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0040 NARROWS WAY
.� �; i i i P`oF.KE'°`'ti� Town of Barnstable BARMSTABLE. Regulatory Services 7 MASS. $. �A a6S9 M Building Division tED P'�a, 200 Main Street,Hyannis,MA 02601 i Office: 508-862-4038 Fax: 508-790-6230 Inspection Correction Notice Type of Inspection P Z Location rn� Permit Number 2© rr oy 3 I�ft � , � i Owner Builder i r One notice to remain on job site, one notice on file in Building Department. The following items need correcting: c 0 Please call: 508-86,2-40;-8for re-inspect* n. = ." Inspected by Date 7 Oz /�� Cr TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map Parcel Application # Z 1 ©� Health Division Date Issued ' Conservation DivisionEt' Appfication'Fee c Planning Dept. Permit Feb 5 L Date Definitive Plan Approved by Planning Board Historic OKH _ Preservation/Hyannis Project Street Address qO NhKKV WSWAY Village C TGliZ Owner V©S JIQ�Tr Address 4 f ���r✓�{/L k'�,( Q Telephone � � � � MA 0/5Y/ cPermi R quest / T/O/!� i �Slil/ GF" J f1/1�l - /i 1 o64A-4- C &Ay Square feet: 1 st floor: existing3W-proposed 760 2nd floor: existing proposed Total new _7490 Zoning District Flood Plain Groundwater Overlay Project.Valuation- A24fl 00 Construction Type g"( l"ewl Lot Size / &},I--- Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation. Dwelling Type: Single Family Two Family ❑ Multi-Family (# units) Age of Existing Structure 16 Historic House: ❑Yes ';2(No On Old King's Highway: ❑Yes A'No Basement Type: Full Crawl /r' ❑Walkout ❑Other Basement Finished Area (sq.ft.) A11A Basement Unfinished Area(sq.ft) 333-3 Number of Baths: Full: existing 3 new Half: existing new Number of Bedrooms: existing I new 2 Total Room Count (not including baths): existing new First Floor Room Count 7 Heat Type and Fuel: Gas ❑Oil ❑ Electric ❑ Other Central Air: AYes ❑ No Fireplaces: Existing New /y/f i Existing wood/coal stove: ❑Yes)dNo Detached garage: ❑existing ❑ new size—Pool: ❑ existing ❑ new size — Barn: ❑`,'existing O new c—size_ Attached garage:�(existing )4/new size hed:J (existing ❑ new size �� Other H50 Zoning Board of Appeals Authorization ❑ Appeal # . Recorded ❑ r _ 6 Commercial ❑Yes o If yes, site plan review# Current Use Proposed Use 1 APPLICANT INFORMATION (BUILDER OR HOMEOWNER) y eo qiq - D/PZ0 ---� , -ff_ ,2 - - Name ����"L''1� ��� Telephone�:Number_,� GAddr_es ��7 _ e#� CS h � M,14 a/a 19, 2 H mprovement Contractor_•#, 0 8505- Worker's Compensation # ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BETAKEN TO a,!�6(93S SIG RETIle DATE 2 `7 6 r FOR OFFICIAL USE ONLY 1 I APPLICATION# C DATE ISSUED . MAP_/PARCEL NO. ADDRESS VILLAGE OWNER t; DATE OF INSPECTION: ! AN FOUNDATION!= " - �, 1. in r _ FRAME AK 1 lINN fo 11 f4 9'ob 1l �c�-(�! 7 zb�/ R INSULATION I 7'1tdf&,**&-A-,1 FIREPLACE s ELECTRICAL: ROUGH FINAL 3 PLUMBING: ROUGH FINAL ROUGH Jt:; w_ FINAL -� 'FINAL.BUILDING &/oZb4l/ 3 j DATE CLOSED OUT c . ASSOCIATION PLAN NO.� z ti r ` 'o� xz of Ba astable Regulatory Services r srtg[ ''Thomas F..GeUer, Director YWIM ,a 9 .� Bui.rdin'Division pr�a , Thomas Perry, C.B0,Building Commissioner 200 Main Street, Hy,anhis, MA 02601• *W_.town.b arTista b le.cn a.us 'Officec 508-862-4038 Fix:-508-790-6230 FLAN REV hjDP# Sff CH��/ Ma /Parcel: 021- 003-o0 3 Owner: / P Pro ect Addressyfl/"�fKKou S N CT Builder: J The following iterns were noted on zeyie-Wzng:. 0 . • h, a wrr.E errs . . GJ2l _ /O�..3.3f i I✓a f n ,p / 7�O ClGlip �.��. Z. I. 2• MR not .�j Re -iewed bJ': Date: �!� AWC Ciride 10 {Ivor! Constru.c•tiou iir Hr,11 /Yazd ftreas: I10 illph kvirrrl zolle Massacht.I,setts Checklist fO>;- COIDP'Iiance (780 C1rR 5301.2.I.I) Check Compliance 1.1 SCOPE Wind Speed(3-sec. gust).,... ............. i 10 mph Wind Exposure Category...................................... ......B / . ............................ ....................................................... Wind Exposure Category................Engineering Required For Entire Project .......................................0 1.2 APPLICABILITY Number of Stories (a roof which exceeds 8 in 12 slope shall be considered a story) stories 5 2 stories Roof Pilch ...(Fig 2) ............................................ R°!1<12:12' MeanRoof Height ..................................:...........................(Fig 2).......................,..:..,........... 20 ft 533 Building Width, W ............................._......................:........:..(Fig 3)........,.......... Z :. ft 5 80' Building Length, L ................................................... .......(Fig 3).................................�.Zi....... I ft 5 BO' Building Aspect Ratio (L/W) ...... ................ ...............(Fig 4).............:......................I........... _<3;i ak- Nominal Height of Tallest Opening2 ..................:................(Fig 4)....................................... ........ 0:5 6'8" 1.3 FRAMING CONNECTIONS General compliance with framing connections....................(Table 2)............................................................... 2.1 FOUNDATION Foundation Walls meeting requirements of 780 CMR 5404.1 Concrete.....Ch2.O.L . � C. ........ Concrete Masonry.......................................... 2.2 ANCHORAGE TO FOUNDATION"' 518"Anchor Bolts;imbedded or 5/8"Proprietary Mechanical Anchors as an alternative.in concrete only Bolt Spacing-general .........................:..............:.(Table 4) f9 in. Bolt Spacing from end/joint of plate .............................(Fig 5).................................... /D in. s 6"-12" Bolt Embedment-concrete..........................................(Fig 5)................................................... 7 in. >_ 7" Bolt Embedment-masonry..................:......................(Fig 5)..............I...............: ... in. >_ 15" .......... PlateWasher................................................................(Fig 5)... .........................................>3"x 3"x ,/„ 3.1 FLOORS Floor-framing member spans checked .................................(per 780 CMR Chapter 55)...................:l6...01 . Maximum Floor Opening Dimension....:..............................(Fig 6)..............................,.................... ft512' Full Height Wall Studs at Floor Openings less than 2'from Exterior Wall (Fig 6)..............................'� '. Maximum Floor Joist Setbacks Supporting Loadbearing Walls or Shearwall................(Fig.7).....................................................-4 ft s d Maximum Cantilevered Floor Joists Supporting Loadbearing Walls'or Shearwall................(Fig 8)...:.............,.....................................Sft 5 d Floor Bracing at Endwalls..............:......................................(Fig 9)..................................................... .. �d.G Floor Sheathing Type .......................................... Chapter 55 .: ,01/A..'.f� ..... (per 780 CMR Cha ) �` Floor Sheathing Thickness ....................................:.....:......(per 780 CMR Chapter 55)..................... Or-, in. Floor Sheathing Fastening.............:..........:.:.......................(Table 2)..$d nails at�in edge/� eld .1 WALLS Wall Height Loadbearing walls..........:.............................................(Fig 10 and Table 5)........................... Cft <10' Nen Loadbea{lag w�Ils .� _ i 10 and Table 5 ...,�... .. ...... ft S.20 Wall Stud Spacing .._....(Fig 10 and Table 5).........:......... in. s 2 '-o:c. ; ............................ Wall Story Offsets (Figs 7 & 8 ° 2 EXTERIOR-WALLS' Wood Studs Loadbearing vralls........................................................(Table 5-)................................2x_&-__9 ft t)in. . Non-Loadbearing wails................................................(Table 5)...............................2x 9 ft in. j Gable End Wall Bracing' { Full Height Endwall Studs...........:................................(Fig 10)...................................................... l.Z, ehgih. : .: (Fig 11)..,....... ,.................................WSP-Attic FloorL . fzW/3 •G sum Ceiling Le th if WSP not used ......... .........(Fig 11 and 2•x 4 Continuous Lateral Brace.@ 6 ft. o.c. .. (Fig 11).............................................................. or 1 z 3 ceiling furring strips @ 16"'spacing min. with 2 x 4 blocking @ 4 6. spacing in end joist or truss bays Double Top Plate Splice Length ::.....:.....:...........:....................(Fig 13 and Table 6)..................................:.—ft Splice Connection(no. of 16d common nails) (Table 6).............. I� ✓f FTC GfrirJe to !-flood Con.ctl•1.rctioll ife Hi,,h 1•l/i1ld.41'L�s'; IIr?fill>Ir. 1'1�111a'Lo/IG' [�rlaSSacll>tSetts CIIc�c.Ic�iSt or'•C01111)�tnce (780 CA,1R53o1.2.1.1)' Loadbearing Wall Connections (Tables 7).....................................................Z_ Lateral(no. of 16d common nails)......................... Non-Loadbearing,Wall Connections 2 Lateral(no. of 16d common nails)........:.......................(Tab e 8 . ..........j Load Bearing Wall Openings (record largest opening but check all openings for compliance to Table 9 1 i Header Spans ............................................,.........,..(Table 9).................................. Re....�It - in. SillPlate Spans ..............................................:.........(Table 9).............................. . 0 Full Height Studs (no. of studs.).:.........:........................(Table 3)..........:............................................................ :Non-Load Bearing Wall Openings (record largest opening but check all openings for compliance to Table 9) (Table .................................. ft_a in.512' HeaderSpans.......................................................:..... ft (Table 9)............................. SillPlate Spans.... ....................................................... 3 Full Height Studs (no.of studs)............ . . . . . . . . . Table 9 ............................................. Exterior Wall Sheathing to Resist Uplift and Shear Simultaneously 414� Minimum Building Dimension, W - 6 'Nominal Height of Tallest Opening z ......... ........ ...... ""' V:5 8 p g note 4 A4, --W 6�0................ . :. Sheathing Type............ ( ..•.... Edge Nail Spacing... .....................(Table 10 or note 4 if less)........................ `in. g P g.......I......... Table 10)....: in. Field Nail Spacing ( ........................................... p g.... .............................. Shear Connection(no. of 16d common nails)(Table 10)....... ........................... ...:............ Table10 ................., .. .................:............ % Percent Full-Height Sheathing:.................. ...{ ) • 5%Additional Sheathing for Wall with Opening > 6'8"(Design Concepts).................. . Maximum Building Dimension, L w . z .... .. . ... Nominal Height of Tallest opening ................... .:............I.•••.. Sheathing Type..............................................(note 4)................, �4'� ���.........�. Edge Nail Spacing............................. .......... (Table 11 or note 4 if less)........................In. Field Nail Spacing.......................................:..(Table 11)................................................... 1 in. Shear Connection Percent Full-Height Sheathing.........................