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1180 MAIN STREET (COTUIT)
Nancy Connor -to its mooer— at I\IRGC, WLvw�SS , ©Jx,-c-KIOQ lie o Qa <Vmca `c as 5 c vc, ORIGINAL WATERCOLOR BY JEANNE FRENZ g6 GEORGE STANLEY® / Minneapolis,MN 55413 USA cQ GSB3-io8 www.mara-mi.com Nancy Connor Aw. 1 m L \� vw c �V1 a OzA ORIGINAL WATERCOLOR BY JEANNE FRENZ COO7� GEORGE STANLEY@ Minneapolis,MN 55413 USA cQ GSB3-io8 www.mara-mi.com _1 s4t4 A O Vel a C P ac_c r BOARD OF BUILDING REGULATIONS License: CONSTRUCTION SUPERVISOR 4 Number: CS, 077754 B i rth'date: 11122/1957 Expires; 11/22l7005 Tr.no: 11-711 Restricted:'`1 G CAREY.0 GROVER. PO BOX 1080 COTUIT, MA 02635 Administrator ;'. ,. � ;lie �omirnovuuealC/ a�'��czaaczc/u�ael2a - Board of Building Regulations and Standards HOME IMPROVEMENT CONTRACTOR lug Registration:. 131892. _Expiration; 10/4/2004 ` ylie: 'DBA GROVER&MCELHENY BUILDER �AREY GROVER 56 BOWDOIN RD. :MASHPEE, MA 02649 A-dudahtra+tnr ,c 4\ S i Town of Barnstable Epp THE Tp�� o� Regulatory Services * BARNSTABLE, * Thomas Y.Geiler,Director 9 MASS. 1639. `0� Building Division ArED MA't A Tom Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 AGREEMENT FOR ACCESSORY USE OF RESIDENTIAL BUILDINGS ASSOCIATED WITH RESIDENCE I(We),the undersigned,being the owner(s)of property situated at 11 6,;T-0 /y/�i%r/ ✓��` in ��- jfj ,MA, holding title under a deed recorded with the Barnstable County Registry of Deeds or Barnstable County District Registry of the Land Court in Book Page , or as Document No. , being shown on Assessors' Map as Parcel , hereby agree,.certify, warrant and represent to the Town of Barnstable that the accessory building to the residence located on .the same parcel as above-described, and shown on plans drawn by - �' sitlC ��z ✓" dated `t�`dt°L ( , which contains living quarters, is not intended for and shall not be used as a permargrit, separate apartment for year-round or summer occupancy,for rent in any fashion. The intended and authorized use is for the occasional guests associated with the,residential use on the same premises. This separate unit shall not be used for a "Family Apartment" (as defined in Zoning Ordinances) which would require application and approval of a special permit and compliance with the Family Apartment Rules and Regulations. This separate unit shall not be rented as an apartment or as a single room, or in any fashion, which rental would be a violation of the Town of Barnstable's rules,regulations,and zoning ordinances. This Agreement shall be duly recorded or filed at the Barnstable County Registry of Deeds/Land Court for the purpose of alerting future owners of the property of this binding Agreement concerning the use of the property as herein stated,which shall run with the land and binding future owners. The consideration for this Agreement is the issuance of a building permit and/or certificate bf occupancy by the Town of Barnstable Building Department. WITNESS our hands and seals this day of 200 . TOWN OF BARNSTABLE OWNER(S) By: CAM gi. ding Commissioner THE COMMONWEALTH OF MASSACHUSETT BARNSTABLE COUNTY, SS Date n4:�4,ut -7, `i3O®q kr5 T Then personally appeared the above-named (owner), %VL 3R C�IV nt and made oath as to the truth of the foregoing instrument,before�me" b�° NotaryxP m is PAUL GROVER My Comrs5lca, �pt�e�;v NOTARY PUS p L ', S ST RUE COPY+A p T Q:word/accessoryagreement BARNSTABLE REGISTRY OF DEEDS � 01 JOHN F.M� ,c. ., 'c�° -:.,�y{,+'. .'.F. . .- .rw5'O'�' :maY, u�M�,...rarc.�+. :,r:cr t�.c-ii •Y• `,f+�aM. .5��:+.." -. .-. .h:°�-. .. '.�.t+_ -... -.. Assessor's office Ost floor): U J 3 6 ? 3 *TWET Assessor's map and lot number ........... ..................`J....... ,yt�•,, �o o� Board of Health (3rd floor): , fO�Q ♦� Sewage Permit number ..../0-.L..7:'�y '. .......................... .. B6Bd9TSDLE, i Engineering Department (3rd floor): / �o i MAOa / G 4 O 39• 9� House number ............................../1.....(�...�. �................ ''� d� 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 z BUILDING INSPECTOR_ APPLICATION FOR PERMIT TO .... e ........... . -......................................... ...................... TYPE OF CONSTRUCTION ...............&... .. -��.�?.°P- .................................... ----. 0...-- ................ 19. 1T TO THE INSPECTOR OF BUILDINGS: The undersigned hereby applies for a permit according to the following information: Location ................a x.... ' ....... .A.�. ..� 0-6/e).! ...................................................... ............. Q Proposed Use .......................� ,L� ..-...y;Z, i C • Zoning District ........................................................................Fire-District ...................... �/1IG1, �'C�N•ri/d� d ��/�/�+/>�ors.' id V V.c'i^ Te Name of Owner ....... .. ...Address ........ ...... ,,,C,t?;5.... Name of Builder ��.. V ........Address C-` w� Nameof Architect ..................................................................Address .................................................................................... Numberof Rooms ......................../.........................................Foundation .....................'Q! ................................. Exterior .............. . .............:. .............Roofing fJ /.l /� / Floors ............../t .. ......�!Cf::.............................................Interior . f HeatingI ................................................................. w F r © V Fireplace ..........................:.......................................................Approximate Cost ................ ............................................. Area Diagram of Lot and Building with Dimension's t Fee P0 cc, - � 1 f OCCUPANCY PERMITS REQUIRED FOR NEW DWELLINGS PA s%' I hereby agree to conform to all the Rules and Regulationsr of the Town of Barnstable regarding the above construction. �Z. Name ....�.. . ............�....��......................................... Construction Supervisor's License O CONNOR, NANCY M.' A=033-033 ' No .32386... Permit for ...Reroo,f...Existing porch E Single Fami.1- ...RW!;lIl,ing......... Location .....1.18 Q...M .�, ...5 .�e.1~................. ....................G.Qt . .t........................................... Owner ....Nancy...M .....QQATIQX........................ Type of Construction .F.rame............................ ............................................................................... Plot ........................ Lot ................................ Permit Granted ...October '2 7, 19 88 . ................... Date of Inspection ....................................19 Date Completed ......................................19 IE Assessors office (1st floor):' -SF�(, IAV", FM MUST R Assessor's map and lot number �' P..o�TMETo�o (?.. 3........d..3. Board of Health (3rd floor): d Sewage Permit number ....�ll'r el-�7 lw......... ....................." u.. r@ ' Z BARNSTABLE,MAAL i Engineering Departmen.t (3rd floor): / fG ��QW4 REGULATIONS �0° oar House number ....... .......... . .. / ....... .. .. .. 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 INSPECTOP APPLICATION FOR PERMIT TO � f... ........... ��". ................................. TYPE OF CONSTRUCTION ............. ......:. .. ..... 19.Sa TO THE INSPECTOR OF BUILDINGS: The undersigned hereby applies for a permit according to the following information: l� Location ................ ��0........�.A.1./1�.. . 1......: ©�P)Z/.....J\.l('L .............. Proposed Use ....................... .......... `�_ `�-? • .Zoning District .......:.....Fire District ....................... Name of Owner .......IVA. 1�r.y...��..��`�!!.C...Address ..oS�..)p/!,!�9....�J.:!�..!!�..V.Y..®�'C.����'�i- Name of Builder ...... ... . ............: ...;1.`v' ..................Address .C"I71/� c ................................................................... Name of Architect ............................................:.....................Address Number of Rooms V.................�:...:..:.:.-........................:...Foundation ................. ..... . .. .... . .............c..:......................... Exterior �� �l.�r Roofing ................ ..... . .�!1..7... lV Floors. ..............! .. ................................................Interior ............. . ' Heating ...Plumbing Fireplace ........................:....:.r:..........:......................................Approximate Cost ................/ .d........................................ d Area Diagram of Lot and Building 'with Dimensions Fee . ............... OCCUPANCY PERMITS REQUIRED FOR NEW D�IVELLINGS , V\AINsl I hereby agree to conform to all the Rules and Regulations of the Town of Barnstable regarding the above construction. • t Name Construction Supervisor's License ........... .. . . is CONNOR, NANCY M. No 32386••• Permit forReroof•••Existing Porch S'.Ingle••FamilY.,••Dwelling••,••,••••• Location '...1.18.0.. Main•••••S,tree,t•••• ` a1 Cotui•t ........... .. .... ............ F&^ Owner`.....NancY....I`,,....Connor. ....... ... r Type ofCoristruction Frame I r ............. ................... ...... ........... cw el Plot .... ......... t ..... ^� Lot'................................ r• _ ._ Permit Granted .....�Octobe. ....2.7.......i'9 88 ' Date of Inspection ..: . ............19 k IDate• Compl�.ted ..... ... ... � .,..... 19 Y i lr LOT 8 GENERAL NOTES: 1 . HOUSE NUMBER: 1180 . s ' 2. ASSESSOR'S NUMBER: MAP 033, PARCEL 033 ' 3. - ZONING DISTRICT: 4. FLOOD HAZARD ZONE: C 5. TOPOGRAPHIC INFORMATION COMPILED FROM AN ON THE GROUND SURVEY 6. ELEVATIONS SHOWN ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM. 7. THE CONTRACTOR SHALL LOCATE THE EXISTING WATER SERVICE AND RELOCATE OR SLEEVE AS NECESSARY TO CONFORM TO TITLE 5 PLOD" PLAN PREPARED FOR NANCY M . CONNOR IN COTUIT MA PLAN DATE: SEPTEMBER 1 , 2004 PLAN SCALE: 1 "=20' CIVIL ENGINEERING `""" WETLANDS PERMITTING OF SASS � � V �-� � WASTEWATER DESIGN COASTAL ENGINEERING MICHAELJ G BORSELLI TITLE 5 PLOT PLANS C� PIERS AND DOCKS C IL .3 54 LAND USE PLANNING �`"f COMMERCIAL/RESIDENTIAL 9` ��� A �\a�� Serving Cape Cod and Southeastern Massachusetts 101 TOWN HALL SQUARE — FALMOUTH, MA — 02540 — 508-495.1225 — 508.495.3229 fax PROJECT NUMBER: 04110 1 CAD FILE NAME: 0411OPP I DRAWN BY: L.M. SHEET 1 OF 2 c N/F 0 FLORENCE M. RYDER N O� CA -a PP m N81'05'40"W STONE" 94.55' � P_0��--GRAVEL _ DRIVEWAY r I 45. 34.1 34.4 BRICK MAPLES - .?0�'�jN / PATIO Alp E,4 CB/DH CONC FOUND 34.6 / RETE WA�Kt9gy / EXISnNG / -9 HOUSE #1180j i BENCHMARK: �- _ _-_ /F.F EL 35.pg CONCRETE BOUND `t,(isj` - - - WITH DRILL HOLE • 34.7_ ^� EL 34.56 5 - 500 GALL GW CHAA/BERS // O ,, 11500 GALL ON /3 3.6/ 33.7 w N)71 4'OF 3 J / SE-PAC TANK o STGWL ALL ® ,per, co rn / MAPLE 4) O 10 33.1LAN-OUT z MIN, !'1 MAPLE i o w CARA(IL &L� 1j / 1 PROPDS I ( Z CIA _ GRAB 7 33.4 DOGWOOD 0 0 LOT 9B � PP MAPLES 12,081 t S.F. S7g01'3p"E t 106.53• s LOT 9A ARBOR z Town of Barnstable REEIPT tlnRlVBTAdL�; *" ' MAM 200 Main Street, Hyannis MA 02601 508-862-4Q38 Application for Building Permit, Application No: TB-16-2514 Date Recieved: 8/31/2016 Job Location: 1180 MAIN STREET(COTUIT),COTUIT Permit For: . Building-Siding/Windows/Roof/Doors Contractor's Name: MICHAEL J POTASKY State Lic. No: CS-096660 4_ Address: Worcester, MA 01609 Applicant Phone: (508) 847-1891 (Home)Owner's Name: CONNOR,NANCY M&THOMAS P Phone: (508)428-5963 (Home)Owner's Address: 1180 MAIN ST, COTUIT,MA 02635 Work Description: REMOVE AND REPLACE 4 PATIO SLIDING DOORS. ALL TO BE ENERGY STAR RATED OR BETTER. NO CONSTRUCTION. 37* Total Value Of Work To Be Performed: $12,897.00 t ' Structure Size: 0.00 0.00 0.00,� w � . M Width Depth Total Area I hereby swear and attest that I will require proof of workers'compensation insurance for every contractor,subcontractor,or other worker before he/she engages in work on the above property in accordance with the Workers' Compensation Act(Chapter 568). I understand that pursuant to 31-275 C.G.S.,officers of a corporation and partners in a partnership may elect to be excluded from coverage by filing a waiver with the appropriate District Office;and that a sole proprietor of a business is not required to have coverage unless he files his intent to accept coverage. I hereby certify that I am the owner of the property which is the subject of this application or the authorized agent of the property owner and have been authorized to make this application. I understand that when a permit is issued,it is a permit to proceed and grants no right to violate the . Massachusetts State Building Code or any other code,ordinance or statute,regardless of what might be shown or omitted on the submitted plans and specifications. All information contained within is true and accurate to the best of my knowledge and belief. All permits approved are subject to inspections performed by a representative of this office. Requests for inspections must be made at least 24 hours in advance. Signed: MICHAEL POTASKY 8/31/2016 (508)'847-1891 ' Applicant Date Telephone No. Estimated Construction Costs/Permit Fees Total Project Cost : $12,897.00 Date Paid Amount Paid Check#or CC# - Pay Type Total Permit Fee: $65.77 ' _... , .. 1. _... ... _............... Total Permit Fee Paid: $0.00 Town of Barnstable Building Post fhis.Card So..That is U�s�ble.from,.the Street, A, `roved Plans Must,beRetamed,ort'J,ob"andthisCard Must be Ke t� were. ' g ' ;;, onHas. • �Po�sted Untilina sp � :, ,�y.� � ,� �'� � � � - � n Permit Where a Gert feate f O pancy's�Requed,sucfi�B'ailding shall Notbe Occup�edunt�t a Finat Inspection has been made A* Permit NO. B-16-2514 Applicant Name: MICHAEL POTASKY Approvals Date Issued: 09/12/2016 Current Use: Structure Permit Type: Building-Siding/Windows/Roof/Doors Expiration Date: 03/12/2017 Foundation: Location: 1180 MAIN STREET(COTUIT),COTUIT Mapes/Lot 033-033 Zoning District: RF Sheathing: Owner on Record: CONNOR, NANCY M&THOMAS P Contractor�Name: MICHAEL J POTASKY Framing: 1 Address: ` 1180 MAIN ST Contractor Lic,66' 3-,CS-096660 2 COTUIT, MA 02635 Est Protect Cost: $12,897.00 Chimney: Description: REMOVE AND REPLACE 4 PATIO SLIDING DOORS ALL TO BE ENERGY Perrnit Fee: $65.77 6 STAR RATED OR BETTER. NO CONSTRUCTION Insulation: Fee Paitl $0.00 Final: Date 9/12/2016 l % fA Project Review Req: REMOVE AND REPLACE 4 PATIO SLIDING DOORS ALLTO BE �� r,ry Plumbing/Gas ENERGY STAR RATED OR BETTER. NO CbNSTRLICTIO"N Rough Plumbing: Building Official Final Plumbing: This permit shall be deemed abandoned and invalid unless the work authonzed by this permit is commenced within six months after issuance. Rough Gas: All work authorized by this permit shall conform to the approved applcationndthe approved construction documents for", this permit has been granted. All construction,alterations and changes of use of any building and structure§%hall be in compliance with the local zonin by laws and codes. Final Gas: This permit shall be displayed in a`location clearly visible from access street or to4d4hd shall be maintained open four' ublid,iMpection for the entire duration of the work until the completion of the same. ; Electrieal The Certificate of Occupancy will not be issued until all applicable signatures y�.the Building and Fire Officials are provided on°thls"*permit. Service: Minimum of Five Call Inspections Required for All Construction Work: 1.Foundation or Footing Rough: 2.Sheathing Inspection 3.All Fireplaces must be inspected at the throat level before firest flue lining is installed Final: 4.Wiring&Plumbing Inspections to be completed prior to Frame Inspection 5.Prior to Covering Structural Members(Frame Inspection) Low Voltage Rough: 6.Insulation 7.Final Inspection before Occupancy Low Voltage Final: Where applicable,separate permits are required for Electrical,Plumbing,and Mechanical Installations. Health Work shall not proceed until the Inspector has approved the various stages of construction. Final: "Persons contracting with unregistered contractors do not have access to the guaranty fund" (asset forth in MGL c.142A). Fire Department Building plans are to be available on site Final: All Permit Cards are the property of the APPLICANT-ISSUED RECIPIENT yoti � `owa. of B arnstable .� R.egulatory Services - a r Thomas F,Geller,Director Building Division • Tom Perry,Building Commissioner ' 200 Main Street, Hyannis,MA 02601 office.: 508.862.4038 Fax: 508-790-6230 Pmimit zto. hate • AkTmA.VZT ' HOME ROROVEMENT CONTRACTOR LAW SUPPLEMM TO PERMU AYPLICATZON MQI,c.142A requires that the"reconstruction,alterations,renovation,repair,modernization,convarsion, •inaproVement,removal,demolition,or construction of an addition to any pie-existing ovtAer-occupied biding containing at Iea at one but not more than four dwelling units or to structures which are adjacent to •. such residence or building be done by registered contractors,with certain exceptions,along with other requirements, •, . . Type Of Work: 6=tedCost a26202V Address of Work; Otiyner'eName; bate of Application: I hereby certify that: Registration is not required for the following reason(s); []Work excluded bylaw OJab Under$1,000 ' []Building not owner-occupied ❑Owner pulling own permit , Notice is hereby given that: • ORs PULLING TEEIR OWN PERM[T OR DEALING WITH UNREGISTERED COyj?,kCTOR6 FOR APPLIC4.d HOME n0ROYEMENT WORK 1)0 NOT HAYE. ACCESS TO TH'E AMITRATION PROGRAM OR GUARANTY F"CtND UNDER MGL c,142A. ' SIGNBD UNMRPENALTI SS OF PERJURY ' Ihereby apply for apermit as the agent of the owner; 0" 3 Date Contractor Name Re4istxationl�to.OR , Owner's Name The Commonwealth of Massachusetts Department of Industrial Accidents' j 600'Washington Street Boston,Mass. 02111'. workers' Comp en sation.