This Section If Using A Builder as Owner of the subject property hereby authorize NI A RC C'�,oL_i to-act on my behalf, in all matters relative to work authorized bythis building permit application for(address of job) �tureof Owner Date Print Name G �F gU1LDIN'.G REGUI,A�TaIONS Licensee CO NS7RUCTION Sl1PERVISOR. 072653 ' BiRh �1112f1g70 11281 r0 4 Restkir 0 . SOLI � _ � e,��j'�� • Mp;{2C N CA J ,' 55 LONG POND RP` 54- �028 Administrator ` I MARSTONS MILLS, MA 7 ,J !� �ji onvnzaiuue�ac�iugella�• - Board of Building Regulations and Standards i_ HOME IMP'G\VEMENT CONTRACTOR . � R_egis�rafrnn.27�14 . 1`Xp"T l2004 F g !dual ,�ti.• tea Ei`—�:fir MARC N.CASOLII:X\ F. MARC CASOLI 4 c N. 55 LONG POND RD MARSTONS MILLS,MA02648 44tr n lstra'^+ a - r . 5 sr Affidavit of Substantial Financial Interest I, o'`/) �4R-c C lqSy 4-1 of y✓l4n5 jo,,s Yam!c- S , on oath depose and state as follows: 1. 1 am an applicant for a building permit for the property located at Map a Z-1 , Parcel 1U-L . The address of the property is 3-t Sal,-e , & --e d7�. 2. 1 have CD % legal or equitable interest in the real property which is the subject of the building permit application which is identified in paragraph 1 above. 3. Within in the last twelve months from today's date, which is 7--!�3 , the following individuals or entities have had a 1% or greater legal or equitable interest in the real property which is the subject of the building permit application which is identified in paragraph 1 above: Name Address (2 P4CLv,1V �-d• lid �` S$ '7 . 4. Within the last twelve months, from today's date, which is I have had :a 1% or greater legal or equitable interest in the following properties which have been the subject of a building permit application: Map/Parcel `2 Address / .O y1� o 5. Within this calendar year, I have submitted '� building permit applications for property in which I have a 1% or greater legal or equitable interest. 6. Within the last ten days, I have submitted / _ building permit applications for property in which I have a 1% or greater legal or equitable interest. 7. Within this month, I have submitted 0 building permit applications for property in which I have a 1% legal or equitable interest. 8. Within this month, I have received building permits for property in which I have a 1% legal or equitable interest. Signed under the pains and penalties of perjury,,this IE day of 2003. 2001-0050/affin 1 O/LOTTERY/AFFIDAVIT l , I i MAScheck COMPLIANCE REPORT I I Massachusetts Energy Code I Permit # I MAScheck Software Version 2.01 Release 3 I I - I I I Checked by/Date CITY: Barnstable STATE: Massachusetts HDD: 6137 CONSTRUCTION TYPE: 1 or 2 Family, Detached HEATING SYSTEM TYPE: Other (Non-Electric Resistance) DATE: 7-7-2003 DATE OF PLANS; 7-03-03 PROJECT INFORMATION: Eldredge Residence 34 Julie 'Lane Cotuit,MA 02635 COMPANY INFORMATION: Archi-Tech Associates, Inc. 6 School Street Cotuit, MA 02635 COMPLIANCE: Passes Maximum UA = 552 Your Home = 508 Area or Cavity Cont. Glazing/Door Perimeter R-Value R-Value U-Value UA CEILINGS 295 30.0 0.0 10 CEILINGS: Raised Truss 1406 30.0 0.0 45 WALLS: Wood Frame, 16" O.C. 3038 13.0 0.0 249 GLAZING: Windows or Doors 358 0.320 115 DOORS 32 0.280 9 FLOORS: Over Unconditioned Space, 1692 19.0 0.0 80 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 building, and the cooling load if appropriate, has been determined usin the applicable Standard Design Conditions found