(no. of 16d c (Table 11ommon nails)(Table 11)....................................................7_ % .................................................... ) 5%Additional Sheathing for Wall with'Opening> 6'8"(Design Concepts).................:.. Wall Cladding Rated for Wind Speed? 5.1 ROOFS (For Rafters use AWC Span Tool, see BBRS Webslfe) Roof framing member spans checked?.......:................(Figure 19} ............. ft <smaller of 2'or U3 Roof Overhang Truss or Rafter Connections at Loadbearing Walls Proprietary.Connectors (Table 12) jplf .U= Uplift. ........,. .............. ........... . .................. . plf Lateral (Table 12).............................................L- ..... Table i2 . . S=--�-Z-Pl ... . .......................:........ Shear.......................................... ( )...... gip Ridge Strap Connections, if collar ties not used per page 21... (Table 13).•• .. -..smaller of 2'or PI Gable Rake Outlooker...............................:........... (Figure 20) ............ Truss or Rafter Connections at Non-Loadbearing Walls Proprietary Connectors U= 71b. Uplift (Table 14}....................................... - b Lateral(no. of 16d common nails)...(Table 14)........:.............. _ Roof Sheathing Type (per 780 CMR Chapters 58 and 5_ 1 7/ •. .........:......:.:.......... . .. .........:........... J. In. ?7/ 6"WAS Roof Sheathing Thickness..........................................:r,-abie s teriifl es: This checklist shall be met in its entirety, excluding specifity exception cep ionfnoowng metal omstr ply antd hold downs aeetnotf 780 Cfv1R•5301:2.1.i Item 1. If the checklist . required per the.WFCM 110 mph Guide: a. Steel Straps per Figure 5 b. 20 Gage Straps per Figure 11 c. Uplift Straps per Figure 14 d. All Straps per Figure 17 • e. Corner Stud Hold Downs per Figure 18a and Figure 18b rmitted when 5% is added to the percent full-height sheathing :xeeption:Opening heights of up to 8 ft. shall be pe :quires ents shown in Tables 10 and 11. 'he bottom sill plate in exterior walls shall be a minimum 2 in. nominal thickness pressure treated#2-grade. i fl WC Grrirlc� /r� 1Yood Corrs11-11c'trorr in HI /r 1•Yrrrd A/vC/S: .J10 uIP lyirrrl Zorirc� CJCICI7SfC : 0f:2.1.1) . ecni �ssaclu�ett� l �{-: �'fAO LYJ Chc Complian 1I> I _ 2. 24 1.1 SCOP= if0 mph Wind !peed(3-sec, gust).................................................................. .........................•..........•.....• — Wind kposure Category.................................................................. .......:.......•.......... Wind Exposure Category,.... ....Engineering Required=Fo.r-Entire Project .................................•.....0 � -M� 1,2 APPLI;ABILITY :rl f ilk, d �1?r) strries s 2 sbr!es +- Numb e of Stories (a roof which exceeds a in 12 slope shall"be consid e a �_._. ) (Fig 2) ......041k-611J ..� �..P..2<� _<. .12 --- Roof Ftch 2 MeanFoof Height ...................................................••:..•.•..•(Fig 2)..••..................... . I� ft s 33' _y BulldintWidtli, W •..(Fig 3)...................... ..... "tt s 8;1' (Fig 3)...•.....................................:.....90 ft s.8C' BuildineLength,L ............•.................................•............... ---- Fi 4 ...................:... s 3:1 BuildingAs ect Ratio L/W (Fig ) ":' - — - Nomina'Height of Tallest Opening ...................................(Fig 4).......:........... ............................. 1.3 FRAMING CONNECTIONS Generalcompliance with framing connections.....................(Table 21...................•........................................... 2.1 FOUNDATION Foundathn Walls meeting requirements of 780 CMR 5404:1 Concrete................:............................................................................................................. --- Con(rete Masonry ..,.:•....•............:... .............................•.:..•.:.........:.......,........ 2.2. ANCHOR4bET0 FOUNDATION1'3_ 5/13"Anchir oolts4mbedded or 518'Proprietary Mechanical Anchors as an alternative-in concrete only Bolt Spacing--general..............:..........:................ffable.4) . ,.. ? it. (Fig 5 •—1,o in. s�"---12" Bolt Spacing from end/Joint of plate .............................. )..........,....•,,,...,............ .—_ Bolt Embedment-concrete.......:...•........,. in. > 7" _-- ..•..........•.....:(Fig 5),•.... .............•......•.................,..`�•-- Bolt Embedment-mason (Fig 5).• .......:...:.....•............... .... in. >_ 15" --- Platehrasher.......... .................,...•...:........................(Fig 5).........•.... — 3.1 FLOORS Floor-fram!ng member spans checked ..:................•.....•.... (per 780 CMR Chapter 55).....c..•.............�i��...��Da ....•.. .....(Fig 6)..•............. . ft s 12 --- Maximum Floor Opening (Dimension....:............... . •••.••••• •�•••• -•�•- ••••• �•••• Full Height Wall Studs at Floor Openings less than 2'from Exterior Wall (Fig 6)..............••.... Mbximurn AGorJOlstSetbacks, Supporting Loadbearing Waifs or Shearwall................(Fig.7).......................................... ..••..,... ft s d ___-- b,,fax!mum Cantilevered Floor Joists Supporting Loadbearing Walls pr Shearwalf..,;.,..:.:.., (Fig 8).................. ..................... ft s d Floor.Braciny at Endwalls.....................................:•:....•..•....(Fig 9)....._.•.................................................... •......- - -- Floor.Sheathing Type ..'....:..•.............................::...............(per 780 CMR-Chapter 5.5)...,,............................... Floor She Thickness .....•.••........•..•.......... ............ (per 780 CMR Chapter 55).......................__ Floor Sheathing Fastening...•..........:.........••.....:...............•.(Table 2)..__d nails at —_ in edge/' in field 4.1 WALLS Wall Height Loadbearing walls.........................................................(Fig 10 and Table 5)....................•......_ ft s 10, �. Non-Loadbearing walls �' (Fig 10 and Table 5) ft s.20' !_ ...........( g ........•.......... Wall Stud Spacing ........................................•.•.............(Fig 10 and Table 5)..................._4in. s 24'.o;c. Wall Story Offsets (Figs 7&,3)......•.... .......•........•.....•.,....N ! s d i .4.2 EXTERIOR WALLS' Wood.Studs I.oadbearing walls.........................................................(Table )...............................Zx-4-- ft in. Non-Loadbearing walls .................................................(Table 5)...............................2x 4 S, 11;,6 in. c Cnd Wal1 Bracing c -- Gabe - Full.Helght Endwall Studs..............................................(Fig 10)..............................:.............. c !SP•;Attic Floor l_,ehgifl......:...:......:.........•................. •(Fig 11)........ Z1Ni3 ---ft — •Gypsum Ceiling Length (if WSP not used ................ (Fig 11 . rt> 0.9W and 2•x 4 Continuous Lateral Brace.@ 6 ft, o.c. .. (Fig 1 1)............... ...................................... or I-X 3 ceOn furring strips 16"'s ac!n min. with 2 x 4 block ing c 4 f±. s pa in end Joist or truss ha s g @ . P g . 9G-� P g � Y tDouble TOP Plate (Fig 13 and Table 6) :. .......... ft Splice Length :..................:....•......:•................. i AFI"C'CftNe to Wood coll.ctrrre6011.iir f/lgh //0111p r. 1J'irrr ZOire. 1�rfas.s�clltrsctt•s C11ec.rclzsf for C`onlp.IzD11Ce (790 CiVI R-5.3 1.2.1.1)I' Loidbearing Wall Connections Lateral(no. of 16d common nails).......................:........(Tables 7),...................................,................ Noi-Loadbearirrg Wall Connections. Lateral(no. of 16d common nails)................................(Table 8)....................................................... . -- Loaf Bearing Wall Openings (record largest opening but check all openings for compliance to Table 9) Header Spans ..................I..................,...:...............(Table 9)...................................tom ft D in.S 11' Sill Plate Spans ..................................•.....................(Table 9).................................. ft_in, 5 1 V Full Height Studs (no. of studs).......... (Table 9)...................a"'r?�f/FGh'...5/Y NonLoad Bearing Wall Openings (record largest opebing but check.all openings for compliance to Table 9)' HeaderSpans.............................................................(Table 9)................................... 7.fty in,s 12, Sill Plate Spans.... ,....•(Table 9) ............... 7 ft O in. 5 12" full Heigh Studs (no. of studs)....................................(Table 9)............;..,...........I........................... -- Externr Wall Sheathing to Resist Uplift.and Shear Simultaneously4 Ninimum Building Dimension, W g2 6'8 Nominal Height of Tallest Openin Sheathing Type...............................•,•............(note 4).....:.:::.::/��. 4�w............... Edge Nail Spacing.........................................(Table f0 or note 4 i less)........................_tt in. Field Nail Spacing......................:.....•..............(Table 10)..........................:...................... 'Az in. Shear Connection (no. of 16d common nails)(Table 10)...............I......... ....................... ,..,.. fir Percent Full-Height Sheathing...................:...(Table 10).................................................... 5%Additional Sheathing for Will with Opening > 6'6"(Design Concepts).................... Maximum Building Dim Nominal Heigh ension, L t of Tallest Opening .......................:..........,r G. / ( �Dp.............. ✓56'8" SheathingType..............................................;(note 4)....:,.•::,,.:.•.,:..........................I....... -Edge Nail Spacing.........................................(Table 11 or note 4 if less)........................_! in. Field Nail Spacing.......................................:..(Table 11)..................................................1_in. Shear Connection (no, of 16d common nails)(Table 11). 1_I' Percent Full Height Sheathing.................'......(Table 11)......'......................................:...... % 5%Additional Sheathing for Wall with'Opening> 6'B"(Design Concepts).................... Wall Cladding Ratedfor Wind Speed?.......:...................................................... .......................................I........I.............. 5.1 ROOFS. Roof framing member•spans checked?.......:................(For Rafters use AWC Span Tool, see BBRS Website) ' Roof Overhang ................................:..................(Figure 19) ............. 4 ft s smaller of 2'or V3 Truss or Rafter Connections at Loadbeering Walls Proprietary.Connectors Uplift................................................(Table 12)...........:.................................U= pIf Lateral..............................................(Table 12).............................................L=&'L�;'pif Shear............................:.......,.,.....,..(Table 12)............................. ........,.....S=12' If p . Ridge Strap Connections, if collar ties not used per page 21... (Table 13)..; a T= ptf Gable Rake Outlooker...........................................(Figure 20) .............1U1 s smaller of t'or L12 Truss or Rafter Connections at Non-Loadbearing Walls Proprietary' Connectors , Uplift....................:..:........................(Table 14).............I................ ......I.U=�Tb. Lateral(no, of 16d common nails)...