-Insurance Affidavit-General Businesses / name: � /�� � t n�+�., .. ..x /ray ,� • . ;;. . . .. tra•' �r address _ state: 44 c cl �O 3J work site locsti aj fulladdress : El I am-a sole proprietor and have no one Business Type: []Retail[]'Res taurantBai-/Aating AstaAlishment ram in any capacity. [] Office[j Safes(including-Real Estate,Autos etc.) am an em to er with eln Io ees(full& art time): ❑ Other ...`.• , . /� �//%%%%//i'�i. %////G/ /%%/%%////%/////%%////%%%///%/%//%/%%%O%%//%% � am an C�aplgyer providing.Yorkers' compensation for my employees working on this fob.; COLn'an ;,�+L. •�. +::... .r., ,� .a:', '' ,1 .. r •'f• ,.;•,, •?,.t:.`�:i .. ,.: ,j", LV'1}'• �11 '•'CY/ •�, "�ii:• .. .i.• L. :1°• ,•.'�L •T .' ,1':•ii.'.:lr' �: a Phon ;, i.• , S irisiir / I am a sole proprietor and have hired the independent contractors listed below who leave fife following workers compensation polices: C0II1 an as 1• L' • ' rp i• ::`. p' • .S •.. .. ,.f• ;�J.yi•+rt• •�i^ '.t• ::ti.rrn.%'e;�:�ti, 't•.:.• ',e:�.:',' ;y,.,';�a•�;s'sj�,.•;.;:-•.•-', .t-, �:° ... address: K'. x 'l• '4': i: , 6, y• ;i L,. . R• •M; •�. � :� i7_•'•: •:e;4 •�,. •+i:�:�� A`.,.• +': .1��• .a-:i• ,',. ,j,,.;,,,r:' ••Yei; •f,i , CI •).r:•J4°�Lj;S.`' i�r�:S..'.:� '•':;. �:.,•' •,i:: .} {, AC•.;• ,,t- �~ ''+, ••1.:, i,1''' .'r:1, v:'•p. r.?;:,+:.akl s �':': •}: -�' 'Oil ''' AP,,.t ro:. }j'. •':,i:''• `{9.,+i•''r; t XX .,,; y..;r. :.v,'[,. .+ +,• 'f.n j.}°'. `t,.� r.;,.•...�:.phi.:' col. •s. '•' coin aii. riaufe: .. • :•• .. .t: �t :f., . address:. % r', -- Ci;'• - ••,' :i.• .:r. :'L:. •,�i. i.:) ':'~• .!.. •it..+'r'�+ ',jr a'':, 1+5,::c.^! •.)::"�.. •.t:.'�'..7.�' ••, , •„ ,� •Jr• ^S•.,•. •ifCri. :,_ �' r•. :i b.:..��•!.• -011CY+ •>•' •.r'. :t.d.7 _;,'.:7 insurance:A Failure to secure coverage as requireIsomd under Section 25A of MGL 152 can lead to the imposition of criminal penalties of a fin"' to 51,500.D0 an one years'imprisonment as well as civil penalties�u the fdim of a STOP WORK ORDER and a fine of$100.00 s day against me. I understand that g copy of this statement may be forwarded to the Office of Investigations of the DU for coverage verification. I do hereby certi nd the pains a al 'es f perjury that the information provided above is true d correct P 021 31/0 44, Date Signature Phone# Print name J official use only do not write in this area to be completed by city or town official permit/liceme# ❑Building Department city or town: [ Licensing Board ❑-check if immediate response is required ❑Selectmen's Opine []Health Department contact person: phone#; []Other _ (revised Scot 2003) Inforniation and Instructions. to err to rovide workers' compensation for their. yiassachusetts Gelleral Laws ch4 pter�152 section 25,requires all ems , y, p r employees: As quoted fromthe law', an employee is.defined as every person m the service'of another under any contract of hire, express or=Vlied; oral or written. association, corporation or other legal entity, or any two or more of An employer is defined as an individual,partnership, the foregoing engaged in a'Joint enferprise, and including the legal representatives of a dmeased,employer, or the receiver or trustee of an individual,partnership,. association or other legal entity, employing employees. 'However the owner of a dwelling house havmg'not'more than three apartments aud•who resides therein, or fhe.occupant of the dwelling house bf another who employsp�sOns to do.maintenance, construction or repair work on such dwelling house or on the grounds or bu,,&ng appurtenant thereto shall not because of such.employnimt.be deemed to be:an employer. MGL chapter 152 section 25 also*states that"eve'ry state'or local licensing agency shall,vdthhoId the issuance or renewal of a license or permit to operate a business or to construct buildings in the.cornmonwealth for any applicant who has not produced acceptable evidence'of-compliance with the insurance coverage required. Additionally, neither the' ' commonwealth nor.any-of its political subdivisions shall enter into any contract for the performance of public work until acceptable evidence of complianee with the insurance requirements of this chapter have been presented to the contracting . authority- Applicants Please fill ttiation.. Please in .the workers"compensation affidavit completely,bay cCeheecfildng cateof box tinsurifihat applies e as laffidavitslmay be s bmitted supply company name, address and phone numbers along with to the Department of In Accidents-for confirmation of insurance coverage. Also'be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being epartment ofYud requested, not the D ustrial Accidents. Should you have any questions regardin 'the'"law"or if you are required to obtain a workers'•comp ensation policy,please call the Deparft*t at the number'listed..below. City or Towns . lete an printed legibly. The Department has provided a space at the bottom of the Please be sure that the affidavit is comp affidavit for you to fill out in the event'the Office of Investigations has to contact you regarding the applicant. Please sure to fill.-in the perrrnt/hcense number which will be used as a reference number. The.affidavits+rnay.be'.returried to ythe Department b . mail or FAX unless other'ariangements have been made. old ou have an uestions ' d like to thank ou in advance for you cooperation and sho y y q , . Investigations wool y . The Office of Inver g . Please do nothesitate_to give us a-call. The Department's address,telephone and fax number: , The Commonwealth Of Massachusetts Department of Industrial Accidents 6t�ce o��ei>�es>i�atlens ' 600 Washington Street Boston,Ma. 02111 fax#: (617)727-7749 phone#: (617) 7274900 ext:406 09/13/2604 10:08 15084287517 COTUIT WATER DEPT PAGE 01 � atu�t re tstr;ct attr Mepartment \ 1916 430C FALMOUTH ROAD, P.O. 80X 451 cOTulr, MASS. 02635 PHONE (508) 428-2687 FAX (508) 428-7517 September 13,2004 , Grover Building&Remodeling Dear Mr. Grover, This loner confirms that daere is no water service connection to the garage at.-the Connor residence at 1180 Main Street in Cohrit. Sincerely, Sheri Leavenworth Business Manager John J. Maurer, Inc. Quality Plumbing, Heating 21nd Air Conditioning Master Plumber#7824 Master Gasfitter#3639 September 10, 2004 To Whom It May Concern; Please be advised, that upon inspection, I have found that there is no gas and no water connected to or associated with the garage located at 1180 Main Street, Cotuit, MA. Sin rely, n . Maurer President/Owner P.O. BOX 180-CATAUMET,MASSACHUSM7S 02534 • (508)563-3918 • FAX(508)564-6223 ' 09f12,`2004 19:00 R COOK JP ELECTR PAGE 01 a� � ry ✓ f Co© �• n1lev Lic,#- � i a J RESIDENTIAL BUILDING PERMIT FEES APPLICATION FEE New Buildings $100.00 10a Residential Addition $50.00 Alterations/Renovations $50.00 Building Permit Amendment .$25.00. FEE VALUE WORKSHEET . NEW LIVING SPACE square feet x$96/sq.foot= x.0041= 7 S� p frombelow(if applicable) ALTERATIONS/RENOVATIONS OF EXISTING SPACE /� �• square feet x$64/sq.foot= x.0041= pl frombelow(if applicable) GARAGES(attached&.detached) O 4 �15 — square feet x$32/sq.ft.= b �5/C x:004.1= 7 ACCESSORY STRUCTURE>120 sq.ft. >120 sf-500 sf $35.00 >500 sf-750 sf 50.00 >750 sf- 1000 sf 75.00 >1000 sf-1500 sf 100.00 >1500 sf-Same as new building permit: square feet x$96/sq.foot= x.0041=. STAND ALONE PERMITS o 0 Open Porch x$30.00= (number) d Deck x$30.00 (number) Fireplace/Chimney x$25.00= (number) Inground Swimming Pool $60.00 Above Ground Swimming Pool $25.00 Relocation/Moving $150.00 (plus above if applicable) Permit Fee ./ Ncost Multi-Loaded Beam[99 BOCA National Building.Code(97 NDS)1 Ver. 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 09-13-2004 : 10:31:20 AM L Proiect: CONNOR-Location: (7y 13'BM. BELOW FRNT. GABLE.WALLS Summary: ( 3 ) 1.75 IN x 9.5 IN x 13.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 10.5% Controlling Factor: Moment of Inertia/Depth Required 9.19 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load.- DLD-Center- 0.22 IN Live Load: LLD-Center- 0.25 IN=U634 Total Load: TLD-Center- 0.47 IN=U332 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2141 LB Dead Load: DL-Rxn-A= 2039 LB Total Load: TL-Rxn-A= 4179 LB Bearing Length Required(Beam only, Support capacity not checked):`1 BL-A= 1.06 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 988 LB Dead Load: DL-Rxn-B=- 899 LB Total Load: TL-Rxn-B= 1886 LB Bearing Length Required('Beam only, Support capacity not checked) BL-B= 0.48 IN Beam Data: Center Span Length: L2= 13.09 FT Center Span Unbraced'Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 13.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading.- Uniform Load: Live Load: wL-2= 40 PLF Dead Load: wD-2= 20 PLF Beam Self Weight: BSW= 16 PLF Total Load. wT-2= ^ 76 PLF Point Load 1 Live Load: PL1'-2= , 1596 LB Dead Load: PD1-2= 1236 LB Location(From left end of span): X1-2= 4.