in the Code. The HVAC e ipment Nelected to heat or cool the building shall be no greater than 25% of 4esign load as specified in Sections 780CMR 13 n 4j4 Builder/Designer Date �' " 027 i ACORD 25-S(7/17) Muir-Lines 'A - R CERTIFICATE OF L-IAf�UTY INSURANCE DA�� - POOMM TH0 CERTIMATE IS ISSUED AS A IUlATtER of u+FoRuATIOM HARMON INSURANCE M ONLY AND CONFERS TKO RIGHTS•UPON 'ME CERTIFICATE 1401.01111. THE CERTIFICATE DOES NQT AMEtlD, EXTEND OR MON 615 509 FALMOM flOAD ALTER THE COVERAGE AFFORDED BY THE pOUC1ES BELOW. 4• _ MASWEf MA 02649 INSURERS AFP6140ERW COVERAOFE F I�I®UNED 11�uP RADommerce Marc Ni Casoli IIp 55 Long,Pond Rd. Ra - Marstons Mills, Ka. '0264B Nr>s na • IN9U�lt e COVERAGES THE P0001ES OF 1NSURANCA USM-SELOW HAVE 9EBN OWED TO-Me NsuREe N wm AsovR poR THE vaucY PERIOD INDICAM.NOTwuHS'rAwwr. : ANY MWIREMIXT,TMM 011 CONWKW OF ANY CCMMWr OR.OM401 DOSX"Xr_WrWpMPECT TO WHICM THIS CEffhMATE MAY BE ISSUED OR W1Y PWA K THE A BY 7M Pd.IC1ES DaMM19m mm% M IS SUBJECT TO ALLY T&UM ESCLUSI2 ANb CONXT fSAIS OF$UCH _ PoWM AOGREgAYE LUM SI*Ng u&y*IAv4 BM REDUCM BY PAffi . SaaloDcu,v1 s 1 000 0 . A aswlwA�tu�ILtrr •. � wlwiai aAasuafa�uLLLiearr3 •XQ7010 9/26/02 9/26/03 IE a °A"� = 5 iuoE ❑00= I�o� anoarv�g : ,00 AAA i 1 0 0 ' •.I pYJIRAAL.A08F�►7fF i 2 � ' 0/4VAGORm tnuwrApmrsPat PRCotIC!3-CWPOPAW i 2 PaLR.T P�i6• LCC AIf10Y0od61lASYJR c Lwr - AN1►AtfTp A%4 00M MIMB 80DILY"JURY S 1W A11109 OWLY f lIOIwOW11®Ak11'O8 i �g�yr ALf1pOMLY-lAAr 9 AWAUIC V>►ER71111l7 GA ACC S A M AM f I i F�ccetaf LIABa1fY EACM AOCURAfJA~B S 0=0 C640swm AWNIMM s t oi�c7islt ` � i • A4T�IT10N i . y J.W0 ALaDk 6TH+ B; An7308A44103 3/18/03 3/18/04 '° - : E.L.a asE•Fmc tear : anaR • ce�r+>P+IOK�crertAisaratioeA _. -��. AOOfb 9Y PR9�IaM8 i 34 Julie 'Lane Barnstable, MA CERTIFICATE MOLDER .-imp Lefrmu CWALLAMON ' 9f�ILbAdY0ITM8AldYlPOLIL�ES�CAIiCFi=9VOR671�a �T10M Town of Barnstable °A'1' 'm W'�VMn'� o�w�w+ $wilding Dept. .. wamcsTor+e gp�p�yM�repTOTlieiaT;�PAaini8To0blOnN�tl. mKvv N0 011M r" mm UPON THE IWRURP,IM AaENfB ON ATIVisT/ ACQRD.U-s(7157) a ACORD CORPORATION 1980 70 2EP-23-2002 MON 07:SIAM ID: PAGE:1 I The Commonwealth of Massachusetts - Department of Industrial Accidents xt _ 600 Washington Street Boston,Mass. 02111 Workers' Comoensation Insurance AMdavit i name: AIL C 4,5o z IJ location_ 3 T phone �77- 2 V7Z I am a homeowner performing all work myself. ❑ I am a sole rietor and have no one worldnL7 in ca achy rovidin workers' compensation for my employees working on this job.:::::::::::}:::::}::}}a::::{ I am an em loyer �ci►m anv nammaim; : -� •••ire � . :.}:.}.::. :.. {tt' 'cites I � i ❑ I X. 73 am a sole proprietor,general contractor, or homeowner(circle one) and have hired the contractors listed below who have the orkers' co ensation olices; ?: '•.?; ............... ..............:..... i..,s::. :::::::.:::::..:....: awe:: .... :.,.:::::::;;{.:.::.................... ...:..::..::. ..,:....:: .: 4 S .......... .......... ........... ...i......... ..................:•::::::........................... v::{{4y:nvm}}}Y:::,�nv.v...:..:.v::::v.v::::v:.�:::::::::::•• :...,.r:.v.:. adl.esw y ar�•�'}f�;�> Irv ? :::............::::.:•:.:..:::::::.:............i.............:............... ............. hone# ...........:......:,:..:::... ;.}... X. '•::5:;:;:{tiS`ii'r,:j{}y;:{:j:'±:iiy:;{:?:;:;:;< }i:,v,' i:;.i:•v. i}k e@�..:v..::::::....:::::::::::::::...:::.:::::::::v:.;:::n.:::..:}::}:}:::i:::::::is`:::•}::::6::w:}::is i.