(Table 14)........:..............................L=fAlb. Roof Sheathing Type................:.:................................(per 780 CMR Chapters 58,and 59) �?GY'Vp" Roof Sheathing Thickness.......... ...... Ly.'�'Y�1� „•,.....1.11g in. >_ 7/Y6"WSP.... Table 2 ; ' Roof Sheathing Fastening........................................ ( )...................,.......... Joles:. � i• This checklist shall be met in its entirety, excluding the specific exception noted in 2,'to comply with the requirements of 0 1.1 Item 1. If the checklist is met in its entirety then the following metal straps and hold downs are not 780 CMR•53 1,2. . required per the WFCM 110 mph Guide: a, Steel Straps per Figure 5 b, 20 Gage Straps per Figure i 1 c. Uplift Straps per Figure 14 d. All Straps per Figure 17 e. Corner Stud Hold Downs per Figure .18a and Figure 18b Exception:Opening heights of up to 8 ft. shall be.permitted when 5%1s added to the percent full-height sheathing -'requirements shown in Tables 10 and 11. The bottom sill plate In exterior walls shall be a minimum 2 In. nominal thickness pressure treated#2-grade.. I ®Boise Cascade Triple 1-3/4" x 7-1/4" VERSA-LAM® 2.0 3100 SP Floor Beam1F1301 BC CALCO 3.0 Design Report-US 1 span I No cantilevers l 0/12 slope Monday, February 07,2011 Build 517 File Name: 40 Narrows Way Cotuit MA Job Name: Addition Description: Master Bath Header Address: 40 Narrows Way Specifier: City, State,Zip:Cotuit, MA Designer: Customer: Company: Code reports: ESR-1040 Misc: f r k 06-00-00 BO DL 838 Ibs B1 SL 1,044 Ibs DL 838 Ibs SL 1,044 Ibs Total of Horizontal Design Spans=06-00-00 Load Summary Live Dead Snow Wind Roof Live Trib. Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% 1 Standard Load Unf.Area(psf) L 00-00-00 06-00-00 15 30 - 01-00-00 2 Reaction from Designs\RB01...Conc. Pt. (Ibs) L 03-00-00 03-00-00 1,042 1,908 n/a 3 Gable End Unf. Lin. (plf) L 00-00-00 06-00-00 0 80 n/a Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 5,014 ft-Ibs 34.7% 115% 2 1 - internal Completeness and accuracy of input must End Shear 1,790 Ibs 21.5% 115% 2 1 -Left be verified by anyone who would rely on Total Load Defl. L/893(0.081") 26.9% 2 1 output as evidence of suitability for particular Live Load Defl. L/1,528 (0.047") 23.6% 2 1 application.Output here based on building Max Defl. 0.081" 8.1% 2 1 code-accepted design properties and analysis methods.Installation of BOISE Span/Depth 9.9 n/a 1 engineered wood products must be in accordance with current Installation Guide . Notes and applicable building codes.To obtain Design meets Code minimum (U240)Total load deflection criteria. Installation Guide or ask questions,please Design meets Code minimum (U360) Live load deflection criteria. call(800)232-0788 before installation. Design meets arbitrary(1") Maximum load deflection criteria. BC CALCO,BC FRAMER@,AJSTm, Minimum bearing length for BO is 1-1/2". ALLJOISTO,BC RIM BOARDTM,BCIO, Minimum bearing length for B1 is 1-1/2". BOISE GLULAMTM,SIMPLE FRAMING Entered/Displayed Horizontal Span Length(s)=Clear Span+ 1/2 min. end bearing+ SYSTEM@,VERSA-LAMO,VERSA-RIM 1/2 intermediate bearing PLUS@,VERSA-RIMO, VERSA-STRAND@,VERSA-STUD@ are trademarks of Boise Cascade Wood Connection Diagram Products L.L.C. L�b d a o o c1 e o 0 0 a minimum =2" c=2-1/4" b minimum=3" d= 12" e minimum=3" Connection design assumes point load is'top-loaded'. For connection design of side-loaded'point loads, please consult a technical representative or professional of Record. r Nailing schedule applies to both sides of the member. ' Member has no side loads. Concentrated loads are not considered in side load analysis. P9y,9elct}rj are, 16d Sinker Nails PDF created with pdfFactory Pro trial version www.r)dffactory.com ®BoiseCalscade Triple 1-3/4" x 9-1/2" VERSA-LAM® 2.0 3100 SP Floor Beam1F1302 BC CALCO 3.0 Design Report- US 1 span i No cantilevers 1 0/12 slope Monday, February 07,2011 Build 517 File Name: 40 Narrows Way Cotuit MA Job Name: Addition Description: Header at Existing Address: 40 Narrows Way Specifier: City, State,Zip:Cotuit, MA Designer: Customer: Company: Code reports: ESR-1040 Misc: I i I 2 09-00-00 BO LL 720 lbs B1 DL 1,571 Ibs LL bs SL 2,295 Ibs DL 1,571 71 lbs SL 2,295 Ibs Total of Horizontal Design Spans=09-00-00 Live Dead Snow Wind Roof Live Trib. Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% 1 Attic Unf.Area (psf) L 00-00-00 09-00-00 20 10 08-00-00 2 Roof Unf.Area(psf) L 00-00-00 09-00-00 15 30 17-00-00 Controls Summary value %Allowable Duration Case Span Disclosure Pos. Moment 10,318 ft-Ibs 42.9% 115% 2 1 - Internal Completeness and accuracy of input must End Shear 3,705 Ibs 34.0% 115% 2 1 -Left be verified by anyone who would rely on Total Load Defl. U539(0.201") 44.6% - 2 1 output as evidence of suitability for particular Live Load Defl. U819(0.132") 43.9% 2 1' application.Output here based on building Max Defl. 0.201" 20.1% .2 1 code-accepted design properties and analysis methods.Installation of BOISE Span/Depth 11.4 n/a 1 engineered wood products must be in accordance with current Installation Guide Notes 'and applicable building codes.To obtain Design meets Code minimum (U240)Total load deflection criteria. Installation Guide or ask questions,please Design meets Code minimum (U360) Live load deflection criteria. call(800)232-0788 before installation. Design meets arbitrary(1") Maximum load deflection criteria. BC CALCO,'BC FRAMER@,AJST"', Minimum bearing length for BO is 1-1/2". ALLJOISTO,BC RIM BOARDTM,BCIO, Minimum bearing length for B1 is 1-1/2". BOISE GLULAMT'",SIMPLE FRAMING Entered/Displayed Horizontal Span Length(s)=Clear Span+ 1/2 min.end bearing + SYSTEM@,VERSA-LAM®,VERSA-RIM 1/2 intermediate bearing PLUS@,VERSA-RIM@, VERSA-STRAND@,VERSA-STUD@ are trademarks of Boise Cascade Wood Connection Diagram Products L.L.C. b d a 0 o c e 0 0 0 ` a minimum=2" c=4-1/2" b minimum =3" d= 12" e minimum=3" Nailing schedule applies to both sides of the member. Member has no side loads. Connectors are: 16d Sinker Nails Page 1 of 1 A PDF created with pdfFactory Pro trial version www.t)dffactory.com ®Boisebascade Double 1-3/4" x 14" VERSA-LAM(g) 2.0 3100 SP Floor Beam1F13O3 BC CALC®3.0 Design Report-US 1 span i No cantilevers i 0/12 slope Monday, February 07,2011 Build 517 File Name: 40 Narrows Way Cotuit MA Job Name: Addition Description: Ceiling Support Over Garage Address: 40 Narrows Way Specifier: City, State,Zip:Cotuit, MA Designer: Customer: Comp any: Code reports: ESR-1040 Misc: s gi 15-00-00 BO B1 LL 3,375 Ibs DL 1,228 Ibs LL 3, Ibs DL 1,22828 Ibs Total of Horizontal Design Spans=15-00-00 Live Dead Snow Wind Roof Live Trib. Load Summary ` Tag Description Load Type Ref. Start End 100% 90% 1i5% 133% 125% 1 Standard Load Unf.Area(psf) L 00-00-00 15-00-00 30 10 15-00-00 Controls Summary value %Allowable Duration Case Span ryDisclosure Pos. Moment 17,263 ft-Ibs 59.5% 100% 1 1 -Internal Completeness and accuracy of input must End Shear 3,843 Ibs 41.3% 100% 1 1 -Left be verified by anyone who would rely on Total Load Defl. L/412(0.437") 58.2% 1 1 output as evidence of suitability for particular Live Load Defl. L/562(0.32") 64.0% 1 1 application.Output here based on building Max Defl. 0.437" 43.7% 1 1 code-accepted design properties and Span/Depth 12.9 n/a 1 analysis methods.Installation of BOISE engineered wood products must be in accordance with current Installation Guide Notes and applicable building codes.To obtain Design meets Code minimum(U240)Total load deflection criteria. Installation Guide or ask questions,pleasecall(800)232-0788 before installation.meets Code minimum (U360) Live load deflection criteria. Design meets arbitrary(1") Maximum load deflection criteria. BC CALC@,BC FRAMER@,AJST"', Minimum bearing length for BO is 1-3/4". ALLJOISTO,BC RIM BOARDTM,BCI@, Minimum bearing length for B1 is 1-3/4". BOISE,GLULAMT"',SIMPLE FRAMING Entered/Displayed Horizontal Span Length(s)=Clear Span+ 1/2 min. end bearing+ SYSTEM@,VERSA-LAM&,VERSA-RIM 1/2 intermediate bearing PLUS&,VERSA-RIM@, VERSA-STRAND&,VERSA-STUD@ are trademarks of Boise Cascade Wood Connection Diagram Products L.L.C. L�b d a c a minimum=2" c= 10" b minimum =3" d= 12" Member has no side loads. Connectors are: 16d Sinker Nails Page 1 of 1 PDF created with pdfFactory Pro'trial version www.Ddffactory.com . ®Boise6scade Double 1-3/4" x 11-7/8"-VERSA-LAM0 2.0 3100 SP Floor Beam1F1304 BC CALC®3.0 Design Report-US 1 span l No cantilevers 10/12 slope Monday, February 07,2011 Build 517 File Name: 40 Narrows Way Cotuit MA Job Name: Addition Description: Garage Door Header Address: 40 Narrows Way Specifier: City, State,Zip:Cotuit, MA Designer: Customer: Company: Code reports: ESR-1040 Misc: i 2 ! I i I 1 BO B1 LL 3,278 Ibs LL 3,278 Ibs DL 1,528 Ibs DL 1,528 Ibs Total of Horizontal Design Spans=09-06-00 Live Dead Snow Wind Roof Live Trib. Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% 1 Attic Unf.Area (psf) L 00-00-00 09-06-00 30 10 07-00-00 2 Roof Unf.Area (psf) L 00-00-00 09-06-00 30 15 16-00-00 Controls Summary value %Allowable Duration case span Disclosure Pos. Moment 11,413 ft-Ibs 53.6% 100% 1 1 -Internal Completeness and accuracy of input must End Shear 3,731 Ibs 47.2% 100% 1 1 -Left be verified by anyone who would rely on Total Load Defl. L/601 (0.19") 40.0% 1 1 output as evidence of suitability for particular, Live Load Defl. L/881 (0.129") 40.9% 1 1 application.Output here based on building Max Defl. 0.19" 19.0% 1 1 code-accepted design properties and analysis methods.Installation of BOISE Span/Depth 9.6 n/a 1 engineered wood products must be in accordance with current Installation Guide Notes and applicable building codes.To obtain Design meets Code minimum (U240)Total load deflection criteria. Installation Guide or ask questions,please call(800)232-0788 before installation. Design meets Code minimum (U360) Live load deflection criteria. Design meets arbitrary(1") Maximum load deflection criteria. BC CALC®,BC FRAMER@,AJSTm, Minimum bearing length for BO is 1-7/8". ALLJOISTO,BC RIM BOARD-,BCI@, Minimum bearing length for 61 is 1-7/8". BOISE GLULAMTM,SIMPLE FRAMING Entered/Displayed Horizontal Span Length(s)=Clear Span+ 1/2 min.end bearing+ SYSTEM@,VERSA-LAM@,VERSA-RIM 1/2 intermediate bearing PLUS@,VERSA-RIM@, VERSA-STRANDO,VERSA-STUD@ are trademarks of Boise Cascade Wood Connection Diagram Products L.L.C. r►{b d as , c a minimum =2" c=7-7/8" b minimum=3" d=24" Member has no side loads. Connectors are: 16d Sinker Nails Page 1 of 1 PDF created with pdfFactory Pro trial version www.Ddffactory.com . . w ®Bolse'Cascade Double 1-3/4" x 11-7/8" VERSA-LAM® 2.0 3100 SP Roof Beam1R1301 BC CALC®3,0 Design Report-US 1 span I No cantilevers 1 0/12 slope Monday, February 07,2011 Build 517 File Name: 40 Narrows Way Cotuit MA Job Name: Addition Description: Ridge Beam Address: 40 Narrows Way Specifier: City, State,Zip:Cotuit, MA Designer: Customer: Company: Code reports: ESR-1040 Misc: 1__10 12 I. 2 15-00-00 BO 61 DL 1,042 Ibs DL 1,474 Ibs SL 1,908 Ibs SL 2,772 Ibs Total of Horizontal Design Spans=15-00-00 Live Dead Snow Wind Roof Live Trib. Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% 1 Standard Load Unf.Area (psf) L 00-00-00 15-00-00 15 30 08-00-00 2 Roof Unf.Area (psf) L 12-00-00 15-00-00 .15 30 _ ti 12-00-00 Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 11,704 ft-Ibs 47.8% 115% 3 1 - Internal Completeness and accuracy of input must End Shear -3,277 Ibs 36.1% 115% 3 1 -Right be verified by anyone who would rely on Total Load Defl. L/366(0.492") 49.2% 3 1 output as evidence of suitability for particular Live Load Defl. U564(0.319") 42.6% 3 1 application.Output here based on building Max Defl. 0.492" 49.2% 3 1 code-accepted design properties and analysis methods.Installation of BOISE Span/Depth 15.2 n/a engineered wood products must be in accordance with current Installation Guide Cautions and applicable building codes.To obtain For roof members with slope (1/4)/12 or less final design must ensure that ponding Installation Guide or ask questions,please instability will not occur. call(800)232-0788 before installation. For roof members with slope(1/2)/12 or less final design must account for Rain-on-Snow BC CALC@,BC FRAMER@,AJSTM, surcharge load. ALLJOIST@,BC RIM BOARD-,BCI@, BOISE GLULAMTM,SIMPLE FRAMING Notes SYSTEM@,VERSA-LAM@,VERSA-RIM Design meets Code minimum (U PLUS@,VERSA-RIM@,180)Total load deflection Criteria. VERSA-STRAND@,VERSA-STUD@ are Design meets Code minimum (U240) Live load deflection criteria. trademarks of Boise Cascade wood Design meets arbitrary(1") Maximum load deflection criteria. Products L.L.C. Minimum bearing length for BO is 1-1/2". Minimum bearing length for B1 is 1-5/8". Entered/Displayed Horizontal Span Length(s)=Clear Span+ 1/2 min. end bearing+ 1/2 intermediate bearing Connection Diagram L b d a c a minimum =2" c=74/8" ' b minimum=3" d= 12" Member has no side loads. Connectors are: 16d Sinker Nails Page 1 of 1 PDF created with pdfFactory Pro trial version www.Ddffactory.com I I -- 7ik = a! of PROPOSED IXISTING FRAMING INSTRUCTION PROVIDE DOUBLE ROOF RAFTERS a Rap ON EACH SIDE UNDER NEW PROPOSED zG u $v�G I Il DORMER (SEE FRAMING DETAIL) { p I' zl,�. K O G d l 11 GO �I y�l a w r, ` rA a \ I f a f k Lo �IXISTING WALLS � O �'/ 1 k9D 131d�:5� fi5n C��� i r '✓ ..! ({� PROVIDE A DORMER IN EXISTING !I Ga LOFT WITH VALTED CEILING ABOVE THE GARAGE 9�}k OS 7 �, iI -n sVi N3 }r `` ° LOFT .d xC1` I-�- ?ar - f-n L" rN, f - (�(]r y-_ ♦ L'�T I �n'ti7 <r.* '` ? .-1 .'�-> I 7I Er kY' T4. t�. ..N't y 'r,� k ' a�]r �:J' fix�. . FYI,. -I } ,u�.. � F� U`A ,s?Sr U t c L c f ,-0 " irk t � x r _ SMOKE DETECTO S REVIE E o ' 'Y -yPf f IM1 � _ d y� -n� k r't'�*•�G''p a �h} ter.-.�lda T b +; 7 / `'"� 4¢ '4 �. .,p it "y„b€':��n fie..., w b § C R z B.4RN.,TA_L 6UILDING DEPT. E IF' - 't'.y �I IC by 'r- "` •r°�":s b 1- TL I �.➢ n"bltp } __� r A h'p' ti� ,!k1'n �� s�T� -z n T tOs �r"4 a FIRE DEPARTMENT Q Era f-,2 R,0 t,.U.�- N` BOTH SIGNATURES ARE REQUIRED FDR PER ! - Al } x L � --s �. -Py 3s. r�'t ✓ >�r� 5T •t+.z n O I O CARBON MONOXIDE ALARMS � a 1 O3SOdo8dl•oNuslx3 p:-`. r `�, .j? r x r� ✓ gr a ax ' �`: SH "^"5, ; i:" MUST BE INSTALLED PER rr ' MASSACHUSETTS BUILDING CODE O i'. MR `�ONLLS1 3 .03SOd0ad F'_' t ,.4 x 4 +e•-e- Q... ! Tt�fz -y,�b •7''�'`YFv'sF4 -'y .� �{•" o L 'F I t } kk"^'s-k,n:7 4 '"' �'LT s�7 i�a �,c..�• � ,_I hri "'�„R"-'••,�F y 4 l rl" Y -1 ,m _ _ HE ,z-s- a Pk a L 6s� ..i Wit+}(s ,3 * f w00a03R"31SVW REVISIONS r of 4r ,.R tK �...:d ^s W a� Fdsr 1 �'--r•} etx.!E-k z coactIRF Ia-�}1 •r}. •i.. c r KK. Z _- _ ___.:_0•_s—,• K. )1s[�.k*". 4fL F"` 5 —+—__'S �'r�,sn C 9. �fSil. I. _ •� t GmWa SEwe m Q wh y�A w 4 �E•�. y \pit' yt,D H 4h' "•n � __.......___ " ,HvK'- d ✓{'... a rxr2 tT d x' -Pt?r� '" I.. td 4 - o o ?�Ee .? -t l'f'L r1'r /if ''`� G.7 '3`,4•c-;,� 1• y 1®® 7qp vvv,ya.E A:r '".�- k L iaa ti �nr i Rt r a" ,r„, Q". r r ' Dc w4 a+p `' IMPORTANT-UPGR DE REQUIRE Wf kK!fI z aoadlY,�fs '2�-I ,3 -A i .(� s si..:, ,:-�c.� ;i, r``+•�tx.�. Y ;" -.ktl k `T' �''� '� +� "' '� ��r t +µ, 53� STATE SUILDINC CODE REQUIR S THE UPGRADI . �wooe ,�: s>.•< $i �' t z k t\ a f `� F ; °� �''° -'�.i --- • SMOKE DET"cCTORS FOR THE NTIR DWELLIN �'! p �; •o-s+ z�-k'- r r 3 -9r,r 4 ° .,, ,.' .�b ,. q���r fi _ ,� ,�'``x. ,3 - s•-r ''r"`'eis`e`ox 10� ONE OR MORE SLEEPING AREAS RE ADDED OR CRE D. �q'x • y,.:� t9i 'Y-�.. �( r"c- -r• t,` -io?.ya I ,-:J 'I"'--� W A SEPARATE PERMIT .REOUIReD F.O4 I > a":t.. I l :✓,1 7 s CLIu ..�` L i E ap i s F 8 y "y INS IALIIATION OF SMOKE DETECT ORS THE ELEFT 'L� PERMIT DOES NOT SATiSFY*THIS REQUIREMENT.' ... ., is ..-..., , -Be-����pT �,py a j d zxlz RIDGE •• � RS-(,,.75:1B m EXISTING PROPOSED - U12 M _ w 12 12 Cz�7 • �o W RBO1 2 1Ax11A' .12 RIDGE 12 W o 12 D16 T NURAGAN + 1I'-0• ®MASTER BEDROOM -ER(n'P) D+STNL owrelc zx,o•.msrs owT NUR�N ExrAHooa xEwcolN�uRso - Hwcm(TP) PROBIDE e' 10• RNIG - ROOF R MS7 10.OYERIWIG IXISIMG STNRS - LIVING GARAGE IIIIq I I -B �4 2_B R H�— Q ii zr 2xto misrs 1B•oc. , so PI-001)(TTP) mAn~ P.T. a•court-TE. 61-(,)2•.W P.T.St y ,1/2-co w NcRETE EoR(m) SL �n 1/2•UULY CIX, PROADE ANUIER BDUS ORAOE PROVDE ARCIIFA SOUS OOO, P51.(iW). IN EVFAY CORRER m Ef65N1O STA06 WRH S•CDRCPETE FJUDE ,/2•CONCRETE I'-0..ON FAUNOATON fA05f WALL w DffJM CORNER R ROOR PEROIEfOR 12•FOU MN UNDER >aW py.mp). �'-o•a ON PADNMTR]N V PE W70R MASTER BEDROOM FRAMING ROOF FRAMING OVER EXISTING STAIRS GARAGE FRAMING 4 EXISTING PROPOSED W ZO PROPOSED I EXISTING � W • O w Irmo H 3 a a. PRONDE DOUBLE ROOF RAFTER ON 4� w UNDER THE WALLS ON FAOH SIDE Z LEFT SIDE ELEVATION RBVLSIDNS EXISTING I PROPOSED 12•ROOF RAFTER PROPOSED EXISTING LOFT El I di GARAGE REAR ELEVATION FRONT ELEVATION ! DORMER FRAMING A-2 I GARAGE O I Y a i I t; I EXISTING PROPOSED I 9=� ' �.sTFs.Lsn'16 q 1 I *45 wj s r Dt\,� I -we b' — - ICI- 9 t PROPOSED EXISTING ... \ ,r-Ir ..• 'r_r 'I ]L'RNL�`� .. C� '�E� 9 -P --w�—_u, 9'•d f7 9'�„ -T ., I„ ar I,� b r C PROVIDE rlTr'0„-b'�}-:=--v, I C�� I Y ECCESS IN cjl•y.P h�.C'1L1S', I 11 A n.°"IXISTING d O - FOUNDATION z r,• T �` �7 � I U� �t Ir�vb al + ��4r"s'."'- �I��,;,,�v � IX5 tt LL I a h o w r JAM, G'1?T PP�llX z ox0.l wlr�t� " .w �yr,•�.S i s:ts'1_*M°f Y I I 14 h3 � '�` - M 3.. _ y -,Ir ?',m'a��i•- 9 - " 9 O t"I '•+- p3` 0 �• -� i t may '^ . }, z SI '77�� � k, �g + elan +:� n>i �r-,o• _ I "fir"" ] .t x °.;, r a*� k,,�" n•y. x#•.�. 3c •4. r> ' x.... f71 1� e ADDITION TO SINGLE FAMII Y RESIDENCE SIIY ER DESIGNER&BUILDER $ 3 3< COTUIT MA 002635 uo.n..nn cruas�ae<.°im� S°z 40 NERROWS WAY - FOUNDATION PLAN sr; c w . dr D ED 5 .12 RIOGE _"•1 �7 n j1 EXISTING PROPOSED 2.• w zxlz Po �B 2 tz`W ) �8 SRW 1RA556 Z%12 WOGE _� � RBOi 2 1�Y114" _. .•. O. ' 2(j TIES _ 2 }PROVIDE COLLAR TIES/�y)yp DOWN ON I to C 12 ... I 12 ``EACH ROOF RAFTER(TYP)• i W�c aB NU_ 3Y10 ®MASTER BEDROOM HWG (TTP) wsruL Douelc 2 X'W 06T5 owE HDaAr H + 14•-0• _ FXISIWO LNOiG ROOM COLN0 HANGER C—)� C AHD OVER NEW COLUMNS PROEIIDE fi 10" VERHNIG —M.AND " a00F OKS 10'OVERHANG ' FJ(IBIB10 SA65 - IJVING 'I GARAGE q z'-a z-e• x-a .. .. .. S 4'TdG PL I P.T.SBL �n n IB'O.G I^T 10 J065 Ifw 3 1 2"fDNUtEIE FLOOR r P.T.56L - 3 2"at0" CRADE- _ 81 () �, FROSi�WNlE ]1 2'WLY COL FROVDE ANCHW BOL15 GPADE - - PRWIDE ANCNW BOLTS GRADE o s Rs wlm e'coNCR¢TE Sono PSL a Lwrc COrolER r oasnNo sru D/ERY coRNW a(P). FROST wu.L q .�• 'q yA CIXKRFIE vW-0�EOC ON FAUNDAIION R l2"FD1MDRpN UNOW ZLwoo mmr), pW;�WOC ON P'LLI1la11W! yU•• .l 20 B CONf.CONC3TG ,cN MASTER BEDROOM FRAMING ROOF FRAMING.OVER EXISTING' -" c " STAIRS GARAGE FRAMING CONFIRM TO APA PORIELFRAME CONSRtUCRON . ♦O 10'RIDGE FRO.T 2 1-�K'X14' W 2'X4'COLLAR TIES BETWEEN EVERY RAFTER z EXISTING PROPOSED 1,je INSTALL DOUBLE EXISTING UANNG OVER •� a PROPOSED I EXISTING CEDINGca C�jJ Fa �j ATTACH COLUMNS W TO O(15T1NG SRAPS AND UNDERSIDE OF 11. US NG BRACKENS e o AND 0WERE FROM LA7 COLUMN GARAGE DOOR FRAMING DETAIL Q I f UNDER DE DOUBLE RO NF RAFTER ON THE WALLS ON EACH SIDE LEFT SIDE ELEVATION FRAMING DETAIL CH DE COLLAR TIES%DDWN ON .REVISIONS EACH ROOF RAFTER(TYP). EXISTING PROPOSED 12'ROOF RAFTER PROPOSED I EXISTING •. I LOFT GARAGE REAR ELEVATION FRONT ELEVATION I DORMER FRAMING �_2 C Hollow Column Uplift for High Wind Resistance Page 1 of 2 www.strongtie.com Hollow Column Uplift Install hollow columns after the concrete pour, eliminating the need to determine the column's exact location during layout. Uplift loads are achieved with a concealed connection using Simpson Strong-Tie®Titen HD®Rod Coupler or SET Epoxy-Tie®anchoring adhesive. Gallery: Download detail drawings by clicking on the"DWG"or"DXF"links below Need help with downloads? Beare and column BP Bearing Plate by Designer and Nut 2x min. for beam) N; R( Threaded Roder ' N 8 ' .•� ^'i7yr N1 "o- 0C)1 1: Refer to technical bulletin T- r COLUMN for other hollow column uplift connections �r N ` a,& Threaded Rod Coupler P9ttl Titen HD Rod Coupler r` (THD501030C) Minimum edge distance to Minimorn end dastance to threaded roll-see gable ltrre<aded roil-see table -Q DWG DXF d a L http://www,strongtie.com/products/highwind/HollowColumnUplift.html 3/10/2011 Hollow Column Uplift for High Wind Resistance Page 2 of 2 Load'Fable: .top Anchor Bearing Coupler Uplift Capacity Drill Min. Min. Alin. I Plate Nut — — Anchor9 Bit iEmhed. End Edge ( Model Made! t Depths Dist.. Dist. SPF SP OF I Dia. No. No. TITEN HD ROD COUPLER' THD501038C V 8" 16' 1 11/4" BPIiz 320 3750 3750 SET EPDXY SOLUTION® �fz ATR Ia 4'14_. 3' S BPIrz-3 CNWI, 2420 2420 2420 _ _ W ATR aa' 5° 5' 4' BP/s-3 CNWI/am mm 3fi70 �3675 3675 !a`ATR ) 6afa" ?' 3° ! BPa CNW-14 2990 39$0 4400' 'IV ATR 1' 7gW 8' 4" E BPJA CNWIA 3530 � 4695 5195 1'ATR 1',a' 9" 9" 4" 8P1 Ch1W1 4830 6420 7100 Allowable Uplift Loads .. _... 1. Refer to the Simpson Strong-Tie®Anchoring and Fastening Systems for Concrete and Masonry web site for complete SET Epoxy-Tie®adhesive and THDC installation details. 2. Allowable loads have been increased for wind or earthquake loading with no further increase allowed. 3. Anchor solutions listed are based on 2500 psi concrete and uncracked concrete with no supplementary reinforcement. 4. 5/8"wrench size required. 5. THDC comes with coupler nut for 1/2"diameter threaded rod. 6. System capacity limited by perpendicular to grain wood bearing capacity(SPF=425 psi,SP=565 psi,DF=625 psi),rod tension capacity or anchorage capacity. 7. Anchor length must be at least 2"longer than embedment depth. 8. Designer may modify epoxy embedment depth and edge and end distances per the Simpson Stronq-Tie®Anchoring and Fastening Systems for Concrete and Masonry catalog(C-SAS). 9. Threaded rod shall be ASTM A307 and match anchor diameter.Use 1/2"ATR with THD501038C option. Related Catalog Pages(PDFs): .top C-HW09(High Wind-Resistant Construction), page 19 Order free catalogs by mail. Printed March 10,2011 from http://www.strongtie.com/products/highwind/HollowColumnUplift.html ©2011 Simpson Strong-Tie® htt ://www.stron tie.co'm/ roducts/hi hwind/HollowColumnU lift.html 3/10/2011 p g p g p Page 1 of 3 6 Mckechnie, Robert From: Michael Suyer[msuyer@hotmail.com] Sent: Tuesday, March 08, 2011 2:14 PM To: Mckechnie, Robert; Aivaras Rudis Subject: {Disarmed} RE: 40 Narrows, Way, columns Good Afternoon Robert, The detail below shows column installation. This up flow resistance method includes '/z" ATR anchor and threaded road inside the column. This method will be used on 40 Nerrows Way project. Sincerely, Michael Suyer Hollow Column Uplift Print this page Email this page to a friend Install hollow columns after the concrete pour, eliminating the need to determine the column's exact location during layout. Uplift loads are achieved with a concealed connection using Simpson Strong-Tie@ Titen HDO Rod Coupler or SETEpoxy-Tie@ anchoring adhesive. Need help with downloads?Gallery: Download detail drawings by clicking on the"DWG"or"DXF" links below Refer to technical bulletin T-COLUMN for other hollow column uplift connections otopLoad Table: Allowable Uplift Loads y(; THD501038C,ATR I i 1. Refer to the Simpson Strong-Tie@ Anchoring and Fastening Systems for Concrete and Masonry web site for complete SET Epoxy-Tie®adhesive and THDC installation details. 