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 225 PLF Left Dead Load.- TRD-Left-1-2= 253 PLF Right Live Load: TRL-Right-1-2= 225 PLF Right Dead Load: TRD-Right-1-2= 253 PLF ^ Load Start: A-1'-2= 0.0 FT \ Load End: B-1-2= 4.5 FT Load Length: C-1-2= 4.5 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2 2= 0 PLF Left Dead Load': TRD-Left-2-2= 50 PLF Right Live Load: ' TRL-Right2-2= 0 , PLF Right Dead Load: TRD-Right-2-2= 50 PLF Load Start: A-2-2= 4.5 FT Load End: B-2-2= 6.5 FT Load Length:. C-2-2= 2.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv: Fv'= 285 PSI Adiustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 13144 FT-LB 4.55 Ft from left support of span 2(Center Span) Critical moment created'by combining all dead)loads and'live load's on span(s)2' Controlling Shear: V= 4179 LB At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With,Required Sections.- Section Modulus(Moment): Sreq= 58.77 IN3 S= 78.97 IN3 Area(Shear): Areq= 22.00 IN2 A= 49.88 IN2 Page: 2 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Areshi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 09-13-2004: 10:31:20 AM Project: CONNOR-Location: (7) 1'3' BM,. BELOW FRNT.,GABLE WALLS Moment of Inertia(Deflection): Ireq= 339.40 IN4 1= 375.10 IN4 Multi-Span Roof Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc_ ,Archi-Tech Assoc. Inc. on: 09-13-2004: 10:31:21 AM Proiect: CONNOR-Location: (2)12`VALLEY @ FRONT GABLE Summary: ('2 ) 1.75 IN x 9.5 IN x 12.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 29.5% Controlling Factor. Moment of Inertia/Depth Required 8.71 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.25 IN Live Load: LLD-Center- 0.31 IN=U465 Total Load: TLD-Center- 0.56 IN=U259 Center Span Left End Reactions(Support A)c . Live Load: LL-Rxn-A= 1596 LB Dead Load: DL-Rxn-A= 1236 LB Total Load: TL-Rxn-A= 2833 LB Bearing Length Required'(Beam only, Support capacity not checked):; BL-A= 1.08 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2089 LB Dead Load: DL-Rxn-B= 1675 LB Total Load: TL-Rxn-B= 3764 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.43 IN Beam Data: Center Span Length: L2= 12.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-13ottom= 12.0 FT Live Load Duration Factor: Cd= 1.15 Pitch Of Roof: RP= 12 : 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: U 200 Center Span Loading: Uniform Load: Roof Live Load: RLL-2= 30.0 PSF Roof Dead Load: RDL-2= 15.0 PSF Roof Tributary Width.Side One: Trib-1-2= 4.25 FT Roof Tributary Width Side Two: Trib-2-2= 3.25 FT Beam Self Weight:. BSW= 10 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 225 PLF Total Dead Load(Adjusted for Roof Pitch): wD-2= 159 PLF Total Load: wT-2= 394 PLF Point Load Live Load: PL-2= 985 LB Dead Load: PD-2= 878 LB Location (From left end of span). X-2= 9.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= - , 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3087 PSI Adjustment,Factors Cd-1.15 Cf=1.03 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: I .I. . Controlling Moment: M= 10170 FT-LB 7.2 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live load's on span(s)2 Controlling Shear: V= 3764 LB At right support of span 2(Center Span). Critical shear created by combining all dead;loads and live loads on span(s)2 Comparisons With Required Sections.- Section Modulus(Moment): Sreq= 39.54 IN3 S= 52.65 IN3 Area(Shear): Areq= 17.23 IN2 A= 33.25 IN2 Moment of Inertia(Deflection); Ireq= 193.03 IN4 250.07 IN4 f Multi-Loaded Beam('99 BOCA National Building Code(97 NDS))Ver. 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-13-2004: 10:31:19 AM Protect: CONNOR-Location: (1.1) 13.75'BM. @ EDGE OF STAIRS Summary: 1.75 IN x 9.5 IN x 13.75 FT /1.9E Microllam-.Trus Joist=MacMillan" Section Adequate By: 106:1% Controlling Factor: Moment of Inertia/Depth Required 7.47 In Center Span Deflections: Dead Load: DLD-Center- 0.18 IN Live Load: LLD-Center- 0.09 IN=U1904 Total Load: TLD-Center- 0.27 IN=U618 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 157 LB Dead Load: DL-Rxn-A= 401 LB Total Load: TL-Rxn-A= 558 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.42 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 138 LB Dead Load: DL-Rxn-B= 247 LB Total Load: TL-Rxn-B= 385 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B 0.29 IN Beam Data: Center Span Length: L2= 13.75 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced'Length-Bottom of Beam: Lu2-Bottom= 13.75 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading.- Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 5 PLF Point Load 1 Live Load: PL1-2= 105 LB Dead Load: PD1-2= 35 LB Location (From left end of span): X1-2= 9.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 20 PLF Left Dead Load: TRD-Left-1-2= 57 PLF Right Live Load: TRL-Right-1-2= 20 PLF Right Dead Load: TRD-Right-1-2= 57 PLF Load Start: A-1-2= 0.0 FT Load End: B-1'-2= 9.5 FT Load Length: C-1-2= 9.5 FT Properties For: 1.9E Microllam-Trus.foist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc peril= 750 PSI Adjusted Properties Fb'(Tension):- Fb'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1893 FT-LB 6.738 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 558 LB At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 8.46 IN3 S= 26.32 IN3 Area(Shear): Areq= 2.94 IN2 A= 16.63 IN2 Moment of Inertia (Deflection): lreq= 60.67 IN4 I= 125.03 IN4 Multi-Loaded Beamfy'lSC h EdW80]Ver 5 b7_s Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on'_09-13-2004:'10:31:20 AM Proiect: CONNOR-Location: (8)26.75'STEEL BM_@ GARAGE CLG. Summary: A36 W 16x57 x 26.9 FT Section Adequate By: 15.1% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center= 0.37 IN Live Load: LLD-Center 0.56 IN =U571 Total Load: TLD-Center- 0.93 IN=U346 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 12970 LB Dead Load: DL-Rxn-A= 8184 LB Total Load: TL-Rxn-A= 21154 LB Bearing Length Required(Beam onlv,-Support capacity not checked):? BL-A= 1.38 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 13506 LB Dead Load: DL-Rxn-B= . 8679 LB Total Load: .- _ TL-Rxn-B= .22185 LB Bearing Length Required f(Beamt only, Support capacity not checked') } BL-B 1.38 IN Beam Data: Center Span Length: L2= 26.9 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 26.9 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading.- Uniform Load: Live Load: wL-2= 560 PLF Dead Load: wD-2= 210 PLF Beam Self Weight: BSW= 57 PLF Total Load: wT-2= 827 PLF Point Load 1 Live Load: PL1-2= 1073 LB Dead Load: PD1-2= 921 LB Location(From left end of span)!: X1-2= 5.75 FT Point Load 2 Live Load: PL2-2= 2089 LB Dead Load: PD2-2= 1675 LB Location (From left end of span): X2-2= 9.5 FT Point Load 3 Live Load`. PL3-2= 1073 LB Dead Load: PD3-2= 921 LB Location(From left end of span).: X3-2= 18.0 FT Point Load 4 Live Load: PL4-2= 1073 LB Dead Load: PD4-2= 921 LB Location(From left end of span): X4-2= 23.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 390 PLF Left Dead Load: TRD-Left-1-2= 335 PLF Right Live Load: TRL-Right-1,-2= 390 PLF Right Dead Load: TRD-Right-1.2= 335 PLF Load Start: A-1-2= 5.75 FT Load End: B-1-2= 18.0 FT Load Length: C-1-2= 12.25 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 390 PLF Left Dead Load: TRD-Left-2-2= 335 PLF Right Live Load: TRL7Right-2 2= 390 PLF Right Dead Load: TRD-Right-2-2= 335 PLF Load Start: A-2-2= 23.5 FT Load End: B-2-2= 26.9 FT Load Length: C-2-2= 3.4 FT Properties for: W16x57/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 16.43 IN Web Thickness: tw= 0.43 IN Flange Width: bf= 7.12 IN Flange Thickness: tf= 0.71 IN .Distance to Web Toe of Fillet: k= 1.38 IN ; Moment of Inertia About X-X Axis: Ix= 758.00 IN4 Section Modulus About X-X Axis: Sx= 92.20 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.86 'IN Design Properties per AISC Steel Construction Manuaf: Page:2 Multi-Loaded Beamf AISC 9th Ed ASD)Ver. 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 09-1.3-2004: 10:31:21 AM Project: CONNOR-Location: (8)26.75"STEEL BM. @ GARAGE CLG. Flange Buckling Ratio: FBR= 4.98 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 38.21 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66"Fy: Lc= 7.52 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 34.88 Limiting Web Height to Thickness Ratio for Fv=_4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 158553 FT-LB 12.643 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr-- 182556 FT-LB Controlling Shear: V= 22185 LB 26.9 Ft from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr= 101735 LB Moment of Inertia(Deflection): Ireq= 656.66 IN4 1= 758.00 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 09-13-2004: 10:31:18 AM Project: CONNOR-Location: (10)9.5'GARGE DOOR HEADER-RIGHT Summary: (2 ) 1.75 IN x 9.25 IN x 9.