�}:�}i:::::h}:•:;}:i'.�}}:•}}::::.•::.•:::.�..:.':.;�:.'::::::..::::::::::::::: •::v.::...........:....::::.isv:•:;;i;,ti;vv..}•.•v.�::.,•r::::}:i•:i•}:i;:;:j}}:•Ti:;;{v:iIX4}}>::':;•:)j;:{.•::i:}?{};i.}:.;;;.Y,.{{-}iry}:y:::•X::'}:;i}}}y}};i.}}: Q {.` <' a '' `?'?`E>< '?% it 'yj ? ?'<ar ?t£'3< '?` ?'`s< 't?<?`''' %j'j} 2sEatc` S2 ? i?i2i7ii 'S :e sav'parr X. .... ...... ........:::::.::::::,:,.:.:,..,.:..:::,..::.:.:.::......... ..:....... ................................... is<•,•0-� �? � �::;:::6;:k}:::{<.}:.::,:•;::;::::.p`ii�iasi:i<5 :i;'i;c::;iti;ii+i?;:'i}C;ii::-'::<2k:i;Si:;:i;:i:;:i:i:i:.;::;::;:i: oli. ��uaratitcec Bafiure to secure coverage as required wider Section 25A of MGL 152 can lead to the imposition of criminal penalties of a fine up to s1,900.00 and/or one yam,imprisonment as well as civil penalties in the form of a STOP WORK ORDER and a fine of$100.00 a day against me. I understmd that a copy of this statement may be fornatded to the Office of Investigations of the DIA for coverage verification. I do hereby certify under t pr une and pen es of perjury that the information provided above is trr/ram/��and correct�xJ VZ / ! f. O Y ' Date Signature Print name :n,� phone# 7 7 Z 6 Z official use only do not write in this area to be completed by city or town official city or town: permdt/license# ❑Building Department ❑Licensing Board check if immediate response is required ❑selectmen's Office []Health Department contact person: phone#; MOther. (rrviud 9195 P1 Information and Instructions Massachusetts General Laws chapter 152 section 25 requires all employers to provide workers' compensation for their employees.: As quoted from the "law", an employee is defined as every person in the service of another under any contract 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 of the foregoing engaged in a joint enterprise, and including the legal representatives of a deceased employer, or the receiver or 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 on the grounds or 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 renewal 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 enter into any contract for the performance of public work until acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting authority. Applicants Please fill in the workers' compensation affidavit completely,by checking the box that applies to your situation and supplying company names, address and phone numbers along with a certificate of insurance as all affidavits maybe submitted to the Department of Industrial Accidents for confirmation of insurance coverage. Also be sure to sign and A. to the city or town that the application for the permit or license is date the affidavit. The affidavit should be returned 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 permrtllicense number which will be used as a reference number. The affidavits may be returned to 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 Investigations 600 Washington Street Boston, Ma. 02111 fax#: (617) 727-7749 phone#: (617) 727-4900 ext. 406, 409 or 375 j r < t � g - 6"P.T.POSTS UP' • .;w. _ _ TO DECK FRAMING ,, � � � � .. .