2. Allowable loads have been increased for wind or earthquake loading with no further increase allowed. 3. Anchor solutions listed are based on 2500 psi concrete and uncracked concrete with no supplementary reinforcement. 4. 5/8"wrench size required. 3/8/2011 Page 2 of 3 4 D 3 3 5. THDC comes with coupler nut for 1/2" diameter threaded rod. 6. System capacity limited by perpendicular to grain wood bearing capacity (SPF = 425 psi, SP=565 psi, DF=625 psi), rod tension capacity or anchorage capacity. 7. Anchor length must be at least 2"longer .than embedment depth. 8. Designer may modify epoxy embedment depth and edge and end distances per the Simpson Strong-Tie(D Anchoring and Fastening Systems for Concrete and Masonry catalog (C-SAS). 9. Threaded rod shall be ASTM A307 and match anchor diameter. Use 1/2"ATR with THD501038C option. DWG DXF stop Related Catalog Pages (PDFs): Order free catalogs by mail C-HW09 (High Wind-Resistant Construction),page 19 4 Home I About Simpson Strong-Tie I Contact Simpson Strong-Tie I Browse Products I Product Use Information Privacy Policy I User Agreement I Limited Warranty I Parent Company Stay informed!Sign u for Simpson Strong-Tie newsletters Copyright CO 2011, Simpson Strong-Tie Company Inc.All Rights Reserved Contact Webmaster with questions or comments. Printed from ©2011 Simpson Strong-Tie® Subject: 40 Narrows, Ct; columns Date: Mon, 7 Mar 2011 15:09:20 -0500 From: Robert.McKechnie@town.barnstable.ma.us To:msuyer@hotmail.com 3/8/2011 Page 3 of 3 Good Afternoon Mike, I just received your drawing and information on the columns. I have not been able to find any information on their website that states the columns are designed for use in a 110 B wind zone and will resist uplift. The only information I have found was in their referenced [CC ES Legacy Report 2301 which states in section 5.2: "The columns shall be designed to resist gravity axial loads only and shall not be designed to resist wind uplift..." This means that you must supply additional supporting documentation that shows how the required resistance to wind uplift will be met or achieved. You may be able to get that information from the manufacturer or supplier or use an alternate method. However, I will need the documentation in hand to process your application. Respectfully, Robert McKechnie Local Inspector Town of Barnstable 508-862-4033 3/8/2011 Mokechnie, Robert From: Mckechnie, Robert Sent: Monday, March 07, 2011 3:09 PM To: 'msuyer@hotmail.com' Subject: 40 Narrows, Ct, columns Good Afternoon Mike, I just received your drawing and information on the columns. I have not been able to find any information on their website that states the columns are designed for use in a 110 B wind zone'and will resist uplift. The only information I have found was in their referenced ICC ES Legacy Report 2301 which states in section 5.2: "The columns shall be designed to resist gravity axial loads only and shall not be designed to resist wind uplift..." This means that you must supply additional supporting documentation that shows how the required resistance to wind uplift will be met or achieved. You may be able to get that information from the manufacturer or supplier or use an alternate method. However, I will need the documentation in hand to process your application. Respectfully, Robert McKechnie Local Inspector Town of Barnstable 508-862-4033 1 �•�==u..a��%,viuttttts auu vtner rorcn Products by HBG Page 1 of 3 Home Company Profile Where to Buy Request Info Column Connection - r f; a; PRODUCTS INSTALLATION KITS PermaCast Columns PermaWrap Columns t Permal-ite Square Columns Split Kit Wood Columns PermaPorch Railing Builder Select Railing PermaPosts PermaPorch Ceiling Balustrade Systems . Pergola Systems Caps and Bases Accessories COMPANY INFO Company Profile All Factory split PermaCast columns are shipped with a spilt kit which include sgya Employment 12 oz.tube of adhesive,zip tie straps,alumninum fastening plates,and all scre s Contact Info needed. Where to Buy Request Info (jumnjInstallatioinKil: News , DOWNLOADS _ Product Brochures r Product Cut-Sheets Install Instructions CAD Drawings Millwork Journal Ad Slicks ARCHITECTS The neae i1t3&G column installation kit includes 6brackets(2-top,3-bott CSI Specifications )and all CAD Drawings required;:ardware.This kit will help secure the top and bottom of columns, AIA&AIBD Courses ' Seco)d Story Installation Brackets_ For Custom Takeoffs and Quotes, click here to email your plans to the HBBG Architectural Department Ett" Q The H}183 _,econd story porch Installation kit includes 3 brackets and all required / hardw,rc.Thu;racket fits 20"-30"plain round PermaCast columns and will secure http://www.ilb ,olt:mns.com/installkits.php V2/7f)1 1 OF BArt'�4NS)TIABLIE, I,F 1 s,AR a; PM 2: ` t � Y • r k V I. TIPS Note 1:Ornamental Cap INSTALLATION p •, itals Round or Square ffiN Cast /Permalite Columns When installing a round Installation instructions Fiberglass column with an ornamental capital,subtract the"T"dimension(distance . from top of ornament to top of #: neck mold)an add the height FRONT of the ornamental capital,this can lengthen or shorten the .: height of the column.You can find the"T"dimension in the 1.Measure open- products brochure. ing in four places: a , front,back,left and right of column (see drawing), � a Mark column accordingly.If col 3.Slip base over top of column shaft and umn is too long, 2.Use an abrasive saw(masonry or car allow to slide to base of shaft.Slip cap shorten length from bide tip blade).Fine trim top and bottom over shaft and allow to rest on neck mold. _.._. bottom. with rasp to assure flat surface contact. Some sanding may be required. Nato 2:Required Loading Ensure concentric loading of the column.100%of bottom wig x = must contact substrate and 759%of top must contact sofit. Note 3:Nand Rail When attaching hand rails or comer irons to round or squarer PermaCast columns,holes = _ must be pre-drilled. 5.Pu(ssembly in place and plumb.Make 6.Mark and drill holes in floor and column 4.Apply construction adhesive'to top and sure load is centered over column shaft and shaft for corner/angle brackets(not includ- NoD;4:Cap and Base bottom surfaces of column. evenly distributed around the bearing surface. ed).(HB&G column installation kit available Light sanding may be needed #t Joao) for correct fitting of base. PAINT TIPS: Noto 5: f • Follow paint manufacturer's instructions for priming and Columns are not designed to r a5 finishing of fiberglass be set into masonry. 4 composite column and k polyurethane cap and base. Nob:s: �-�F > ' � �, Do not paint using dark colors Do not fill with concrete. ; (dark colors are considered Concrete can be used with a any color that falls within the barrier such as sonatube, .< L values of 56 to'0).L is a Leave minium 1/2"gap to 7.Apply construction adhesive'to top of measure of the lightness of allow for expansion and cap,press against structure,and screw or 8.Apply construction adhesive*to bottom an object,and ranges from contraction of the concrete. nail into place. of base and nail or screw to floor 0(black)to 100(white). No•7; Inasiballing neck molding to Square PF. M(Cast" Permatite Columns Columns are not designed to be used in a free standing application.If used in free r standing applications a structural support must be used. 9.Mark location for supplied neck molding. u3 k3 Measure and cut neck molding to a 45° 10 Pre-drill holes through neck mold intos- angle.Apply construction adhesive'and p ut column.Screw neck mold in place or pre- 11.Set screws or nails and use caulk to NV neck mold in place, drill and use finish nails. ' az cover holes. Use a non-acetone based exterior grade construction adhesive. Y �r Permal-ite neck mold is one piece and slips over column. =} ne 8'00 Z64 4H I fs4� ss As2g WARRANTY IS VOID IF INSTALLATION INSTRUCTIONS ARE NOT FOLLOWED y►col&Mn `' 55 ALL.PRICES SUBJECT TO CHANGE WITHOUT NOTICE•ALL PRICES SHOWN ARE LIST PRICES• EFFECTIVE DATE:AUGUST 7,2008 VI LO i 7 VE Town of Barnstable 0 } Regulatory Services BARNS"ASL F- F pQ' MAH.4 Thomas F. Geiler,Director . Building Division Tom Perry, Building Commissioner 200 Main Street, Hyannis, MA 02601 www.tovcwn.barnstable.ma.us • office: 508-862-403 8 Fax: 508-790-6230 Property Ovajer Must Complete and Sign.This-Section_ v If Using A Builder as Owner of the subject.property hereby authorize f�/I LCH&Ct 8 (,Q to act on my behalf, in all matters relative to work authorized by this building permit application for. (Address of Job) Signature of Owner Date p-��XA lID Cif V,9S1q �r'�✓ Pnnt Name If Property Owner is applying for permit please complete.the Homeowners License Exemption Form 'Oft the reverse side. Q:FORMS:O WNERPER-MISSION Town of Barnstable Of THE y� o Regnlato*ry Services Thomas F. Geiler,Director ' Mesas. . Building Division Tom Perry, Building Commissioner 200 Main.Street,_Hyannis, MA.02601 www.to wn.b arnstab l e_ma.us Office: 508-862-4039 Fax: 508-790-6230 ETOhIEOWNER LICENSE EXEMPTION Plcarc Print DATE: JOB LOCATION: number street village "HOMEOWNER": name home phone# work phone# CURRENT MAILING ADDRESS: city/town state zip code The current exemption for"homeowners"was extended to include owner-occupied dwellinFs of six units or less and to allow homeowners to engage an individual for hire who does not possess a license,provided that the owner acts as SnDerYisor- DEFINITION OR IJOMEOVrWER Persons) who owns a parcel of land on which he/she resides or intends to reside, on which there is, or is intended to' be, a one or two-family dwelling, attached or detached structures accessory to such use and/or farm structures. A person who constn4cts more than one home in a two-year period shall not be considered a homeowner. Such "homeowner"shall submit to the Building Official on a form acceptable to the Building Official, that he/she shall be responsible for all such work performed under the building permit. (Section 109.1.1) The undersigned"homeowner"assumes responsibility for compliance with the State Building Code and other applicable codes, bylaws, rules and regulations. The undersigned "homeowner"certifies that,he/she understands the Town of Barnstable Building Departrnmt minimum inspection procedures and requirements and that he/sbe will comply with said procedures and requirements. Signature of Homaowna Approval of Building Official Note: Three-family dwellings containing 35,000 cubic feet or larger will be required to comply with the State Building Code Section 127,0 Construction Control. HOMEOWNER'S EXEMPTION The Code states that "Any homcowna performing work for which a building pa7rrit is required shad be exempt from the provisions of this scction.