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 41.1% Controlling Factor: Moment of Inertia/Depth Required 8.25 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.09 IN Live Load: LLD-Center-- 0.18 IN=U628 Total Load: TLD-Center- 0.27 IN=U423 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A=' 2090 LB Dead Load: DL-Rxn-A= 1026 LB Total Load: TL-Rxn-A= 3116 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.19 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2090. LB Dead Load: DL-Rxn-B= 1026 LB Total Load: TL-Rxn-B= 3116 LB Bearing Length Required(Beam only,Support capacity.not checked): BL-B= 1.19 IN Beam Data: Center Span Length: L2= 9.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 9.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 10 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 455 PLF Left Dead Load: TRD-Left-1-2= 221 PLF Right Live Load: TRL-Right-1-2= 455 PLF Right Dead Load: TRD-Right-1-2= 221 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 2.0 FT Load Length: C-1-2= 2.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 429 PLF Left Dead Load: TRD-Left-2-2= 195 PLF Right Live Load: TRL-Riqht-2-2= 429 PLF Right Dead Load: TRD-Right-2-2= 195 PLF Load Start: A-2-2= 2.0 FT Load End: B-2-2= 7.5 FT Load Length: C-2-2= 5.5 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 455 PLF Left Dead Load: TRD-Left-3-2= 221 PLF Right Live Load: TRL-Right-3-2= 455 PLF Right Dead Load: TRD-Right-3-2= 221 PLF Load Start: A-3-2= 7.5 FT Load End: B-3-2= 9.5 FT Load Length: - C-3-2 2.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2694 PSI Adjustment Factors: Cd=1.00 Cf=1.04_ Fv': Fv'= 285 PSI Adjustment Factors:Cd'=1.001 Design Requirements: Controlling Moment: M= 7255 FT-LB 4.75 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 3116 LB At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections:: Paqe: 2 Multi-Loaded Beamf 99 BOCA National Buildinq Code(97 NDS)1 Ver. 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-13-2004: 10:31:18 AM Project: CONNOR-Location: (10)9.5'GARGE DOOR HEADER-RIGHT Section Modulus(Moment): Sreq= 32.32 IN3 S= 49.91 IN3 Area(Shear): Areq= 16.40 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 163.59 IN4 1= 230.84 IN4 : I i Combination Roof and Floor Beam(99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 Bv:Archi=Tech Assoc. Inc. .Archi-Tech Assoc. Inc. on: 09-13-2004: 10:30:17 AM Project: CONNOR-Location: (4)5.5'BM. @ FRENCH DOOR @ LIVING Summary: (2 ) 1.75 IN x 5.5 IN x 5.5 FT /1.9E Microllam-Trus Joist-MacMillan Section'Adequate By:-47.8% Controlling Factor. Moment of Inertia/Depth Required 4.83 In Deflections: Dead Load: DLD= 0.06 IN Live Load: LLD= 0.09 IN= U758 Total Load: TLD= 0.15 IN=U443 Reactions(Each End): Live Load: LL-Rxn= 1073 LB Dead Load: DL-Rxn= 761 LB Total Load: TL-Rxn= 1833 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.70 IN Beam Data: Span: L= 5.5 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: L1 360 Total Load Deflect. Criteria: U 300 Roof Loadinq: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1 13.0 FT Roof Live Load-Side Two: RLL2= 0.0 PSF Roof Dead Load-Side Two: RDL2= 0.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor: Cd'-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1=- 10.0 PSF Floor Tributary Width-Side One: FTW1= 6.5 FT Floor Live Load'-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration.Factor: Cd-floor- 1.00 Wall Load: WALL 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 390 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 206 PLF Floor Uniform Live Load` wL-floor= - 0 PLF Floor Uniform Dead Load: wD-floor- 65 PLF Beam Self Weiqht: BSW= 6 PLF Combined Uniform Live Load. wL= 390 PLF Combined Uniform Dead Load: wD= ' 271 PLF Combined Uniform Total Load: wT= 667 PLF Controllinq Total Design Load: wT-cont= 667 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3325 PSI Adjustment Factors: Cd=1.15 Cf=1.11 Fv': FV= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 2520 FT-LB 2.75 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: u V= 1833 LB At support. Critical shear created by combining all dead and'live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq 9.10 IN3 S= 17.65 IN3 Area(Shear): Areq= 8.39 IN2 A= 19.25 IN2 Moment of Inertia(Deflection): Ireq 32.83 IN4 1= 48.53 I1\14' Combination Roof and Floor Beam[99 BOCA National Buildinq Code(97 NDS))Ver: 5.07 By: Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-13-2004 : 10:31:17 AM -Proiect: CONNOR-Location: (5)8.5'HDR. @ KITCHEN SLIDER Summary: (2 ) 1.75 IN x 7.25 IN x 8.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 30.7% Controllinq Factor: Moment of Inertia/Depth Required 6.63 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.13 IN Live Load: LLD= 0.13 IN=U764 Total Load: TLD= 0.26 IN=U392 Reactions(Each End): Live Load: LL-Rxn= 1020 LB Dead Load: DL-Rxn= 969 LB Total Load: TL-Rxn= 1989 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.76 IN Beam Data: Span: L= 8.5 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loadinq: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 7.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 1.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 7.0 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor- 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 240 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 150. PLF Floor Uniform Live Load: wL-floor- 0 PLF Floor Uniform Dead Load: wD-floor- 70 PLF Beam Self Weiqht: BSW= 8 PLF Combined Uniform Live Load: wL= 240 PLF Combined Uniform Dead Load: wD= 220 PLF Combined Uniform Total Load: wT= 468 PLF Controllinq Total Design Load: wT-cont= 468 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3202 PSI Adjustment Factors: Cd=1.15'Cf=1.07 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 4226 FT-LB 4.25 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1989 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections.- Section Modulus(Moment): Sreq= 15.84 IN3 S= 30.66 IN3 Area(Shear): Areq= 9.10 IN2 A= 25.38 IN2 Moment of Inertia(Deflection): Ireq= 85.06 IN4 1= 111.15 IN4 Combination Roof and Floor Beam(99 BOCA National Building Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 09-13-2004: 10:31:18 AM Protect: CONNOR-Location:(6)5.5'HDR. @ POCKET DOORS Summary: (2 ) 1.75 IN x 5.5 IN x 5.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 35.9% Controlling Factor: Moment of Inertia/Depth Required 4.97 In Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.09 IN=U758 Total Load: TLD= 0.16 IN=U408 Reactions(Each End): Live Load: LL-Rxn= 1073 LB Dead Load: DL-Rxn= 921 LB Total Load: TL-Rxn= 1994 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.76 IN Beam Data: Span: L= 5.5 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF _. Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 6.5 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 6.5 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 0.0 PSF' Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 6.0 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 4.5 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd'-floor- 1.00 Wall Load:Beam Loads: WALL= 30 PLF Roof Uniform Live Load: wL-roof= 390 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 239 PLF Floor Uniform Live Load wL-floor- 0 PLF Floor Uniform Dead Load: wD-floor- 60 PLF Beam Self Weight: BSW= 6 PLF Combined Uniform Live Load: wL= 390 PLF Combined Uniform Dead Load: wD= 299 PLF Combined Uniform Total Load: wT= 725 PLF Controlling Total Design Load: wT-cont= 725 PLF Properties For: 1.9E Microllam-Trus Joist=MacMiIlan Bending Stress: Fb= 2600 PSI Shear Stress:. Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3325 PSI Adjustment Factors: Cd=i.15 Cf=1.11 Fv': Fv= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 2741 FT-LB 2.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1994 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 9.89 IN3 S= 17.,65 IN3. Area (Shear): Areq= " 9.12 IN2 A= 19.25 IN2 . Moment of Inertia(Deflection): Ireq= 35.70 IN4 I 48.53 IN4 Combination Roof and Floor Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver. 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-13-2004: 10:30:15 AM Protect: CONNOR-Location: (12)5'HDR. @ EDGE OF PORCH Summary: (2 ) 1.5 IN x 5.5 IN x 5.0'FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 206.3% Controlling Factor. Area/Depth Required 3.03 In Deflections: Dead Load.- - DLD= 0.01 IN Live Load: LLD= 0.01 IN= U4142 Total Load: TLD= 0.03 IN=U2149 Reactions(Each End): Live Load: LL-Rxn= 150 LB Dead Load: DL-Rxn= 139 LB Total Load: TL-Rxn= 289 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.23 IN Beam Data: Span: L= 5.