(}PT.2XIO� SMOKE DETECTORS O.K. < < - .. ON'916POOT•GONG. .. FOOTING SYSTEM _ r b',S/97' � ',S/92' b',s/97 9/92" t 1 BLE BUILDING DEPT. yyy " DROP TOP IN WALL.. •r FROM MAINTAIN OTT MIN. ' ° FROM GRACE TO BOTTOM m r OF PODTM6 DROP TOP OF WALL F SLAB'MAINTAIN T , _____ __: _- t_______ _______ _ __ _ _____ ____ ___________________ _ BOTTOM OF FOOTIINNSS. . o p (Q c0 ' Z - DROP TOP IN WALL ' • ` • FROM O MAINTAIN 4'-T MIN. _ .. i r i r r ; 1 OF F O�E TO BOTTOM ; ------------------------------------- 9 I/2'LAL OOL.ON - - ` GONG.FROST WALL 36X%XI2 GONG. Y •., 4"GONG.SLAB 2`(6 WALLON r WITH 20%IZ OONO. FOOTING W/fg REBAR E (2�TROY�S.e 5 REBAR .12'O,G.EACH WAY P.T.ZX6 WILL W/V3'PNCHOR BOLTS TOP!BOTTOM) 6 W-0'04. i • T'-5114'm 4'•10 VI' T'-3 d••I I/2' 0'-11 I/b' 4'-IO W' r Kr r 4'GONG.SLAB SLOPED Pj}1 9/4 X 11 I LVL GIR _ • - i i TO O.N.DOORS , ' , • 9/ X 4-1 9/ Omor TOP OF KA" r - r i § , F•�-L� 5 TO LEVEL OF SLAB.MAINTAIN r r , • r r - ; �. ___ ____r _____ __ 4'-O'MIN.FROM GRADE TO BEAM POCKET ; , , _ __ __7 i i�,.' BOTTOM OF FOOTING. r Z_ • _ ()I 9/4 X 11 1/4 LV(.GIRT - •- • - P.i 2X6 SILL N , r r r r W/1/2-ANCHOR ' r r ' P - - 31/3'I,ALLY COL.ON - 1 ' e RETAINING WALL 42X42A CONG. 9 I!2"LALLY GOL ON fTH1CK1�95 TO BE E°FOOTINS IV 45 REBAR t - e DETERMIFED ON SITE} _ NE'T - 48X46X12 CONL. "' BIZ'O.G.EACH WAY a 6 I r r ' FOOTING W/0 R - ` ml2"O.G.EACH WAY •k ° ,. Y 55g _ _ ____ __ ___ ________ _ __ _____. r DROP TOP OF WALL TO . BOTTOM OF%AS 4'GONG.%AB '2-5 9/4 X 2-I 15/4 4 0 "7T • r r , r m B'GONG.FOUND.WALL ~ p x (21F.T.2xb5 , WITH 20 X 12 Q u x r -- ------------ --- ----------- - ------- ---- yy 2 O M 9 RE8 '2-S 9/4 X Z-11 3/4 a R P 4 E r , TO AR , , r. , r r r DROP TOP OP WALL 4• •, ' r 2`(6 ON P.T.2X6 SILL _ - , r ' 9sl /-:MAINTAIN 4-0'MIN. - s ' 10" O .SONOPJBE - '. .- m 6'�O"O.GHOR.BOLT9 , OF OGTRN6 t0 BOTTOM ON'a OOT"GONG. r PO IN SYSTEM ' BEAM POCKET � � - r F "(I}I 9/4%It 1/4 LVL 61RT, r P � - � — • y�� _ FLI g Q 0� Z Q ---------------------------- RETAINING WALL. Lu OFTERMINE TO BE ' .: .. <--N" �1 SITE! W ------- OETERMII•ED ON 1'-9' 9'fi" 9'-6" P-S• 6•-O'' 6'-0' 1Y-6 S/W'- 7'-T 9/ib' S'-871/97' Y-T 4A6'. -4,,, � . Lu Lu 26'C' r 1L Lu — : 0314 FOUNDATION PLAN . tlete JULY 05,2005 SCALE, 1/4" � 1'-0" .. � •. •.tale AS NOTED w tlraun PAN 0 _ - ♦ � A— I I. B4'•o' - f 2D'-0' � � Y U 6� 1410 9/4• 54 9/D' 9'-O 1/0' 6-4 1/2- Id-9 I/1' V r � 1 X O)STOM POSTS 1 Q . RAILINSS a 56' ABOVE DEGK _ IX4 ON P.T TA RA DE, .FRAME 14•STEP - m m DECK ° D n C m m ? .______ __ _ •••• _____ - U S m L x r 2-5 D/4 X 5-II 5/4 ,1 N _ 'tl" GAB.YL 12", OO - Y 91R' sr PAN DINING . L5•GONG.SLAB f SLOPED 9^./-T. 2-5 9/4 x 4-U EVA Ohl.DOORS .VI', _ " ryAl P.T.STEPS - GARAGE °;; . _ (4)2X6 P05T " BM.ABODE Q :P W 12 x 26 STL.W. 6-- -O. R 4-0 HGA. ' 5/6"F.G.GYP.BD. (2)2-6 D6-2, _ +. DGLO.t HOUSE WALLS (4)2X4 P05 m (v�" OOR e `1 .' • - NTRY. ryptq � � LIVING M n - S'7V ; 'tl• 14 91R' ' qk ---- ---P ---i RM_ s- q Y b a $ 2-5 3/4 X 4 5/4 N-0 X T-O ON.DOO�L$ 6X6-0TO p y 2-0 GONG.APRON I I yy - -- I+E;TAL GAS- IN 2-9 5/4 X 5-5 5/4 A9G 44 -- PIREPLAGE WI 5, $ .oi y o = I I i I PORCH 2 X -II n FWiFI HEARTH c F 2 `1' y o I I di 5ii 4 o I ♦ � ��8 � ______ _ ___ __ , LNDRY • f w i m 4 , :. ) r"i"- IN-WALL pt = p* ... o BOARD ,m4 + +^ IX4 MAHO .DECKING N P.T. ME 1^1/ MP a.. 4 A501/e � w P6' 9'L' 1• 9'-0' L I'-W Z40' YH 9/4' 9'-41/4' 4'3 T/D• „ 0'-4 SAb• 211, •9'-B 21/97' 7-1 MB' 4'-d' 'I, 17-8 3/16' 0'-1175•92' 4'4' LL �1 .. �,ro _. - •_ � ' SLe In 1L t date JULY 09,2009 • =Aid AS NOTED cbeun PAN FIRST FLOOR PLAN QOry A } • .