(Scction 109.1.1 -Licensing of construction Supervisors);provided that if ncc homeozyncr rngages a parson(s)for hire to do such work,that sur h Homcown.a shall act as supervisor." Many hOMrDWna2 who use this rxmrrption art unawzrc that they art;assuming the responsibilities of a supervisor(see Appendix Q, Rules&Regulations for Licensing Construction Supervisors,Section 2.15) This lack of awareness often results in serious problems,particularly when the homcowna hires un)iccnsed persons. In this cast,our Board cannot proceed against the unlicensed person is it would with a licensed •Svpervisor. The homeowner acting as Supervisor is u)timatcly responsible. To ensure that the homeowner is fully aware of his/her responsibilities,many communities require,as part of the permit application., that the homcowncr ccrtify that hdsht understands the msponnbilitics of a Supervisor. On the last page of this issue is a form currently used by several towns. You may cart t amend and adopt such a forrr✓eertifieation for use in your community. Q:forms:homcczcmpt S•o S3 st Fat�il�Y 3 $EWWMs F;AZaAC.E _ 'PAID-( R-oW 3 x►ko = 33o GFi SE'?t"lC�`TAN� .33ox�so '�95G13� I � IsoD �� . .fit �i '� 29 -� DI_ S�C64 _ ptT (- I000 Gti Z1�!5 oNC- a 43, v1 t 51DEWdLL A ' ? 2�G SEX 2.s �5 C. BvTTOM A = 113 s F t K o TCTAt_ 'DAILY FLoyl 6Pcl OF OF ACHARDAL PETER BAXTER u o SULLIVAN No. 29733 ti V u4p `FFSS�ONAL ►q�l .gq TU6 T: P SZxL) V.0 C. LoA� (Nil Gl�� s4 55 -t A u L w!tTy WA414ty : Au,5Mclvvz-) sr--r �' sToil � T" 4! VEEP n i Caztll=i ED pt-rr p�� ' 0 wQw- pLAN �ERE�Jc� l CGZPFY T• lrt : TKE F�or�+ r�o►J -AOW W NEJZ50M GoMP��yrS. �u►TA Nf- UQE LOT- or '-4{E- 7DWN O F BN -e 1A L5 i. �►�- d I Z: �L S A+tD IS (rl-oaTv w t}! T�F— elt,1 , DA-r� ►?� �-9 ,eY rJyE �t p>�5510a.1dL tblJ'D �uWll~yarcS T K FLA QlS NOT- T3A 8D ci. �4-TpjtE+J'T° c�.r 1 t_ E�JGt IJ EE1ZS S.ut f ADD TIME OFF arT 44oaz) plat" -ae 0 tLLF, MA�4, c A f P L t C A w T j t�Gd�t�3AL'D 1 -T y. c �Z The Commonwealth of Massachtrs'etts Y ,Department of Industrial Accidents Office of Investigations 600 Washington Street 1 Boston,MA 02111 L sy wWw.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Le il? bl Name (Business/Organization/Individual): S (/UE�e 9r//1_10C_R Address: 142- ®Lt= ,#,#V City/State/Zip: " Are you an employer?-Check the appropriate box: Type of project(required): 1.0 I am a employer with 4. 0 1 am a general contractor and 1 6 0 New construction * have'hired the sub-contractors., employees-(full and/or part-time). - - - 2. I am a sole proprietor.or partner-. 'listed on the attached sheet. 7. [] Remodeling ship and have no employees These sub-contractors have . g_ Demolition working for me in any capacity. employees and have workers' 9 'Building addition NO workers' comp. insurance comp. insurance.1 required.] 5. 0 We,are a corporation and its 10� Electrical repairs or additions 3.❑ I am a bomeowner doing all work officers have exercised their I I.5tPldmbing repairs or additions myself. [No workers' comp. right of exemption per MGL 12.[] Roof repairs insurance required.] t c. 152, §1(4), and we have no employees. [No workers' 13.❑ Other comp. insurance required.]. ;Any applicant that checks box/I1 must also fill out the section below showing their workers'compensation policy in formation. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. tContractors that chock this box must attached an additional sheet showing the name of the sub-contractors and stale whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number, I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: - Policy# or Self-ins. Lie. #: Expiration.Date: e•� �� Job.Site Address: City/State/Zip: `; Attach a copy of the workers' compensation policy declaration page (showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MCI;c. 152 can lead to the imposition of criminal penalties of a fine up to $1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to $250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Off m of Investigations of the DIA for insurance coverage verification. I do hereby certify tinder lh ains and penalties ofperjury that the information provided above is trite and correct. Si ature: Phone#: Official itse only. Do not write in this area, to be completed by,city or town official City or Town: Permit/License# Issuing Authority (circle one): 1. Board of Health 2. Building Department 3, City/Town Clerk_ 4. Electrical Inspector 5. Plumbing Inspector 6. Other Contact Person: Phone#: e . - - - ,._-..___�.�....,.-�._ ✓ -VOO➢?/I17.047LI/PpLLIL olfii�/�LLL'b1pT1LLl6P, 6 Board of Building Regulatiobs and Standards HOME IMPROVEMENT CONTRACTOR = Rdgistrat on::�128505 F Expjratwn 4/13/2011 Tr# 281752 r tjr TYPe I dMclual MICHAEL SUYER MICHAEL SUYER rr�4. r1 142 OLEAN ST i< 4 s . WORCESTER,MA 01&02 "Y Administrator i License or registration valid for individul use only before the expiration date. If found return to: Board of Building Regulations and Standards. One Ashburton Place Rm 1301 Boston,Ma.02108 Not valid without signature Sl -1 w r RES.check Software Version 4.3.1 Compliance Certificate Energy Code: 2009 IECC Location: Cotuit,Massachusetts Construction Type: Single Family Project Type: Addition/Alteration Building Orientation: Bldg.orientation unspecified Heating Degree Days: 6137 Climate Zone: 5 Construction Site: Owner/Agent: Designer/Contractor: 40 HARROWS COTUIT,MA e . Compliance:2.3%Better Than Code Maximum UA:87 Your UA:85 The%Better or Worse Than Code index reflects how close to compliance the house is based on code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum code home. Ceiling 1:Cathedral Ceiling(no attic) 540 38.0 0.0 15 Wall 1:Wood Frame, 16"o.c. 144 21.0 0.0 8 Orientation:Right Side Window 1:Vinyl Frame:Double Pane with Low-E 9 0.310 3 SHGC:0.00 Orientation:Right Side Wall 2:Wood Frame, 16"D.C. 160 21.0 0.0 8 Orientation:Front Window 2:Vinyl Frame:Double Pane with Low-E 25 0.310 8 SHGC:0.00 Orientation:Front Wall 3:Wood Frame, 16"o.c. 256 21.0 0.0 14 Orientation:Left Side Window 3:Vinyl Frame:Double Pane with Low-E 18 0.310 6 SHGC:0.00 Orientation:Unspecified Wall 4:Wood Frame,16"D.C. 96 21.0 0.0 5 Orientation:Unspecified Floor 1:All-Wood Joist/Tiuss:Over Unconditioned Space 540 30.0 0.0 18 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 2009 IECC requirements in REScheck Version 4.3.1 and to comply with the mandatory requirements listed in the RE - ck Inspection Checklist. Name-Title �— Signature to Project Title: Report date: 02/03/11 Data filename: Untitled.rck Page of 4 REScheck Software Version 4.3.1 Inspection Checklist Ceilings: ❑ Ceiling 1:Cathedral Ceiling(no attic),R-38.0 cavity insulation Comments: Above-Grade Walls: ❑ Wall 1:Wood Frame, 16"o.c.,R-21.0 cavity insulation Comments: ❑ Wall 2:Wood Frame,16"o.c.,R-21.0 cavity insulation Comments: ❑ Wall 3:Wood Frame,16"o.c.,R-21.0 cavity insulation Comments: ❑ Wall 4:Wood Frame, 16"o.c.,R-21.0 cavity insulation Comments: Windows: ❑ Window 1:Vinyl Frame:Double Pane with Low-E,U-factor:0.310 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window 2:Vinyl Frame:Double Pane with Low-E,U-factor:0.310 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window 3:Vinyl Frame:Double Pane with Low-E,U-factor:0.310 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: Floors: ❑ Floor 1:All-Wood JoisUfruss:Over Unconditioned Space,R-30.0 cavity insulation Comments: Floor insulation is installed in permanent contact with the underside of the subfloor decking. Air Leakage: ❑ Joints(including rim joist junctions),attic access openings,penetrations,and all other such openings in the building envelope that are sources of air leakage are sealed with caulk,gasketed,weatherstripped or otherwise sealed with an air barrier material,suitable film or solid material. ❑ Air barrier and sealing exists on common walls between dwelling units,on exterior walls behind tubs/showers,and in openings between window/door jambs and framing. (j Recessed lights in the building thermal envelope are 1)type IC rated and ASTM E283 labeled and 2)sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. ❑ Access doors separating conditioned from unconditioned space are weather-stripped and insulated(without insulation compression or damage)to at least the level of insulation on the surrounding surfaces.Where loose fill insulation exists,a baffle or retainer is installed to maintain insulation application. ❑ Wood-burning fireplaces have gasketed doors and outdoor combustion air. Air Sealing and Insulation: Project Title: ' Report date: 02/03/11: Data filename: Untitled.rck Page 2 of 4 :y Building envelope air tightness and insulation installation complies by either 1)a post rough-in blower door test result of less than 7 ACH at 33.5 psf OR 2)the following items have been satisfied: (a)Air barriers and thermal barrier:Installed on outside of air-permeable insulation and breaks or joints in the air barrier are filled or repaired. (b)Ceiling/attic:Air barrier in any dropped ceiling/soffit is substantially aligned with insulation and any gaps are sealed. (c)Above-grade walls:Insulation is installed in substantial contact and continuous alignment with the building envelope air barrier. (d)Floors:Air barrier is installed at any exposed edge of insulation. (e)Plumbing and wiring:Insulation is placed between outside and Batt insulation is cut to fit around wiring pipes. g and plumbing,or sprayed/blown insulation extends behind piping and wiring. M Corners,headers,narrow framing cavities,and rim joists are insulated. (9)Shower/tub on exterior wall:Insulation exists between showers/tubs and exterior wall. Sunrooms: Sunrooms that are thermally isolated from the building envelope have a maximum fenestration U-factor of 0.50 and the maximum skylight U-factor of 0.75.New windows and doors separating the sunroom from conditioned space meet the building thermal envelope requirements. Vapor Retarder: Vapor retarder is installed on the warm-in-winter side of all non-vented framed ceilings,walls,and floors;or it has been determined that moisture or its freezing will not damage the materials;or other approved means to avoid condensation are provided. Comments: Materials Identification and Installation: Materials and equipment are installed in accordance with the manufacturer's installation instructions. Insulation is installed in substantial contact with the surface being insulated and in a manner that achieves the rated R-value. ❑ Materials and equipment are identified so that compliance can be determined. Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment have been provided. ci Insulation R-values and glazing U-factors are clearly marked on the building plans or specifications. Duct Insulation: ❑ Supply ducts in attics are insulated to a minimum of R-8.All other ducts in unconditioned spaces or outside the building envelope are insulated to at least R-6. Duct Construction and Testing: Cj Building framing cavities are not used as supply ducts. C] All joints and seams of air ducts,air handlers,filter boxes,and building cavities used as return ducts are substantially airtight by means of tapes,mastics,liquid sealants,gasketing or other approved closure systems.Tapes,mastics,and fasteners are rated UL 181A or UL 181 B and are labeled according to the duct construction.Metal duct connections with equipment and/or fittings are mechanically fastened.Crimp joints for round metal ducts have a contact lap of at least 1 1/2 inches and are fastened with a minimum of three equally spaced sheet-metal screws. Exceptions: Joint and seams covered with spray polyurethane foam. Where a partially inaccessible duct connection exists,mechanical fasteners can be equally spaced on the exposed portion of the joint so as to prevent a hinge effect. Continuously welded and locking-type longitudinal joints and seams on ducts operating at less than 2 in.w.g.