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 360 Roof Loadinq: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 2.0 FT Roof Live Load-Side Two: RLL2= 0.0 PSF Roof Dead Load-Side Two: RDL2= 0.0 PSF Roof Tributary Width-Side Two:. RTW2= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 2.0 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor- 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 60 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 32 PLF Floor Uniform Live Load: wL-floor= 0 PLF Floor Uniform Dead Load: wD-floor= 20 PLF Beam Self Weight: BSW= 4 PLF Combined Uniform Live Load wL= 60 PLF Combined Uniform Dead Load: wD= 52 - PLF Combined Uniform Total Load: wT= 116 PLF Controllinq Total Design Load: wT-cont= 116 PLF Properties For:#2-Spruce-Pine-Fir Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1308 PSI Adjustment Factors: Cd=1.15 Cf=1.30 Fv': FV=4 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 361 FT-LB 2.5 ft from left support Critical moment created by combining 611 dead and Live loads. Controllinq Shear: V= 289 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): - Sreq= 3.31 IN3 ' S= 15.13 IN3 - Area(Shear): Areq 5.39 1N2 A= 16.50 IN2 Moment of Inertia(Deflection): Ireq= 6.97 IN4 t= 41.59 ,y IN4 Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver. 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-13-2004 : 10:30:15 AM Protect: CONNOR-Location: (14)3.5'HDR-@ GARAGE/PORCH DR.. Summary: (2 ) 1.5 IN x 9.25 IN x 3.5 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate Bv: 12.5% Controlling Factor: Area/Depth Required 8.22 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN=L17574 Total Load: TLD= 0.01 IN=U4558 Reactions(Each End): Live Load: LL-Rxn 796 LB Dead Load: DL-Rxn= 527 LB Total Load: TL-Rxn= 1323 LB = Bearing Length Required(Beam only,Support capacity not checked):" BL= 1.04 IN Beam Data: Span: L= 3.5 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria U 300 Roof Loadinq: Roof Live Load-Side One: RLL1=. 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One:' RTW1= 6.5 FT Roof Live Load-Side Two: RLL2= 0.0 PSF Roof Dead Load-Side Two: RDL2 0.0 PSF " Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor: Cd-roof 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 40.0 PSF' Floor Dead Load-Side One:- FDL1= 15.0 PSF Floor Tributary Width-Side One: FTW1= 6.5 FT Floor Live Load-Side Two: FLL2= 0''0 PSF Floor Dead Load-Side Two: FDL2 0.0 PSF Floor Tributary Width-Side Two: FTW2 0.0 FT Floor Duration Factor: Cd-floor 1.00 Wall Load: WALL- 75 PLF' Beam Loads: Roof Uniform Live Load: wL-roof=: . 195 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 122 PLF ` Floor Uniform Live Load: wL-floor 260 PLF } _ Floor Uniform Dead Load: wD-floor 98 PLF Beam Self Weiqht: ,BSW= 7 PLF ; Combined Uniform Live Load: f, wL= R 455 PLF Combined Uniform Dead Load: wD= 219 PLF Combined Uniform Total Load: wT= 756 PLF Controllinq Total Design Load: wTLcont= 756 PLF Properties For: #2-Spruce-Pine-Fir r Bendinq Stress: Fb= 875 ' PSI Shear Stress: Fv= 70' PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain`.! Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1107 PSI Adjustment Factors: Cd=1.15 Cf=1.10 Fv': Fv'= 81 PSI Adiustment Factors:.Cd-1.15 Design Requirements: Controllinq Moment: M 1158 FT-LB 1.75 ft from left`support ` Critical moment created by combining all dead and live loads: Controllinq Shear: V= 1323 LB At support. Critical shear created by combining,all dead and live load's. Comparisons With Required Sections: -. Section Modulus(Moment): Sreq= 12.55 IN3 S 42.78 1N3 Area(Shea):.~ Areq= 24.66 IN2 w A > 27.75 IN2 Moment of Inertia(Deflectioh) Ireq ;° 13.02 IN4 I= 197.86. , IN4 w �. Combination Roof and'Floor Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-13-2004 : 10:30:16 AM Proiect: CONNOR-Location: (15)3.5'HDR. @ DOOR LAUNDRY/GRNHSE. Summary: (211.5 IN x 9.25 IN x 3.5 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 9.3% Controllinq Factor.Area/Depth Required 8.46 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD 0.01 IN=L 7492 Total Load: TLD= 0.01 IN=U5093 Reactions(Each End): Live Load: LL-Rxn= 805 LB Dead Load: DL-Rxn= 379 LB Total Load: TL-Rxn= 1184 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.93 IN Beam Data: Span: L= 3.5 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loadinq: Roof Live Load-Side One: RLL1= 0.0 PSF Roof Dead Load-Side One: RDL1= 0.0 PSF Roof Tributary Width-Side One: RTW1= 0.0 FT Roof Live Load-Side Two: RLL2= 0.0 PSF Roof Dead Load-Side Two: RDL2= 0.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 60.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 3.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 15.0 PSF Floor Tributary Width-Side Two: FTW2= 7.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 75 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 0 PLF Roof Uniform Dead Load(Adjusted'for roof pitch): wD-roof= 0 PLF Floor Uniform Live Load: wL-floor= 460 PLF Floor Uniform Dead Load: wD-floor= 135 PLF Beam Self Weiqht: BSW= 7 PLF Combined Uniform Live Load: wL= 460 PLF Combined Uniform Dead Load: wD= 135 PLF Combined Uniform Total Load: wT= 677 PLF Controllinq Total Design Load: wT-cont= 677 PLF Properties For: #2-Spruce-Pine-Fir Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to.Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 963 PSI Adjustment Factors: Cd=1..00 Cf=1.10 Fv': Fv'= 70 PSI Adjustment Factors: Cd=1.00. Design Requirements: Controllinq Moment: M= 1036 FT-LB 1.75 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1184 LB At support. Critical shear created by combining.all dead and live loads. - Comparisons With Required Sections: Section Modulus(Moment): Sreq= 12.92 IN3 S= 42.78 IN3 Area(Shear): Areq= 25.38 IN2 A= 27.75 IN2 Moment of Inertia(Deflection): Ireq= 11.66 IN4 1= 197.86 IN4 Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS))Ver. 5.07 By:Archi-Tech Assoc. Inc. .Archi-Tech Assoc. Inc_ on: 09-13-2004-. 10:30:16 AM Proiect:CONNOR-Location: (313)9.5'BM. @ C.O. LIVING/KITCHEN Summary: (2 ) 1.75 IN x 7.25 IN x 9.5,FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 18.1% Controlling Factor. Moment of Inertia/Depth Required 6.86 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.15 IN Live Load: LLD= 0.17 IN=U674 Total Load: TLD= 0.32 IN=U354 Reactions(Each End): Live Load: LL-Rxn= 926 LB Dead Load: DL-Rxn= 835 LB Total Load: TL-Rxn= 1761 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.67 IN Beam Data: Span: L= 9.5 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 6.5 FT Roof Live Load-Side Two: RLL2= 0.0 PSF Roof Dead Load-Side Two: RDL2= 0.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor. Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 6.5 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 195 PLF Roof Uniform Dead Load(Adjusted'for roof pitch): wD-roof= 103 PLF Floor Uniform Live Load` wL-floor= 0 PLF Floor Uniform Dead Load: wD-floor- 65 PLF Beam Self Weight-. BSW= 8 PLF Combined Uniform Live Load: wL= 195 PLF Combined Uniform Dead Load wD= 168 PLF Combined Uniform Total Load: wT= 371 PLF Controlling Total'Design Load: wT-cont= 371 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3202 PSI Adjustment Factors: Cd=_1.15 Cf=1.07 Fv': Fv= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M'= 4182 FT-LB 4.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= 1761 LB At support. Critical shear created"by combining all dead and live load's. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 15.67 IN3 S= 30.66 IN3 Area(Shear): Areq= 8.06 IN2 A= 25.38 ' IN2 Moment of Inertia(Deflection): Ireq= 94.08 IN4 1= 111.15 IN4 Roof Beam(99 BOCA National Buildinq Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-13-2004: 10:29:28 AM Project: CONNOR-Loeation: ('I)9'VALLEY @ FRONT GABLE Summary: 1.75 IN x 9.25 IN x 9.0 FT (Actual 11.1 FT) /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 24:60k` Controlling Factor: Section Modulus/Depth Required 8.53 In Deflections: Dead Load: DLD= 0.25 IN Live Load: LLD= 0.28 IN =U482 Total Load: TLD= 0.52 IN=U255 Reactions(Each End): Live Load: ° LL-Rxn= 985 LB Dead Load: DL-Rxn= 878 LB Total Load: TL-Rxn= 1863 • LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.42 IN Beam Data: Span: L= 9.0 FT Maximum Unbraced Span: Lu= 0.0 FT Beam End Elevation Diff.: EL= 6.5 FT Pitch Of Roof. RP= 12 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Roof Loadinq: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 5.75 FT Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 3.25 FT Roof Duration Factor. Cd= 1.15 Beam Self Weight-. BSW= 5 PLF Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladl= 11.1 FT Beam Uniform Live Load: wL= 177 PLF Beam Uniform Dead Load: wD adi= 158 PLF Total Uniform Load: wT= 336 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress. Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc�erp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3098 PSI Adjustment Factors:Cd'=1,15 Cf=1'.04 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: - M= 5169 FT-LB 5.551 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1863 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 20.03 IN3 S= 24.96 IN3 Area(Shear): Areq= 8.52 IN2 A= 16.19 IN2 Moment of Inertia(Deflection): Ireq= 90.60 IN4 1= 115.42 IN4 Uniformly Loaded Floor Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-13-2004: 10:29:28 AM Project: CONNOR-location:(9)9.5'GARAGE DOOR HEADER-LEFT Summary: (2 ) 1.75 IN x 9.25 IN x.9.5F.T /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 37.3% Controllinq Factor: Moment of Inertia/Depth Required 8.32 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.11 IN Live Load: LLD= 0.16 IN=LR00 Total Load: TLD= 0.28 IN =U412 Reactions(Each End): Live Load: LL-Rxn= 1853 LB Dead Load: DL-Rxn= 1295 LB Total Load: TL-Rxn= 3147 LB Bearing Length Required(Beam only, Support capacity not checked).- BL= 1.20 IN Beam Data: Span: L= ' 9.5 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loadinq: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 7.5 FT Floor Live Load-Side Two: LL2= 30.0 PSF Floor Dead Load-Side Two: DL2= 25.0 PSF Tributary Width-Side Two: TW2= 3.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 75 PLF Beam Loadinq: Beam Total Live Load: wL= 390 PLF Beam Self Weiqht: BSW= 10 PLF Beam Total Dead Load: wD= 273 PLF Total Maximum Load: wT= 663 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv=` 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2694 PSI Adjustment Factors: Cd=1.00 Cf=1.04 Fv': Fv= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 7475 FT-LB 4,75 ft from left support Critical moment created by combining all dead and live Toads. Controllinq Shear: V= 3147 LB At support. Critical shear created by combining all dead and live loads, Comparisons With Required Sections: Section Modulus(Moment): Sreq= 33.30 IN3 S= 49.91 IN3 Area(Shear): Areq= 16.57 IN2 A= '32.38 IN2 Moment of Inertia(Deflection): Ireq= 168.16 IN4 1= 230.84 IN4 Uniformly Loaded Floor Beam(99 BOCA National Building Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc_ ,Archi-Tech Assoc. Inc. on: 09-13-2004: 10:29:27 AM Project: CONNOR-Location: (16) 13.75'BM. @ EDGE 1ST FLR. SIRS. Summary: 1.75 IN x 9.5 IN x 13.75 FT /1.9E Microllam-Trus Joist-MacMillan 'Section Adequate By: 77.6% Controlling Factor: Moment of Inertia/Depth Required 7.84 In Deflections: Dead Load: DLD= 0.22 IN Live Load: LLD= 0.09 IN= U1846 Total Load: TLD 0.31 IN=U533 Reactions(Each End): Live Load: LL-Rxn= 182 LB Dead Load: DL-Rxn= 448 LB Total Load: TL-Rxn= 629 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.48 IN Beam Data: Span: L= 13.75 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One.- LL1= 40.0 PSF Floor Dead Load-Side One: - DL1= , 15.0 PSF Tributary Width-Side One: TW1= 0.66 FT Floor Live Load-Side Two: LL2= 0.0 PSF Floor Dead Load-Side Two: DL2 0.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Live Load Duration Factor: Cd 1.00 Wall Load: - WALL= 50 PLF Beam Loading: Beam Total Live Load: wL= 26 PLF Beam Self Weight: BSW= 5 PLF Beam Total Dead Load: wD=- 65 PLF Total Maximum Load: wT= 91 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc peril= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 FV: FV= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2162 FT-LB 6.875 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 629. LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq 9.67 IN3 S= 26.32 IN3 Area(Shear): Areq= 3.31 IN2 A= 16.63 IN2 Moment of Inertia(Deflection): ireq 70.41 IN4 1= 125.03 IN4 Uniformly Loaded Floor Beam(99 BOCA National Buildinq Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-13-2004 : 10:29:27 AM Protect: CONNOR-Location: (13)2.75'HDR. @ GRNHSE.WINDOWS Summary: ' (2 ) 1.5 IN x 5.5 IN x 2.75 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 129.5% Controlling Factor.Area/Depth Required 2.4 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN=U8298 Total Load: TLD= 0.01 IN=U6121 Reactions(Each End): Live Load: LL-Rxn= 248 LB Dead Load: DL-Rxn= 88 LB Total Load: TL-Rxn= 336 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.26 IN Beam Data: Span: L= 2.75 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria L/ 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 60.0 PSF Floor Dead Load-Side One: DL1= 20.0 PSF Tributary Width-Side One: TW1= 3.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 180 PLF Beam Self Weight: BSW= 4 PLF Beam Total Dead Load: wD= 64 PLF Total Maximum Load: wT= 244 PLF Properties For:#2-Spruce-Pine-Fir Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: - Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1138 PSI Adjustment Factors: Cd=1.00 Cf=1.30 Fv': FV= 70 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= -231 FT-LB 1.375 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 336 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 2.43 IN3 S= 15.13 IN3 Area(Shear): Areq= 7.19 IN2 A= 16.50 IN2 Moment of Inertia(Deflection): Ireq 2.04 IN4 1= 41.59 IN4 Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 09-13-2004: 10:31:19 AM Protect: CONNOR-Location: (•17)8'BM. @ WALL LNDRY/GRNHSE. Summary: (2 ) 1.75 IN x 11.25 IN x 8.0 FT /1.9E,Microllam-Trus Joist-MacMillan Section Adequate By: 6.3% Controllinq Factor.Area/Depth Required 10.58 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.05 IN Live Load: LLD-Center= 0.11 IN= U852 Total Load: TLD-Center- 0.17 IN=U581 Center Span Left End Reactions(Support A) Live Load: LL-Rxn-A= 3620 LB Dead Load: DL-Rxn-A= 1565 LB Total Load: TL-Rxn-A= 5185 LB Bearinq Lenqth Required(Beam only, Support capacity not checked): BL-A= 1.98 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 4543 LB Dead Load: DL-Rxn-B= 2495 LB Total Load: TL-Rxn-B= 7038 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 2.68 IN Beam Data: Center Span Lenqth: L2= 8.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deftect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 860 PLF Dead Load: wD-2= 335 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 1207 PLF Point Load 1 Live Load: PL1-2= 1020 LB Dead Load: PD1-2= 969 LB Location(From left end of span): X1-2= 6.75 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 210 PLF Left Dead Load: TRD-Left-1-2= 250 PLF Right Live Load: TRL-Right-1-2= 210 PLF Riqht Dead Load: TRD-Right-1-2= 250 PLF Load Start: A-1-2= 6.75 FT Load End: B-1-2= 8.0 FT Load Lenqth: C-1-2= 1.25 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: FcL_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2623 PSI Adjustment Factors: Cd=1.00 Cf=1.01 Fv': Fv'= 285 PSI . Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 11133 FT-LB 4.32 Ft from left support of span 2(Center Span) Critical moment created by combining,all dead loads and Live loads on span(s)2 Controllinq Shear: V= 7038 LB At riqht support of span 2(Center Span) Critical shear created by combining all dead loads and five loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 50.94 IN3 S= 73.83 IN3 Area(Shear): Areq= 37.04 IN2 A= 39.38 IN2 Moment of Inertia(Deflection): Ireq= 214.43 IN4 1= 415.28 IN4 TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map 0,3-3 Parcel ®3 Permit Health Division ,�,. '3 ! bq Date Issued Conservation Division )C.-so I W 0 T Application Fee Tax Collector. Permit Fee t Treasurer SEPTIC SYSTEM MUST BF r = Planning Dept. INSTALLED IN COMPLIANCE Date Definitive Plan Approved by Planning Board WITH TITLE 5 �- ����1tl� ENVIRONMENTAL CODE AND Historic`0I� �� r ./H annis TOWN REGULATIONS Project Street Address Village h Owner IZIaI4Address /1,90 /2h��/5y, Le ok� Telephone v 0 , Permit Request C Square feet: 1st floor: existing proposedg2 2nd floor: existing proposed Total new�� Zoning District Flood Plain ZoAle C Groundwater Overlay Project Valuation — 6Q®�I � � Construction Type Lot Size 50 Grandfathered: W<e's ❑No If yes, attach supporting documentation r r�> r-1 Dwelling Type: Single Family 0__ Two Family ❑ Multi-Family(#units) Age of Existing Structure 40 qas,* Historic House: O Yes Ul< On Old King's Highway: ❑Yes 2P4T—'_ Basement Type: ull rawl ❑Walkout ❑Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) Tr Number of Baths: Full: existing new c2 Half: existing (:9 new Number of Bedrooms: existing_ new Total Room Count not including baths): existing new 6' First Floor Room Count Heat Type and Fuel (7Gas ,0 Oil ❑ Electric ❑Other Central Air: ❑Yes V<0 Fireplaces: Existing _ New_ Existing wood/coal stove: O Yes �Pd� Detached garage:0'existing Cl new size Pool:O existing ❑new size Barn:0 existing ❑new size Attached garage:❑existing ❑new size Shed:❑existing 0 new size Other: Zoning Board of Appeals Authorization ❑ Appear# /V/Wl Recorded❑ Commercial ❑Yes WNo If yes,site plan review# Current Use ��4�°r%�CG�2 /`Y.