-e2 • 21'41 In• 124 1/2' 2B'q• .. �.Fr s .. i 0'-4' 9'-931f37 0'-0In' r 9'-101/4' B'-St/4' B'.101/Y y P• I... .:. ' �. R 'i * • .. � r ' (� 2 S m m � m m �'• _ c h M.. a ,# . • T T T 4-b E WALL 4-0 KNEE NlAL4 m lV fV _ \l' x X ,X ,X i ♦_______ ____ , - X� X� N � DGE OF SLOPED EDGE aF 9LOPE0� - ,4 mOEILING OEILING 9V7 - _ 21'$' Ti IIl' ----4T----- 12'-694' 12'4 9/4" 31/2 -2q7 . `' e - ,BEDROOM al BEDROOM�2- �314X - - • g._Y - 0 m , -00pA1 14 a' "9'-' 2'-2' b'-'I 3/4'. , STAIRS 2-11 a ______________ _______________�__ _ _________________ ' • �FP 36 TALL 'Q LINO Am .......... DOWNS AmA m , y : • h ASGDM-2959- r -6X6- UNFINISHED STORAGE - EDGE OF SLOAED --- ----- -- -- 9 VY 21•-5• 'I o' B- ac• 1 im law• 31n• a a �'a' • - PIREPLALR Y FLUE MASTER BEDROOM 2951. ® x 9 / m� �L rGi / • - + .:• h BATH a EObE OF SLOPED• 4 - ' -F • + a , Lu CEILING 1 - LLJ TX . � '" n - 4-b KNEE WAL4 z Y - L 1 � yF_, • q q +Il1k' w If-0" 11'-0' {'q• 4.-0. 4.q. T�. a:tv. 101-0" �,-0. - , 1-1--1LL Ck LU m • - Job ro.: 0314 ' • - date JN-Y 05,2005 . • eeab AS NOTED • - _ drVu:n PAN SECONDD P•L O O R P L A N ' SCALE, 1/4" A� it _ � _ w WOOD FRAMED GHII-HEY ,• a I -. .r � "� ,„ 'ty��) BWCK VENEER J VIfY1...M1 - .na +. RONITFGTLRAI. HALT SHINGLES .. CUSTOM GOUPOLA ASP RIDGE VGM 4 .. y .o GROWN MOULDING 12 •n - "ON IX FASOIA/RAKE 4 5/4 1BAD CASING » _ -., IX5/1ORNER- (S 1/2'EXPOS(RE) - - ! +. w/0016 BED AND RE '• BOARDS _. 2X TAPED GAP - - �— X6 C UUU 9WILVI.Aft Ix RAKE 6 YV CROWN yt 1X5 JAMB GA!ittJS •'Po Q MWLD/1G (Q v m r � 0 IX6 GORNERBOARD _ . GARAS,B D AOCRS GROWN ON IX PASCIA , r CUSTOM DeGORATIVV _ 7{---��--�-yl-�t r- - BRAGKer - "' � , - M.O.sHINSLeb _ 7 w CUSTOM R-0 X 1-0 R.E2IO.H.OOOR5 .i d HIM x$/Ix6 COWER- 1BOARDS I ' I' UU MOO PLAT N,_ 2.O GONG.APRON I I' I ry ' (I/2NEl9I MDOON 71UD5) R t iI r � t, Y.♦ 1X4 Y'IAJ106.DECKING _ - • -T. a r.. ..� „d: •-� s r ON P.T.2X6 FRAME W E S T E L E V A T I O N SCALE: 1/4" I'-O F Ir RIDGE VEM— Y. h i _ .,. t: - •. A s. ,. -.. .. WIHOOD FRIRAMEDE�RIMNEY F W 'v... F Y�Y J o` • T tt. a ' d. - M - a, n t GROWN MOULDING ' r • Y- ON IX PASGIA/RP,KE •. • . lu R . I— IX3 JAMB CASING.. ` BUILD-OUT,x .._," `U .. • ! O O , h !Y. r r W4 HEAD CASING Y �6 GROWNP_twl � (5 1/2'EXPOc ! 12 _ .. . ! W/6016 BED AND 6 LU 7— I" W 2X TAPERED GAP - f-ORIERBOARD9 =,. r a r ` + •C� J Y, - ,. AT ALL CORNERS 0P • t! Q to YL . - HOUSE(NOT GARAGE/ ' _ a � O ck J � X. MDO FLAT PANELS (1/2"MDO ON STUD+) - a F- "$TOM RAILING Job no.: 0514 . - seela AS NOTED ' Crean PAN P.T.POSTS SOUTH ELEVATION'- ° A,�4 SCALE. I/4" c IO' � - .. " "" � - < 1 ERICK VENEER N N r ARCHITECTURAL - 1 ASPHALT 9NINGLe9 ` - CUSTOM OUPOLA RIDGE VENT r11,. 1I YYYV�IIII r .4 GROWN MOULDING ON IX FASCIA/RAKE - VEWX SKYLIGHT 0 J BUILD-OUT IX ^, ELI O H•�4/GPCWdi '- LV • - MOULDING � s � � IXg CORNERBOARD ._ - ON FGASC AR - W W.G.SHINGLES < S/6 HEAD CASING STAIR CHIDING (5 1/2,eXPO5URE/ - w/5016 BED AND . m T 2X TAPERED OM CUSTOM RAILING . .. . lYa JAMB LASING ` E A S T E L E V A T I ON - SCALE, 1/4' 1-0• - s ✓ m� - WOOD FRAMED GHIMpE ]].. RIDGE VENT VENEER WITH BRICK VENR Y U m ° a =pxp� •r_ ARCHITWnRAL— A9RiALT SHINGLES z .. .. 12 I O ORO)"IN MOUIk LDING .. • '� rON IX FASCIA/RAKE . BUILD OUT IX _ r i (q tu RAKE B"W GRONAI 4lu IL MOULDING I%B GORNERBOARD 2-0 OVERHANG 01, m x IX5/1X6 CORNERBOA Y.4.11 AT ALL CORNS RG OF GARAGE Jeb no.: 031' sHINSLes CUSTOM BRACKETS - c tlete .11LY 09,2009 wC, r _ ' seal- AS NOTED Or— PAN O TOM RAILING MOO FLAT PANELS (1/2'MDO ON 9TUD9) 0' O N NORTH ELEVATION A-5 y SCALE, 1/4' . 1-0' - I VJ N Ripon VENT 2X12 RIDGE N . (9)1 9/4 X 11 1/4 LVL • - ' 0 0 " N N RIDGE VENT 12 .. 