(500 Pa). Duct tightness test has been performed and meets one of the following test criteria: (1)Postconstruction leakage to outdoors test:Less than or equal to 8 cfm per 100 ft2 of conditioned floor area. (2)Postconstruction total leakage test(including air handler enclosure):Less than or equal to 12 cfm per 100 ft2 pressure differential of 0.1 inches w.g. (3)Rough-in total leakage test with air handler installed:Less than or equal to 6 cfm per 100 ft2 of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (4)Rough-in total leakage test without air handler installed:Less than or equal to 4 cfm per 100 ft2 of conditioned floor area. Heating and Cooling Equipment Sizing: ❑ Additional requirements for equipment sizing are included by an inspection for compliance with the International Residential Code. For systems serving multiple dwelling units documentation has been submitted demonstrating compliance with 2009 IECC Commercial Building Mechanical and/or Service Water Heating(Sections 503 and 504). Circulating Service Hot Water Systems: Project Title: Report date: 02/63/11 Data filename: Untitled.rck Page 3 of 4 y J Circulating service hot water pipes are insulated to R-2. - Circulating service hot water systems include an automatic or accessible manual switch to turn off the circulating pump when the system'is not in use. Heating and Cooling Piping Insulation: ❑ HVAC piping conveying fluids above 105 degrees F or chilled fluids below 55 degrees F are insulated to R-3. Swimming Pools: Heated swimming pools have an on/off heater switch. Pool heaters operating on natural gas or LPG have an electronic pilot light. Timer switches on pool heaters and pumps are present. . Exceptions: Where public health standards require continuous pump operation. Where pumps operate within solar-and/or waste-heat-recovery systems. Heated swimming pools have a cover on or at the water surface.For pools heated over 90 degrees F(32 degrees C)the cover has a minimum insulation value of R-12. Exceptions: Covers are not required when 60%of the heating energy is from site-recovered energy or solar energy source. Lighting Requirements: A minimum of 50 percent of the lamps in permanently installed lighting fixtures can be categorized as one of the following: (a)Compact fluorescent (b)T-8 or smaller diameter linear fluorescent (c)40 lumens per watt for lamp wattage<=15 (d)50 lumens per watt for lamp wattage>15 and<=40 (e)60 lumens per watt for lamp wattage>40 Other Requirements: Fi Snow-and ice-melting systems with energy supplied from the service to a building shall include automatic controls capable of shutting off the system when a)the pavement temperature is above 50 degrees F,b)no precipitation is falling,and c)the outdoor temperature is above 40 degrees F(a manual shutoff control is also permitted to satisfy requirement`c'). Certificate: A permanent certificate is provided on or in the electrical distribution panel listing the predominant insulation R-values;window U-factors;type and efficiency of space-conditioning and water heating equipment.The certificate does not cover or obstruct the visibility of the circuit directory label,service disconnect label or other required labels. NOTES TO FIELD:(Building Department Use Only) 1 Project Title: Report date: 02/03/11 Data filename: Untitled.rck Page 4 of 4 t 2009 IECC Energy �j( Efficiency micate Ceiling/Roof 38.00 Wall 21.00 Floor/Foundation 30.00 Ductwork(unconditioned spaces): Window 0.31 Door Heating System: Cooling System: Water Heater: Name: Date: Comments: i SUYER DESIGNER & BUILDER LSR BUILDERS !� a Design and Construction of Distinguished Homes DESIGNER AND BUILDER OF CUSTOM HOMES a Michael Suyer 142 Olean St. Andrius Liudzrus' _. ;3 Worcester.MA 01602 Michael Suyer(508)752-4342 y 14v Aivaras Rudis(774)253-0633 Phone:(508)752-4342 !�# 142 Olean St ',' Fax:(508)752 4342 &, Worcester MA,01602 E-mail:msuyer@hotmail.com j 0120 msuyer@hotmail.com Cel:(774)253 Massachusetts - Del). -tment of Public Board Of Buildin Safeh Regulations Construction Super and Standards visor License License::CS 14273 Restricted to: 00 MICHAEL SAYER ` �y kQ°t 142 OLEAN ST z WORCESTER t a'ii MA.01602 Co Expiration: 5711/2012 fill) ncr' r Tr#: 24102 I w cote Page 1 of 2 Agility#: Quote#: 621965 Customer:MAL102-LITTLETON LUMBER-ENAP 0100 Job Name: 40 NARROWS WAY 20 Pomerleau St. 55 WHITE ST. 40 Narrows Way Biddeford, Me 04005 LITTLETON,MA01460 COTUIT,MA Boise Cascade i Boise Building` Tel: 877-291-5276 Contact: PETE CAPONE Materials Dlstnbution Fax: 877-782-0999 Email: Boise.Structural Solutions Phone: (978)-4869877 Fax: (978)-9522408 Prepared By: Date Quoted: Delivery Date: Customer PO#: CHIPPER EXT 2751 01/19/2011 to 83 EWP QTY PART NUMBER LENGTH WEIGHT SIZE AND TYPE 2 LVL112-16 16 192.96 1 3/4 in.X 11 7/8 in.X 16 ft. LVL 3 LVL19-10 10 144.6 1 3/4 in.X 9 1/2 in.X 10 ft. LVL 3 LVL17-6 6 66.24 1 3/4 in.X 7 1/4 in.X 6 ft. LVL Total Weight: 404 Ibs ROOF TRUSSES Designed per: IRC2003ITP12002 Code. QTY OVRALL PITCH OVERHANG C LOADING CANTILEVER BRG SIZE PROFILE LABL LGTH NET PLY WEIGHT SPAN TOP BOT TYPE SPC LEFT RIGHT T TLL-TDL-BLL-BDL LEFT RIGHT LEFT RIGHT 10 20-00-00 30-10-0-10 00-05-08 00-05-08 001 20-00-00 8.00 5.00 SCISSORS .24 01-00-00 01-00-00 P 00-00-00 00-00-00 A621965-0001 1 103 Ibs Roof Snow=30 BRG#: 2 1 20-00-00 30-10-0-10 20-00-00 00-00-00 002 20-00-00 8.00 5.00 GESI 24 01-00-00 01-00-00 p 00-00-00 00-00-00 A621965-0002 1 102 Ibs Roof Snow=30 BRG#: 1 Total Weight: 1132 Ibs Please Note, our new fax number is 877-782-0999 Report Date/Time: 2/8/2011 4:09:29 PM Quote Page 2 of 2 Agility#: Quote#: 621965 Customer:MAL102-LITTLETON LUMBER-ENAP 0100 Job Name: 40 NARROWS WAY 20 Pomerleau St. 40 Narrows Wa 55 WHITE ST. Y Biddeford, Me 04005 LITTLETON,MA01460 COTUIT,MA -Boise Cascade BOISe BUlidih ; Tel: 877-291-5276 Contact: PETE CAPONE Materials Distribution Fax: 877-782-0999 Email: Boise Structural Soluff011S Phone: (978)-4869877 Fax: (978)-9522408 Prepared By: Date Quoted: Delivery Date: Customer PO#: r3- CHIPPER EXT 2751 01/19/2011 -' Quote Source: BSS OUTSIDE SALES, Plan Date: Job Notes To Customer: : Special Instructions For Desian: SUB-TOTAL: QUOTE REVISED 1-31-2011 PER MIKE SUYER REQUEST. INSIDE PITCH CHANGED TO 5/12. DISCOUNTS: PRELIMINARY PLOT HAS BEEN SENT. 10"Heels Req'd GRAND TOTAL: **** QUANTITY CHANGES WILL EFFECT PRICES*MAXIMUM UNLOADING TIME IS 1 HOUR* HAPPY NEW YEAR! MAY 2011 BE A PROSPEROUS ONE! WE WILL TRUSS SYMBOLS CONCEPTUAL ONLY NOT FOR DESIGN DO EVERYTHING AND ANYTHING WE CAN TO HELP! ****. ALL TRUSSES ARE CUSTOM BUILT AND CANNOT BE RETURNED' Please Note, our new fax number is 877-782-0999 Report Date/Time: 2/8/2011 4:09:29 PM Job Truss Truss Type Qty Ply 62196 001 10 1 140 Narrows Way Cotuit MA 5 SCISSORS Job Reference o tional Boise Structural Solutions,Biddeford,ME 04005 7.250 s Sep 1 2010 MiTek Industr es,Inc.Tue Feb 0816:08:52 2011 Pagel ID:g4OGmseFtS7h2m8hjUtTH0yOZ4D-lafp8mz4BLkB3MN5bdDMBJg6Dgt7?cnuvDD?1 Tzn9gP 1-0 0 5-0-9 10-0-0 14-11-7 20-0-0 21-0-0 1-0-0 5-0-9 4-11-7 4-11-7 5-0-9 1-0-0 5x6= Stale-126. 4 2 12 8.00 12 10 + 13 bA= 2A= 3 5 T1 T2 6x10= e B1 B2 14 , h 2 1 5.0012 ` 6 • T Ib 3x10 4*1 10-0-0 20-0-0 10-0-0 10-0-0 Plate Offsets X 2:0-1-20-1-10 2:0-4-40-11-0 6:0-1-20-1-10 6:0-4-40-11-0 LOADING(psi) TCLL 30.0 SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP Plates Increase 1.15 TC 0.48 Vert LL -0.11 8 >999 240 MT20 169/123 T Snow--30.0) o O Lumber Increase 1.15 BC 0.30 Vert(TL) -0.23 2-8 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.55 Horz(TL) 0.23 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:103lb FT=O% LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-4-10 oc pudins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 9-10-8 oc bracing. WEBS WEDGE 2 X 4 SPF-S No.2 MiTek recommends that Stabilizers and required cross bracing be installed during Left:2 X 4 SPF-S No.2,Right:2 X 4 SPF-S No.2 truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1075/0-5.8, 6=1675/0-5-8 Max Horz 2=426(LC 7) Max Uplift2=-538(LC 8),6=-538(LC 9) Max Grav2=1189(LC 2),6=1189(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-9=2660/985,3-9=-2523/1004,3-10=-2130/569,10-11=-2029/576,4-1 l=-2025/596,4-12=-2025/596,12-13=-2029/576,5-13-2130/569, 5-14=-2523/982,6-14=-2660/952 BOT CHORD 2-8=-829/2182,6.8=-665/2182 WEBS 4-8-301/1756,3.8=-538/590,5-8=5381630 NOTES (10) 1)Wind:ASCE 7-02;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0, Interior(1)2-0-0 to 7-0-0,Exterior(2)7-0-0 to 10-0.0,Interior(1)13-0.0 to 18-0-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-02;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)2,6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift at joint(s)except Ot=lb)2=538,6=538. 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Drawing prepared exclusively for manufacturing by Boise Structural Solutions LOAD CASE(S)Standard t __] Job Truss Truss Type Oty Ply 140 Narrows Way Cotuit MA 621965 002 GESI 1 1 Job Reference(optional) Boise Structural Solutions,Biddeford,ME 04005 7.250 s Sep 1 2010 MiTek Industries,Inc.Tue Feb 0816:08:53 2011 Page 1 ID:g4OGmseFtS7h2m8hj UtTHOyOZ4D-Bm DBM6_iyfs2h WyH9KkbkWDNOEHLkAJ18tyZZvzn9gO 1-0 0 10-0-0 20-0-0 21-0-0 1-0-0 10-0-0 10-0-0 1-0-0 . 54= Scale.196. 6 c 6 7 21 8.00 12 4 8 3 T1 Sx6II T2 9 T 6 14 19 T1 B1 T 13 82 22 8 a 12 t - 5.0012 - 2 10 4"% 300\\ - 3x10 10-0-0 20-0-0 10-0-0 10-0-0 Plate Offsets X 2:0-0-14 0-1.14 2:0-4-4,0-11-0 10:0-0-14 0-1-14 10:0-4-4 0-11-0 LOATCLL (psf) I DEFL 30.0 SPACING 2-0-0 CS in (loc) I/deft Ud PLATES GRIP (Roof Snow=30.0) Plates Increase 1.15 TC 0.09 Vert(LL) -0.00 11 n/r 180 MT20 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) 0.00 11 n/r 120 BCLL 0.0' Rep Stress Ina YES WB 0.09 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 1 (Matrix) Weight:103 lb FT=0 LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: OTHERS 2 X 4 SPF-S No.2 6-0-0 cc bracing:17-18,12-13. WEDGE MiTek recommends that Stabilizers and required cross bracingbe installed during Left:2 X 4 SPF-S No.2,Right:2 X 4 SPF-S No.2 truss erection in accordance with Stabilize Installationguide. g REACTIONS All bearings 20-0-0. (lb)- Max Horz 2=-430(LC 6) Max Uplift All uplift 100 lb or less at joint(s)15,17,14,13 except 2=-233(LC 6),10=-224(LC 9),16=-117(LC 7),18=-383(LC 8), 12=-378(LC 9) Max Grav All reactions 250 lb or less at joint(s)17,13 except 2=347(LC 2),15=423(LC 9),10=347(LC 3),16=286(LC 2),18=494(LC 2), 14=285(LC 3),12=494(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-19=-351/283,3-19=-336/300,5-6=-86/326,6-7=-85/327 WEBS 3-18=-384/387,9-12=-384/381 NOTES (14) 1)Wind:ASCE 7-02;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0, Interior(1)2-0-0 to 7-0-0,Exterior(2)7-0-0 to 10-0-0,Interior(1)13-O-0 to 18-0-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)TCLL:ASCE 7-02;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 cc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15,17,14,13 except Qt=lb)2=233,10=224, 16=117,18=383,12=378. 12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)15,16,17,18,14,13,12. 