�� Proposed'Use BUILDER INF RMATION Name !� e% �[� � Telephone Number Address License# � J � .� Home Improvement Contractor# Worker's Compensation# ,f�i�9�jG' ` ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO 5� 64?W*oW SIGNATURE DATE f1 FOR OFFICIAL USE ONLY . s PERMIT NO. DATE ISSUED ' MAP/PARCEL'NO. ' ski ADDRESS s VILLAGE OWNER l DATE OF INSPECTION: FOUNDATION _ mb to Y toed gf10j OK I FRAME / � , r ' INSULATION • _I t FIREPLACE ELECTRICAL: ROUGH FINAL r PLUMBING: ROUGH FINAL f, GAS: ROUGI11 n? r? FINAL < 0 FINAL BUILDING t-Vjj —�- , mo mi0 --� -s , ID&TE'CLOSEJ CdUT ;i T l J CIATION PLAN NO. f LBARNSTAULL E DETECTORS REVIEWED IW— L i BUILDING DEPT. DATE ID O ® $ 0 FIRE DEPARTMENT DATE T a s BOTH SIGNATURES ARE REQUIRED FOR PERMITTING Q s m�w 0 — ' o , ................... ....... _. _ N -- ----------- — — E o • .,rr.sva o .. n v.•o — 0 � ac � L t u S............ e. a,v�.•n,w .�{�__._.a-.•___.__'��'..____.. ........... ................ nws ves•roc v _roc c : : uoa.r of ' L .. 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Fpo pnl z ooa o of LU rvrew.m reeEm � � c�nm erz wwm ca+w ncrewo � � F J , i o W EA S T+/ R EoA R ELEVATION N O R T H / L E F T E L E V A T 1 O N A-3 9 9 k M1 Who--7 Eggs Moo- ,.ter;err- o,m,...,.. ! r_lr�-I��. � i{-�••�t ii � �--...—._ aed's�„� ii i.'��fi=1-� 'I VJ � � it'� � Y - ' i' 9•,Y� x�✓m § � � .,_}.j{`J4�}.-i 1�"1.t (n � L ve,r.enrreco l..i 11 �; .., h .f4 �,11I.j r Q —'...,.. -- .m . — II — mo.00R r.y_t e._LEI S E 5 E G T 1 O N 1 out - tu i — --� • � S E C T I O N - - G ' A74 5 1 I I MAScheck COMPLIANCE REPORT I I Massachusetts Energy Code I Permit ## MAScheck Software Version 2.01 Release 3 I I I I I Checked by/Date I I TITLE: Guest Cottage CITY: Barnstable STATE: Massachusetts HDD: 6137 CONSTRUCTION TYPE: 1 or 2 Family, Detached HEATING SYSTEM TYPE: Other (Non-Electric Resistance) DATE: 9-13-2004 DATE OF PLANS: 8-27-04 PROJECT INFORMATION: Connor Residence 1180 Main Street Cotuit,MA 02635 COMPANY INFORMATION: Archi-Tech Associates, Inca 6 School Street Cotuit, MA 02635 COMPLIANCE: Passes Maximum UA = 415 Your Home = 393 Area or Cavity Cont. Glazing/Door Perimeter R-Value R-Value U-Value IUA ------------------------------------------------------------------------------- CEILINGS 398 30.0 0.0 14 CEILINGS: Raised Truss 821 30.0 0.0 26 WALLS: Wood Frame, 16" O.C. 2363 13.0 0.0 194 GLAZING: Windows or Doors 306 0.320 98 -GLAZING: Skylights 22 0.300 7 DOORS 20 0.280 6 FLOORS: Over Unconditioned Space 1022 19.0 0.0 48 ---------------------------------------------------------------------------- COMPLIANCE STATEMENT: The proposed building design described here is consistent with the building plans, specifications and other calculations submitted with the permit application. The proposed building has been designed to meet the requirements of the Massachusetts Energy Code. The heating load for t i buil 'ng, and the cooling load if appropriate, has been determined us'n the plicable Standard Design Conditions found in the Code. The HVAC uipm n elected to heat or cool the building shall be no greater th 125% he design load as specified in Sections 780CMR 1 0 Builder/Designer Date SeP-2Z-04 06: 16A P_01 A EG H X./ JV1IVVi 7VI VLV o` cotuit, ma p2635 .,A5 V.ClATES tel: (508) 420-5335 Imo, fax: (508) 420-5304 architectural design ' atacotuit�aal,com FAX TRANSMI55ION COVER SHEET DATE:_ '�.2" TIME: _- NAME; __ 11� -t�`� FAX NUMBER: FIRM/COMPANY: REGARDING: l.Qr.� £ 1 .1C� i1 0 .il� eyf. CefLAr�. TZANSMITTED BY: TOTAL NUMDER OF PAGE5 INCLUDING COYER SHEET; COMMENT5ISPECIAL INSTRUCTIONS: IF YOU PO NOT RECEIVE ALL OF THE PAGE5, PLEASE NOTIFY U5 IMMEDiATELY. Sep-22-04 06: 17A P-02 Multi-Loaded Beaml RISC 9th Ed ASU I Ver. 5.07 Sy; Arcfli-Tech Assoc. Inc , Archi-Tech.Assoc. Inc. on 09-22-2004 . 06.15:1, AM Project: CONNC3R1 Location:(8)2F,.75' STE-EC81GF(aT-;A � `3ummary A36 vv16xt. x 26.9 FT Section Adeq�uat B : actor Moment Center pan a,ec-ion's Dead Load DLD-Center= 0.37 IN Uve Load: U,O-Center-. 0.56 IN =U571 Total Load: TLD-Center= 0.93 IN=U346 Center Span Left End Reactions(Support A.). Live Load- LL-Rxn-A= 12970 LB Dead Load DL-Rxn-A= 8184 LB Total Load. TL-Rxn•A-• 21154 1 B Bearing Lencith Required (Beam only, Support capacity not checked). BI.-A= 1.38 IN Center Span Right L nd Reactions(Support B): Live Load: I_L-R.xn-6- 13506 LB Dead Load. DL-Rxn-B= 8679 LB Total Load 'tL-Rxn-B: 22185 LB Gearing Length Required (Beam only, Support capacity not checked), BL-B= 138 IN Eearn Data Center Shan Length L2= 20.9 FT Center Span Unbraced Lenqth-Top of Beam. Lug-Tope 0.0 FT Center Span Unbraced Length-Bottom of Ream Lu2-Bottom= 259 FT Live Load Oeflpct. Criteria. L1 360 Total Load Deflect. Criteria- U 300 Center Span Loading: Uniform Load Live Load: wL-2- 560 PLF Dead Load wD-2= 210 PLF Beam Self Weight BSW= 57 PLF Total Load wT-2= 827 PLF Point Load 1 Live Load: PL1-2= 1M L3 Dead Load PD1-2- 921 LB Location(From left end of span)- X1-2= 575 FT Point Load 2 Live Load. ` FL2-2= 2089 LB Dead Load PD2-?.= 1615 LB. Location (From loft end of span). X2-2: 9.5 FT Point Load 3 Lire Load. PL3-2= 4073 LB Dead Load PD3 2:-: 921 LB Location(From left end of span): X.3-2= 1&0 FT Point Load 4 Live Load. PL4-2= 1073 LB Dead load PD4-2. 921 LB Location(From left end of span): X4-2= 23.5 FT Trapezoidal Load 1 Left Live Load TRL-Lett-1-2= 390 PL,F Left Dead I oad TRD-Lett-1-2= 335 PLF Right Live I.oad TRL-Right-1.2 390 PLF Riqht Dead Load: TRD-Right 1 2-7 335 PI..F Load Start. A-1-2= 5.75 FT Load End 8-1-2 18.0 F-r Load Length. C-1-2= A 12.25 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 390 PLF Left Dead Load: TRD-Left-2-2 335 PC F Right Live Load TRL-Rieht-2-2= 390 PLF Right Dead load' TRD-Right-2-2= 335 PLF Load Start: A-2-2= 23.5 FT Load End. B-2-2= 26.9 FT Load Length: C-2-2= 3.4 F I Properties for: W 16x57IA30 Yield Stress. Fv= 36 KSI Modulus of Elasticity E- 29000 KSI napth d= 16.43 IN Web Thickness. tw= 0.43 IN Flange Width: bf= 7.12 IN Flanqe Thickness. If-7 0.71 IN Distance to Web Joe of Fillet: k= 1.38 IN Moment of Inertia About X-X Axis- Ix= 758.00 IN4 Section Modulus About X-X Axis Sx= 92.20 IN3 Radius of Gvration of Compression Flange+ 113 of Web. rt- 1.86 IN r%eSign Properties per AISC Steel Construction Manual Sep-22-04 06: 17A P-03 �r Page: 2 Multi-Loaded Beamf AISC 9th F-d ASU I Ver. 5.07 — -{3v. A�Ghf-Teep,4ssec..liic .larchiJ- ce h A Inc. on 09-222004 . 06.15:13 AM Project: CONNORI Locatiory STEEL BM. @ GARAGE C;LG -{-}a1Tt1�8U F1c irxdKaZlo: FBR= 4.98 Allowable Flanqe buckling Ratio: AFBR= 10,83 Wab eucOna Ratio: WBR= 3821 .Allowable Web Buckling Ratio AWBR- 100.67 Controllinq Unbraced Lenqth Lb= 0.0 FT Lrmitinq Unbraced Lenqth for Fb..66`Fy: Lc'.- 7.52 171 Allowable Bendrnq StfQSS: Fb= 23.76 KSI Web Heiqht to fhrckness Ratio h/tw= 34 88 Limitinq Wfib Height to Thickness Ratio for Fv A*Fy. h/tw-Limit= (13 33 Allowable Shear Stress Fv= 14A KSI Design Requirements Comparison. Controllinq Moment M=. 158553 FT-LB 12 B4:3 Ft f►om left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength. Mr 182556 FT-LB Controllinq Shear: V= 22185 LB 26.9 t t from left support of span 3(Right Span) Critical shear created by combining all dead loads and live loads on spans)2 Nominal Shear Strength Vr= 101735 LB Moment of Inertia(noflectiont Ireq- 656.66 IN4 f 758.00 IPJ4 396 a 0TUI1 ; ss v b�Fq�rN MA5`* f 6 E556� w popON w PROJECT __) LOCATION ROSS EET/ 'O z ? -- CD o N F CORJIr\ FLORENCE M. RYDER N W n PPrn I fl ct:4 o LC (! N81 05.40"W ) _ STONE 94'55' POSTS _ LOCUS 45 s, NOT TO SCALE 13R1CK j PA 770 ' CB/DH j FOUND J j' rW j Ek s71NG% 13.9' BENCHMARK: `4 tl = /F ouSE #1180�j CONCRETE BOUND EL. 3,509 / WITH DRILL HOLE 0 "I CERTIFY, TO THE BEST OF MY KNO GE, THE FOUNDATION SHOWN EL 34.56 2 a // ON THIS PLAN IS SHO 1 TS THE GROUND". `�OF 4g4S 4 ,�/ ' S ' DATE: IV04, 1RD cyGin r ao TERED PROFESSIONAL LANDS YOR I CERTIFY AS SHOWN ONT THE COMMUNI YDAT ND C001LOOD 00 8 D AND ZONE THAT C O ... i•_ _ ,� 7r R �HAPD i 16 LOT 8 / t w � / � ND SURVEYO�o DATE c� REGISTERED PROFESSION�1��. a � II ,� �J I L�VO � LOT 9B e G�Ja L,�`�'' PP S� 12,081t S.F. 60 130"E 106 53. LOT 9A GENERAL NOTES: 1. HOUSE NUMBER: 1180 2. ASSESSOR'S NUMBER.: MAP 033, PARCEL 033 Ex� HOUSE nNG / F.F EL #1194� 3. ZONING DISTRICT: 5.38/ jj 4. FLOOD HAZARD ZONE:: C PLOT PLAN PREPARED FOR N AN CY M . CON N OR IN COTUIT MA PLAN DATE: NOVEMBER 23, 2004 PLAN SCALE: 1"=20' CIVIL ENGINEERING WETLANDS PERMITTING WASTEWATER DESIGN COASTAL ENGINEERING TITLE 5 PLOT PLANS � PIERS AND DOCKS 20 0 10 20 40 LAND USE PLANNING ��J v �J r �`�� COMMERCIAL/RESIDENTIAL Serving G'ape Cod and Southeastyn Mossachusetts SCALE: 1 INCH = 20 FEET 101 TOWN HALL SQUARE — FALMOUTH, MA — 02540 — 508.495.1225 — 508.495.3229 fax PROJECT NUMBER: 04110 CAD FILE NAME: 04110CPP DRAWN BY: L.M. SHEET 1 OF 1