2X42 RIDGE. ♦ f I IP-6• ^ �I .' ARCH.ASHALT SHINGLES • IZ I/2"CDX PLYWOOD _ 2XH'S 0 16"0/1. Af ASPHALT SHINGLES 1/2-C • 'I1��1 DX PLYWOOD POST D 12 ARCH.ASHALT SHINGLES FROM 1@ADER ARCH.ASPHALT SHINGLES 1/2"GDX PLYWOOD 1 !IN ROOF TO BEAM �B 12X10.9Do I6"Y OD 12 Ith 2Xb5 o e"O.G. .ro 4• , iIN GEI INC. _13_ (2)2XI09 - r (FUR DOWN GLG F INSUL vJ r{' U - ROM MOULDING 7 �f A IX3 GYP.BOARD ON I%FASCIA XH I STRAPPING U2"GYP. GROWN MOULDING ZX1 2'S o IB"OZ. IX3 STRAPPING ON IX FASCIA ,V O IX F R-30 F.O.IN9UL. I- - 2XV9 0 I0"OL. T R-30 F.G.INSVL. (2)2x4 PLATE•�, - m Ix SOFFIT Y1V - 'q f 1 LU CONT.2"VENT ___ - _ ,. 1tN1A� i 9/4"T!G PLYWD. 9.1LYI. , ,1 I/2'AJ325'9 o Iti''OL. U, ALUM.GVRER • - 9 Ix FASCIA 9TRA�I NG - � 3 ' IX4 5TRRAPPIPINe (2)1 9%4 x II I/ - -• (` m {� WL SHINGLES - - I . r1. 0 C r • ' I/2"GDX W PLYMOV r 1 3/4 X 4 V2 LVL ;• 2X49 o IB"O.G. IXB EDGE"GTR j 1 W/20"CD1 .155 D ffl Lj' (5) C R-13 F.G.INSUL BEAD BOA r x '4 m � _ I 9/4"Ti6 PLYWD, AJ9.S'9 o Ib'O.G. 1:(6 ON91 /4"T/G PLYI^ap. i 2X6 ON�2X6 911 i "R-IA Fb.INSUL. - _ - W In' OR BOL W V2"ANCHOR BOLTS <I/2'A5.10'S o IB"o O. 1X4 MAHDG. ING - ON P.T.2xe ' 2/19/4 X II I/4 LVL GIRT .. _ 1 0"GONG.POUND.WALL a+ Wi 3/4 X II V4 LVL • 'L' ^ f- - WRN 20 X 12 COWL 3 IY2'LALLY COL A 1 FOOTING W KEY "t " ON 96X36x12 GONG. (2 Rpt'G S REBAR 9 1!2'LALLY COL. a. _ FOOTING W 5 REBAR i TOP s BOTTOI'V 42X42XI2 GONG. c -• • _ 012'OL.EACH WAY FOOTING W 45 REBA )• _ oI2'O,G.EACH WAY 9 1/2^LALLY COL.ON 4HX4HX12 GONG. _ - r. . • FOOTING W 43 REBAR ° v. • _ - ' r; 4°GONG•SLAB oil"O•G.EACH WAY 8".GONG.POUND.WALL • - 4'GONG.9L W ITN 30%12 GONG.!' FOOTING W KEY .. ROWS•9 REBAR TOP"BOTTOM) - S E C T 1 O N S E C T 1 O N - y SCALE: 1 / 4 - 1 - O •.. - RIDGE VENT ' 2X12 RIDGE - • 8 J P ARCH.ASHALT 9FNNGLE9 L •.. i ' 1/2"GDX PLYWOOD .. 11, 16"O mot^ (2)241 WW.:. F - .. 1 • �.. I%95TRAFFF��NG . V " � 11, t//-L��-� .. .. 11 KNEE Q S • • .'_ . , /�/ - . 9/4"Tao P�YWD • LU - ^ - 9 1/2" z. a IX SOFFIT I V - CONT.2'VENT •2X6 SILL .. De O ` um.GUTTER .V , ... _ .d/.• F p ON IX FASCIA ^ - W 12x26 9TL.BM. -1-11. WL SNINGLE9 0 I IX6 EOGE"GTR. 9/B•FL.6jy'PP BD. 1/2"GDX PLYWOOD Q IXS STRAPPING BEAD BOARD . a 2M4l o W O'c R-M F,G,Ub1/L. ' R-13 Pb.IN9UL. I iob m.: 0314 - - (2)1 3/4 X 11116 LVL Mle NLY 03.2003 - _ a"GONG.S ' ' 9L Ef'9'-TO O.H.DOORS 2-0 GONG.APRON scab AS NOTED .. I ' dravn ppM 8"GONG.FROST -411 1 ' wITN 20 x 10 CONG z • 2 FOOTING WS a 5 REB.AR TOP BOTTOM . g E C T I O N j W �M SCALE: 1/ 4" 1- 0. I N� « W "- N N 9J P.7.3XI0 01 a i a a a N � 0 ----- ----- -- - --------- - -- ---- ------- -- -•----- ----- -------- --' ------ ----- m - 10 r r r i r r ♦ - O �1j 3 X I I/4 VLi IRT ,. r r r i r r r r i r , - r r r r r , r n r ro r r r _- - - - --------------------- --- --- ' cap.r. 's m c r r ; r r r r r , - v Q �J -- --- --- --' -- — fi-L I T. - _ Vim— -. . r �1—.1 Z LU F i R 5 T F L O O R F R A M I N G P L A N W . ` 90ALEr 1/4" 1'-0" n. ♦ - f - +Wn ' V � O IL -A m - - jab—I 0914 • j , date xLY 09,3009ED scale A9 NOT dre n PAN rev. O ry a A--7 .. t �LLI -. _ .ter i. � t _ •• n (3)2X4 1-09 _ (2)1 9/4 X T 14 wo y. NN y� h f - )z T 4l Xa - 3/4 (4 2X4 (2) X I LVL 9 3 uoE � 19 2X4 POS, n P P m k y /8(21 1 3/ x I T VL' • - - (2 19/ X I T/B LVL (2)1 L II L .. .; -_ . - . .. - ry ry P C � •Sri' 9 ` ;'` � QIL i ` - P LU e :(2) 3/4%9 1/2 L fi ` • �^: - 2X6 GLG.JOISTS .k - .. . • Z 5EGON77 PLOOR- PRAM I'NG PLA_ NLU 9G ALE, 1/4" I'-0 IL 4 LU® Q Y 4 UA In • � Y .. b r Job ro.: 09ia - . :„ • _ _ .. dete DULY OB,2009 • • a le A9 NOTED Braun PAN ^ F (L • —8 _ R_________ __ ____ _________________ _______ u G Ib"O.G.2x125 a -2x5 m le'o.. - - Y ol 17 . 