13)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14)Drawing prepared exclusively for manufacturing by Boise Structural Solutions LOAD CASE(S)Standard 4 T i j f ®Boise Cascade Single 1-3/4"x 14" VERSA-LAM® 2.0 3100 SP Roof Beam\RB01 BC CALL®3.0 Design Report-US 1 span No cantilevers 1 0/12 slope Monday, March 07,2011 Build 440 File Name: 0311-EB07 LSR Builders Cotuit, MA.BCC Job Name: Description:RB01 Address: 40 Narrows Wav Specifier: City, State,Zip: otuit, A Designer: HBB Customer: Company: Concord Lumber Corp. Code reports: ESR-1040 Misc: 1--io 12 NOWPON 14-07-00 BO,3-1/2" 131,3-1/2" DL 871 Ibs + DL 871 Ibs SL 2,188 Ibs SL 2,188 Ibs Total Horizontal Product Length=14-07-00 Live Dead Snow Wind Roof Live Trib.(in.) Load Summary Tag Description Load Type Ref. ,Start. End 100% 90% 115% 133% 125% 1 Standard Load Unf.Area(psf) L 00-00-00 14-07-00 15 40 07-06-00 Controls Summary Value Allowable Duration Case Span Disclosure Pos. Moment 10,460 ft-Ibs 62:7% 115% 3 1 - Internal Completeness and accuracy of input must End Shear 2,446 Ibs 45.7% 115%- 3 1 - Left be verified by anyone who would rely on Total Load Defl. U361 (0.469") 49.8% 3 1 output as evidence of suitability for Live Load Defl. U505.(0.336") 47.5% 3 1 particular application.Output here based Max Defl. 0.469" 46.9% 3 1 on building code-accepted design properties and analysis methods. Span/Depth 12.1 n/a 1 Installation of BOISE engineered wood products must be in accordance with %Allow %Allow current Installation Guide and applicable Bearing Supports Dim.(L x.W) Value Support Member Material building codes.To obtain Installation Guide BO Post 3-1/2"x 1-3/4" 3,058 Ibs n/a 66.6% Unspecified or ask questions,please call B1 Post 3-1/2"x 1-3/4" 3,058 Ibs n/a 66.6% Unspecified (800)232-0788 before installation. BC CALC@,BC FRAMER®,AJSTM" Cautions BC BC RIM BOARD-,BCI@, For roof members with slope(1/4)/12 or less final design must ensure that ponding instability BOISE GLULAMTM^ SIMPLE FRAMING will not occur. SYSTEM@,VERSA-LAM@,VERSA-RIM For roof members with slope(1/2)/12 or less final design must account for Rain-on-Snow PLUS@,VERSA-RIM@, surcharge load. trademarks of Bois Cascade,L.L.C. are Notes Design meets Code minimum (U180)Total load deflection criteria. Design meets Code minimum (U240) Live load deflection criteria. Design meets arbitrary(1") Maximum load deflection criteria. C) Page 1 of 1 sssor's office(1st Floor): -/ --�T' 3773 Zlpp ,9 Assessor's map and lot number A Conservation ' -/' SEPTIC SYSTEM f w Board of Health(3rd floor): STALLED IN is Sewage Permit number � V yiy CO, VVITH Engineering Department(3rd floor): P d� 3 T�TLE House number 44 ® Yw V �t %fwvdi?VTL C j Rio Y a�, @�. � Definitive Plan Approved by Planning Board 19 APPLICATIONS PROCESSED 8:30-9:30 A.M.and 1:00-2:00 P.M.only TOWN OF BARNSTABLE BUILDING I SPECTOR APPLICATION FOR PERMIT TO � lyZ _ TYPE OF CONSTRUCTION TO THE INSPECTOR OF BUILDINGS: The undersigned hereby a plies for a permit according to the followinginformation- Location Proposed Use l Zoning District /T� Fire District cc�/-t,/- Name of Owner r dress �t v Name of Builder Addres F 9L //��� ( Name of Architect ` -� � Address Number of Rooms Foundation Exterior a" ' Roofing11. Jig Floors Interior L Heating L' S , Plumbing Fireplace �� Approximate Cost Area Diagram of Lot and Building with Dimensions ��Ck _ Fee5f J/ , C(jw OCCUPANCY PERMITS REQUIRED FOR NEW DWELLINGS I hereby agree to conform to all the Rules and Regulations of the Town of Barnstable regarding the above construction. Name Construction Supervisor's License i MO . , MARY & ROSE CAVANAUGH r, No 36390 Permit For One Story -� Single Family Dwelling Location Lot #29 , 40 Narrows Way t COtuit -' Owner.^ Mary Moran & Rose Cavanaugh Type bf Construction Frame _ t v Plot t� Lot ° Permit Granted- " December 15 .19 93 Date o pc=ion J l r r Date Completed p lo ! 19, . JA r CO MMO NWEA_LTH O V Iv A SACHUSE =E�F DET'AR:1,MTTT Op'rI\MUSTRiAJ�,,ACCIDFNIS 600 W/6HrNGTON S !t i;OSTON, MASSACHUSETTS 02111 'James . GamDoer c--s.ss��ne WORKERS' COMPENSATION INSURANCE AFFIDAVIT r4�. A. / (1iccnscclrcrrniacc) with a principal place of business/raideneeav (GtylSta(c/Zip) do hereb certify, under the pains and penalties of perjur); that: j 1 am an employer providing ncc followingworkcrs' compensation coverage for mycmployccs working on this job 4)c -;too go l Insurance Cornpalhyi Policy Number j) 1 am a sole proprictor and have no onc working for me. (J 1 am a sole proprictor; u l contnaor,;0;homeowner(circle onc) and have hired the eoncraaors listed below who have the fol!owizg worIkds'eompcnsaaon.insurance politics: 1-2me of Conrmaor Insur=cc Company/Policy Number' C;2e, 1 N-zmc of Contraaor Insusuricc Company/Policy Numba j S " lei N-zme of Contmaor Insumncc Company/Policy Number D 1 am a homeowner performing all tltc work myselL NOTF— Plcasc be awzfc that v bilc boraco•Yacn wbo employ persoas to do luxintcaaa w cc.coo or repair ork on a 'd cllins of not more tba.a tbrcc uniu 6 v+bi<b the botacowacr also residFs or oa the Frouads apputticaaat tbc(cto arc cot Ecocra ), <oni;8crcd to be ctaploycrs undcr tbc'Wor1xri Corupcasation Act(GL C.152,sect:. 1(5)).applicztioa bya born<oWmcr for a liccas< or pernit nsy cridcocc the lqJ status of s cr_rloycr uodcr the Gorkcrs'CorMpcasatson Act. i t::sccr5(znC- tis:(a copy of tius st:tcrn<nt wit;a forwarded to ti,c.D<p:::ncnt of lndustriJ Accdcnu'Oflicc of last:ante for.cavcrzzc vcrifs<-tion z-n8 that hilurc to scevrc eovcr�c:.s required undcr Section 25A of MGL 152 can lead to the imposition oWminal pcnJucs consisong of a fsnc of up to S)500.00:nUor irnpri onmcnt of up to onc year and ciril pcna du in the form of:Stop Vork Ordcr and a fsnc of S 100.00 a day against mr— Si-ncd this -�� day of - . 19 Liccnscc/permiticc Licensor/Pcrmiaor 'a NOTICE OF ASSIGNMENT _ 4 APLOYER: 'A_RCHI BALD-.REALTY TRUST BUREAU FILE NUMBER STATUS OF EMPLOYER k�i-ILL'F M ARCHIBALD- TRUSTEE 036505R TRUST 9-PARKER ROAD ADDITIONAL INSTRUCTIONS OST€RVILLE MA 02655 POLICY ISSUEO SUBJECT TO PENDING PREMIUM :CHANGE ENDORSEMENT (MC20040I). COVERAGE UNDER THIS ASSIGNMENT APPLIES TO MA. OPERATIONS ONLY.. FOR COVERAGE OUTSIDE OF MA.v APPLY TO APPROPRIATE POOL OR PLAN. SENT JOHN R GERMANI INS AGCY INSURANCE COMPANY: : 14 PARKER ROAD IODUCER: P 0 BOX 832 LIBERTY MUTUAL INS CO OSTERVILLE MA 02655 PORTSMOUTH CIRCLE BUSINESS CTR 500 SPAULDING TURNPIKE PORTSMOUTH NH 03801 AX IDENTIFICATION NUMBER: 02-626-0432 (603) 431-7545 CLASSIFICATION OF OPERATION CLASS TOTALMANNUAL RATE ESTIMATED CODE REMUNERATION PREMIUM CARPENTRY-DETACHED PRIVATE RESIDENCES 5645 19000 IT:71 $ 177 LOSS GO'ASTANT`--- 0032 40 EXPENSE CONSTANT 0900 160 MINIMUM PREMIUM COVERAGE A-5645 500 EMPLOYERS LIABILITY 100/100/500 9845 STD PREM SUBJECT TO MASS CIA ASSESSMENT 340 MASS DEPT OF INDUSTRIAL ACCIDENTS ASSESSMENT 3.2% OF STANDARD PREMIUM 11 TOTAL PREMIUM $ 511 AUDIT BASIS ANNUAL REQUIRED DEPOSIT PREMIUM $ 511 COMMENTS COVERAGE EFFECTIVE 12.01 AM ON t09/10/93-WITH ABOVE INSURANCE COMPANY. DATE OF NOTICE 09/21/93 PREPARED BY MARTHA STURGE THE WORKERS' COMPENSATION INSURANCE PLAN OF MASSACHUSETTS EMPLOYER COPY COMMONWEALTH DEPARTMENT OF PUBLIC SAFETY OF ONE ASHBORTON PLACE MASSACHUSETTS aQSTON,:MA 021j8 Li NSE. EXPIRATION DATE + Y �4.46 T P.-,. JU P E R V I S 0.R 07/16/1 995 .R 30 RESTRICTIONS IONS EFFECTIVE DATE LIC-NO N . E 06/30/1993 010955 WILLIAM +RChiEl La 0 495 EEL RIVER R-D 0 S T E Z Z R�V Ia,•fG"E""M'A:_Q '65,t. PHOTC(BfASTING OPq pNL1'I NOT VALID UNTIL SIGNED BY LICENSEE AND OFFICIALLY "'HEIGHT: STAMPED OR SIGNATURE OF THE COMMISSIONER THIS DOCUMENT MUST BE CARRIED ON THE PERSON OF THE HOLDER WHEN EN• C E, OTHER].RIGHT THUMB PRINT GAGEDIN THI$OCCUPATION. .. C.OMMLSSI(JryER:... Vl , r i Q*TMr)p TOWN OF BARNSTABLE Permit NoA 390 BUILDING DEPARTMENT 4 LUST ! TOWN OFFICE BUILDING Cash �'�eti+T► HYANNIS.MASS.02601 Bond L1 CERTIFICATE OF USE AND OCCUPANCY Issued to Mary Moran & Rose Cavanaugh Address 40 Narrows Way, Cotuit USE GROUP FIRE GRADING OCCUPANCY LOAD - THIS PERMIT WILL NOT BE VALID. AND THE BUILDING SHALL NOT BE OCCUPIED UNTIL SIGNED BY THE BUILDING INSPECTOR UPON SATISFACTORY COMPLIANCE WITH TOWN REQUIREMENTS AND IN ACCORDANCE WITH SECTION 119.0 OF THE MASSACHUSETTS STATE BUILDING CODE. June 9, t9.9 4............ Building Inspector TOWN OF BARNSTABLE BUILDING DEPARTMENT _ »i°T rua ! TOWN OFFICE BUILDING 1039. HYANNIS, MASS. 02601 1 MEMO TO: Town Clerk FROM: Building Department DATE: An Occupancy Permit has been issued for the building authorized-by BuildingPermit #.............. � 7 .................. ......... _...._._.. _ _......_»........ . . .__ issued to /�!-> A'z2,0 / ........................................ Please release the performance bond. TOWN OF BARNSTABLE, MASSACHUSETTS b U I L L)I N U 1 P.K WI, 1 DATE Dec einber - 15 IQ 93 PERMIT NO. N4 36390 APPLICANT yrchib"id Kt�alty Tru ,- ADDRESS ar er Odd, Osteryll C: ir018955 INOJ (STREET) ICOkT R'S ;ICE':S E. till11C� i)WE 111T]`r �7 PERMIT TO 7 (�) STORY Single E'amily DwellingNUMBER OF r ^WELLING UNITS (TYPE OF IMPROVEMENT) N0. (PROPOSED USE) AT (LOCATION) Lou #19, 40 Narrows Way, Cotult ZONING RF (NO.) (STREET) DISTRICT— BETWEEN AND (CROSS STREET) (CROSS STREET) SUBDIVISION LOT LOT BLOCK SIZE BUILDING IS TO BE FT, WIDE BY FT. LONG BY FT, IN HEIGHT AND SHALL CONFORM IN CONST.RUCTICN TO TYPE USE GROUP BASEMENT WALLS OR FOUNDATION REMARKS: ewag_ #93-685 TYPEAREA OR VOLUME �34U Cl' 1 �5 ESTIMATED COST 250,000. 00 FEEPERMIT s 167 . 00 (CUBIC/SQUARE FEET) Ro!;e Cavanaugh OWNER C"•."C: ADDRESS 1 E" -�F 11lliU..,l BUILDING DEPT. T) ./ By v� r voa_I� �Vnna. Inc IJ�Vnly�,c Vr Inl� rtl<MII UVtZo NVI Ht Lt Abt IH C:t AWWLIANI )-HUM IHt LONUITIONS OF ANv APPLICABLE SUBDIVISION RESTRICTIONS. MINIMUM OF THREE CALL APPROVED PLANS MUST BE RETAINED ON JOB AND THIS WHERE APPLICABLE SEPARATE INSPECTIONS REQUIRED FOR ALL CONSTRUCTION WORK: CARD KEPT POSTED UNTIL FINAL INSPECTION HAS BEEN PERMITS ARE REQUIRED FOR I. FOUNDATIONS OR FOOTINGS. MADE. WHERE A CERTIFICATE OF OCCUPANCY IS RE- MECHANICAL I STALLATIONS.D 2. PRIOR TO COVERING STRUCTURAL QUIRED,SUCH BUILDING SHALL NOT BE OCCUPIED UNTIL MINAL IN IRE INSPECTION TO LATHE FINAL INSPECTION HAS BEEN MADE.' 3. FINAL INSPECTION BEFORE OCCUPANCY. POST THIS CARD SO IT IS VISIBLE FROM- STREET BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS t ) �vvli a�c.G�aiC t 2 HEATING INSPECTION APPROVALS EN ERI E TMENT 1 2 BOARD OF HEALTH OTHER SITE PLAN EEVIW APPROVAL WORK SHALL NOT PROCEED UNTIL THE INSPEC- PERMIT W!LL BECOME NULL AND VOID IF CONSTRUCTION INSPECTIONS.INDICATED ON THIS CARD C_'N TOR HAS APPROVED THE VARIODUS STAGES OF rF ORK IS NOT STARTED WITHIN SIX MONTHS OF DATE THE ARRANGED FOR BY TELEPHONE OR WRITT_n. CONSTRUCTION. ERMIT IS ISSUED AS NOTED ABOVE. NOTIFICATION. 1DS516 W -PATA ' hl�PJZOUt/ 6L1= Fw1w 3 -3eD?-0 ml, n / 6A1aA1;6 GRIuDE;L — .'PAIL'-( FLOW 3 x►%o = 330 GPI $E?T(C 7'A►JV- 21520SAL PIT 1- 1000 GAc./3 sroNE a 9 51DEWALL AWeA , 2z& sF 43,�Col 2-q, 5F )( z,s =. 65 BOTTOM Ala = 113 s F �_ _► 113 d;f K I.o z 113 ewD, TOTAL RAIL MW =3zo 6 ap .1. 6L PE-2cVLAT10N eA7G s [ IN ZMIA ©ZL5Lb ,o OF OF a� A CHARo A. 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FR61�12_V1EW- . i —. ol ARCHIBALD REALTY TRUST OSTERVILLE9MASSACHUSETTS 02655 _LPH02f 2O FE-__C AVI�NAI-Ivfi l ('lo f;SI DEN CC C,CYI .i:{aq_., Co1=11.L LL; — qe - L �IGEtT�7_TEG(I.; I ARCHIBALD REALTY TRUST 9 Parker Road OSTERVILLE, MASSACHUSETTS 02655 i I f ARCHIBALD REALTY TRUST 9 Parker Road OSTERVILLE, MASSACHUSETTS 02655 ORAGE 7w i '�4'I I �:Ocrrtac�.� I IL1'a0' r� 190 I i I � 75`0•I y I huh_ aD�l' 4V 1 _ _ I I PAD j7 103'-D' ix o+ + i I �� _ 1-� I I� I �• 11 I L: I I �21LSY,.1 I • Skid I yJ -1 I I 173�"A9iC1 0• ►j�3'�Ij1 - — ..I- - - - - • _ i - ..w I