2XI0 HDR „a 2XI25 m 16"O.G. f' 2X125 0 1&,O.G. 2X 5. AN r ------------------------ nil T V x �. • .r •____ _________________ ___--------------------------------------- LU � z Qo QA W UA UL 5EGOND FLOOR GE I L I NG FRAMING PLAN l+Un z Q LL LU m . tlele JJLY 05,2009 state A5 NOTeP tlreun PAN LL� A-9 L03 (5)1 5/4 X 4 1/4 LVL-L �• _ ___ ___ ___ ______ _ _ ______ ___ ___ ( 5)1 5/4 X 9 ® L 1/4 LVL - - _ 7X105 Ib'O. . . 2YJO'S 0 Ib'Os. 1Y ro O O O O 2XI050Ib'O.L. - • ' O CANTILEVER LEY • - 2XI RI LK RE V . 2 I (I) 5/4 (11 14 L L (1 0 IeA DER F W STS, v POST UP - - O Y O LL F 1 H TO VAiL - P05T OWN FROM - . X ® 4 y 4 \+ RooF M TO 6EAM• M - .�' ,9 o E$`d, n f o n y 9 2XI05®16a.c. yypE6=§ o�$ O , 2XIO5 0 IS'O.L. Lyl AITAGNED TO - ro 0 0 hn qYp J • • !2X105 B Ib"O.L.n 2AI05 B 16'O.G, ry - o ` L u f og � -E u tE--- r, -10'S 0--I. b +1. 15/4 X 9 1/4 LVL .. 1�Y/ - Z 1-2 .v^, 4 Lu ROOF F R A M IN G P L A N ..e. t z_ SCALE. 1/4" .I•.O' - " �L „�.. Ck 0514 • ` . R a&te JN_Y 05,2005 : aGe W AS NDTED * dream PAN A-10 - MAHOGANY 2x4 N MAHOGANY - .,. NANTV-XBT GAP . NwdX4 Ix WRAP SHIMMED OVT V 11 9 V2' 9 I/2" TO BE 5 I/2'1 P.T, POST V TAPERED 2X GAP ly 112• a&CIS BED + MAHOGANY 2x2 , _ e •. I 5/4 HAD GAGING - 4 V2' <. LU U T - .MAHOGANY 2X4 ' - w 0.g462 BAND MOULDING IX5 JAMB GAGING IX BASE ` I I IX4 MAHOGANY DECKING. () I I ON P.T 2XIO FRAME IX4/I%10 D E T A I. L E T A I SCALE I I/ 1 I' - 0" I SCALE I 1/ 2 1' -0 - ' ARCHITECTURAL ASPHALT SHINGLES 1/Y'GDX PLYWOOD 2XI05 a,16"O.G. - _ - r£E 6yy`�},' yy •g Np IT -a0O5 CROWN ON - 1X6(4"BXPJ RAKE W/ - - IX 50FPIT(BUILD OUT IO• _ • - BLOCKIING• 2%. -ARCHITECTURAL • „ v T 1 - 12 ASPHALT SHINGLES - ',1 •1' a SOI6 BED ON 1/2,COX PLYWOOD _ .. . �V.{ . ON IEZE(SLOPED) 5 5 - 2xa5®I6'O.G. - ON IFRX BLOCKING - V METAL FLASHING -ON 2X 9HELP(TAPERED 12 TO 9/4")Al 2X BLOCKING :. -. .. :. � _ Q 0 L�U/ V ALUM.GRIP EDGE / ALUM:DRIP EDGE z .5002 CROWN ON LU ALUM.GUTTER • IX6 FASCIA(S In'EXP) m w I"FASCIA IX SOFFIT YW 2".VENT LU J_ I%SOFFIT W CONT. 69/4" g v -bola BED 5' 85/4, 2'VENT. 'P Ixe FRIEZE - - M tu IX FRIEZE ON , �y - IX BLOCKING W/ - -S01b BED a m LL Uob m.: 0314 - O - g IX6 HEAD CASING " W.G.SHINGLES (5"EX'PJ - date JULY OS,=05 5/4' 1/2,CDX PLYW00p 2X45.l6'O.G. atdb AS NOTED I"GORI.ERBOARDS ° W.G.SHINGLES drawn VAN 2 � D E T A I L D E T A I L O � 4 0 SCALE I I/2 I' - O - SCALE I I/] ',= I' - O Iri A--11 „ TOP OF SYSTEM PROFILE _ , r FOUNDATION NOT TO SCALE _ _ . . .... ,I EL. 72.7 - FINISH GRADE OVER FINISH GRADE OVER 1 DISTRIBUTION BOX 66.0 SEPTIC TANK 66.0 FINISH GRADE - _ OVER TRENCHES 67:0,, : ,_ r , .. -® RISERS TO 6" --OF FINISH GRAD ,. a�\ s y _ tq ., of _ ' •',`.,r`/'••:,to( .rl`.'� ,^ol: '> +e�,.o, ',o J.f� " - ('ti rvi _. .f PRECAST CONCRETE ' • > 500 GALLON DRYWELLS _ 31,MIN. RISERS TO 6 ,,H-11 REINFORCED LOADING OUTLET PIPES) LEVEL OF FINISH GRADE r 13" �_ o � � FOR 2'( MIN.1% SLOPE TRENCH LENGTH = 25'-0" °- 0 6 - MINSLOPE 1/° ° BEYOND DRYWELL L J o MIN O - 8'-6" ® o _ ENGTH -`` • • f _ 13"MIN. _ 14" -� F6- UMP 64.50 M °• •qI�,O:II � �& -, O:O•1. 1 .•' `•i Q j0•l `4 °I :4 �,\O,:l,'', _ i• •4 �,,;0 -�= 64.25 63.76 ` :; •1 o,ba ° - 6 PVC OR CAST IRON TEE 63.60 GAS BAFFLI L, , y _b lb� �,o, w b7•1 0. °b b oo l0 ,1 .Q� � QI ;'mo o a �6 DISTRIBUTION BOX 63.20 ` '1 � .:4 d 1500 GALLON 1, " „ .... _ MINIMUM INSIDE DIMENSION 12 3/4",- 1-1/2 DOUBLE 3/4 - 1-1 2 DOUBLE • o ;o a :A' OUTLET INVERTS 2 BELOW INLET INVERT WASHED CRUSHED BSMT.FLR. -; FINISH GRADE ,o -4 MINIMUM CONCRETE WALL THICKNESS 2" 4' STONE WASHED CRUSHED 17 4' ELEV. 65.2 ° EL. 66.0 -� PRECAST CONCRE`fE �: STONE y a INSTALL ON COMPACTED LEVEL BASE _ _ < H 10 REINFORCED y - „.,CEDAR-SWAMP EL44.0 MIN.SLOPE 1% _• �,{ ,�. }. :�°•t :T, 61, . TRENCH SECTION _4 '••' : • NOTE: EXCAVATE TO =C=-STRATUM IN ORDER TO SEPTIC TANK � � .-. 4 ^' REMOVE ALL =A= & =B= IMPERVIOUS MATERIAL 64.70 INSTALL ON COMPACTED LEVEL BASE 'a �_Y� /; • ' WITHIN 5' OF THE SAS. REPLACE WITH CLEAN, 9t1 MfN 3"OF 1/8"- 1/2 `� ;• CLAY-FREE SAND 4�� DI AM. MAX. AM. X DOUBLE WASHED _ - , PEASTONE T _ � � , a _ - - '-� 6• - ,1 6i,o• r ,.ate 'q qao �r',''o - __ --- - -----.. Nip EL.61.20 .1 3/4" 1-1/2" DOUBLE A ` . i' �/ ; '` 't"• i ' •'' .. 48" 5'-2" 11 WASHED CRUSHED STONE T (G� S P TRENCH WIDTH I LOT V ��°��sll� � r.•<l 3-2 ♦ ♦ f ♦ 1 11 59,300 SF. NUMBER OF NUMBER OF DRYWELLS 2 40,375 SFI(JPLAND r QBSERl%TION_ PIT GENERAL NOTES: P-1o2so . - - PERCOLATION RATE: < 2 MIN./IN 2011 1. ELEVATIONS SHOWN ARE BASED ON ASSUMED WITNESSED BY: D.STANTON 2. ALL PIPES IN THE SYSTEM MUST BE CAST IRON BARNSTABLE BOARD OF HEALTH tool i ) OR SCHEDULE 40 PVC. DATE: AUG.1,2002 3. HEALTH AGENT/CAPE & ISLANDS ENGINEERING DESIGN DATA MUST BE NOTIFIED WHEN CONSTRUCTION IS TH#1 TH#2 COMPLETE PRIOR TO BACKFILLING. • o o' 3sr• �/�/ 7_` / / /� ,� �� , �� 4. ANY CHANGES IN THIS PLAN MUST BE APPROVED . =A= LOAM =A=LOAM NUMBER OF BEDROOMS 3 / / , BY CAPE & ISLANDS ENGINEERING AND THE BOARD 10 YR:_/2 10 YR 2/2 DRYWELLS FOR ROOF RUN4F o �d� ��/ , -I OF HEALTH. 2" 2° GARBAGE DISPOSAL NO 6 REQUI D ! O G� I I / �/ / / , ,� =E=SAND 2.5 YR 6/2 ' =E=SAND 2.5 YR 6/2 �` �� ,�, �i 5. MATERIALS AND INSTALLATION SHALL BE IN 12" 12° DAILY FLOW 330 GPD. e / / h COMPLIANCE WITH THE STATE SANITARY CODE �, SEPTIC TANK REQUIRED 1500 GAL. I O iA- i �2 e t I =B=SANDI'' LOAM =B=SANDY LOM^M I REGUL�A AND T REGULATIONS.LOCAL APPLICABLE RULES AND 36„ 10YR 6/4 42„ 10YR 5/4 SEPTIC TANK PROVIDED 1500 GAL. LEACHING REQUIRED 330 GPD. I 6. NORTH ARROW IS FROM RECORD PLANS AND IS 70'I I NOT INTENDED FOR SOLAR ENERGY PURPOSES. I I I I 7. WATER SUPPLY: MUNICIPAL WATER SYSTEM. SOIL ABSORPTION SYSTEM CALCULATIONS: I 5' I I I I I j 8. FLOOD ZONE C [NON-HAZARD] =C= MEDIUM SAND =C=MEDIUM SAND / I 'i I / I I I I I I ► 1 OYR 7/4 1OYR 7/4 SIDEWALL AREA= 152 SF. " \ �' I ► I i i � CEDAR SWAMP 152 SF. X .74 G/SF. 112 GPD. /" / ✓ �` �n: N I I - I I ► I 13 BOTTOM AREA = 329 SF. i 329 SF. X 0.74 G/SF. = 243 GPD. II I I i NO GROUNDWATER NO GROUNDWATER LEACHING PROVIDED = 355 GPD. 1 I I I \ LEGEND lzo° 120° PROPOSED CONTOUR SINGLE FAMILY,RESIDENCE EXISTING CONTOUR PROPOSED SEWAGE DISPOSAL SYSTEM _ d 1 JULI LANE rfFm m \ / 6 OBSERVATION PIT 1 I 1 I I I \ \ a Y PREPARED FOR , 69 , _�, �31 I ► I , ❑ DISTRIBUTION Box GRETCHEN REILLY \ I ova LOT 6 [HSE.NO.34] JULIE LANE o 0 -o SEPTIC TANK COTUIT,MASS. I SOIL ABSORPTION SYSTEM PLAN NO. 051303 SCALE: AS`NOTED Vl I I RESERVE RESERVE AREA '74.. y �� { FILE NO. 337BA DATE: MAY 13,2003 / / / 1�♦ I I r, ,,, , SEPTIC FILE NO. 72 PCS FILE: JULIE LANE / I �• I 22.26 PIPE INVERT ELEVATIONi CAPE & ISLANDS ENGINEERING 800 FALMOUTH ROAD, SUITE 301C PLOT PLAN 21 102 6 34 N MASHPEE,MA 02649 (508) 477-7272 SCALE: 1 - 30 MAP SEC PCL LOT HSE - 3 _