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Home My WebLink About0098 WOODLAND AVENUE -:D5yyl doUst �F Town of Barnstable sin i Post Th�sCard So:That its�/isble`From},the,StreetApproued Plans,Must be Retained on Job and,this Card Must be-Kept ABLE, ,+y's ``'•f,•; 'e1 �`... i'• :� a& '" "3r r �.k '' >��.� ri •. Posted Un`t�l Final Inspection Has Been Made a6 ? 4 s a +a .§,:� ''.".. , • .','�. .sa.�:+u ,. „'t,.: �°k�- .�. '` A4•.: . �y,a ti .�• '' ,s:a, ,,� :":. �».'. -.:. ,x .. :.�.; o .y m Where a�Cert�ficate of Q.ccupanc,,isrRe, aired,such Builtlmgshall Not bekOccupied until aFinal:Inspection has been.made Perm m9 .::,.A ..,-..rz a. ,c ,',- �-fia `.w:tw;...,,.......:.»., .�.:•...::Q�� .:asas.aa:.;a: :awi...._. .,a va,..«.ma.: .Mv..,.:. .- ..:« ..a ;:z:..;.:....,b..,..3.,.:;.:..;:.a`vaYF.:.-.-..:;:.....>a, ,.r.,..,Wa;:.:. .,..�....:...<� Permit NO. - - B-18-1617 Applicant Name: ROSE, PAULA Approvals Date Issued: 06/08/2018 Current Use: Structure Permit Type: Building-Shed-Residential-200 sf and under Expiration Date: 12/08/2018 Foundation: Location: 98 WOODLAND AVENUE, HYANNIS Map/Lot 269-063-003 Zoning District: RB Sheathing: z Owner-on Record: ROSE, PAUL A i Contractor Name: a Framing: 1 Address: 98 WOODLAND AVENUE Contractor License 2 uA^. Est Pro ect Cost: $0.00 HYANNIS, MA 02601 f, Chimney: Description: 12x16 Permit Fee: $35.00 Insulation: Fee Paid $35.00 Project Review Req: Date 6/8/2018 Final: � r Plumbing/Gas Building Official Rough Plumbing: v: This permit shall be deemed abandoned and invalid unless the work authorized by this permit is commenced within six months after issuance. Final Plumbing : All work authorised by this permit shall conform to the approved application and the approved construction docu" its for which this permit has been granted. � u � All construction,alterations and changes of use of any building and structures shall be incompliance with the local zonin& y law s an`d codes. Rough Gas: This permit shall be displayed in a location clearly visible from access street o road and shall be maintained open for public inspection for the entire duration of the work until the completion of the same. Final Gas: vc The Certificate of Occupancy will not be issued until all applicable signaturesiby the Building and Fire Officials are provided,bn th permit. Electrical Minimum of Five Call Inspections Required for All Construction Work: " ', , 1.Foundation or Footing n # Service: 2.Sheathing Inspection p.. 3.All Fireplaces must be inspected at the throat level before firest flue Im�rig is'mstalled �� Rough: . �._ ? 4.Wiring&Plumbing Inspections to be completed prior to Frame Inspection 5.Prior to Covering Structural Members(Frame Inspection) Final: 6.Insulation 7.Final Inspection before Occupancy Low Voltage Rough: Where applicable,separate permits are required for Electrical,Plumbing,and Mechanical Installations. Low Voltage Final: Work shall not proceed until the Inspector has approved the various stages of construction. Health "Persons contracting with unregistered contractors do not have access to the guaranty fund"(as set forth in MGL c.142A). Final: Building plans are to be available on site Fire Department All Permit Cards are the property of the APPLICANT-ISSUED RECIPIENT . Final: h L� Town of Barnstable BUILDING DEpT �111E r, Building Department Services Brian Florence,CBO 6 MAY2 9 2018 • RAMST,►BM • Building Commissioner n,� 200 Main Street, Hyannis,MA 02601 Vllr�lN`7/13LE www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 PERACM FEE: $35.00 SHED REGISTRATION RESIDENTIAL ONLY 200 square feet or less Alp IYXANAI-_� Location of shed(address) Village 5W— 2.74/- ol/o7 Property owner's name Telephone number Size of Shed Map/Parcel# L21,Z Signature Date Hyannis Main Street Waterfront Historic District? Kl� Old King's Highway Historic District Commission jurisdiction? A10 You must file with Old King's Highway Conservation Commission(signature equired) Sign off hours for Conservationl8:00-9:30&3:30-4:30 1 PLEASE NOTE: IF YOU ARE WITHIN THE JURISDICTION OF ANY OF THE ABOVE COMNIISSIONS,THERE MAY BE A REVIEW PROCESS AND APPLICATION FEE. PLEASE SEE THE APPROPRIATE COMMISSION FOR DETAILS. THIS FORM MUST BE ACCOMPANIED BY A PLOT PLAN Q-forms-she&eg REV:08/6/17 �- 164.7g' o r 54.0'f w CONCRETE FOUNDATION qo 56.0't O �V O V Lo r. O LOT AREA a 25,723f SQ. 'FT. %/ XYI 0.59t ACRES V 163.46' . JOB # 02-391 FOUNDATION PL 0 T PLAN FOR THE PURPOSE OF OBTAINING A BUILDING PERMIT ONLY LOCATION 98 WOODLAND AVENUE HYANNIS, MA PREPARED FOR: SCALE 1" = 30' DATE AUGUST 7, 2003 REFERENCE 'LOTS 4 & 5 PB 186, PG 39 JOHN MCDO LD @` I HEREBY CERTIFY THAT THE STRUCTURE -�NOFMgss9cy SHOWN ON THIS PLAN IS LOCATED ON THE = TIMOTHY G GROUND AS SHOWN HEREON. o ar 505-362-4541 COVE I fax 508 362-9880 O N ,3803 P down cape engineering, Inc, O� CIVIL ENGINEERS � � — ------ -- --- LAND SURVEY❑RS DATE REG. LAND OR 939 main sL yarmouth, ma 02675 N - ' 164 79- 0 W 54.0't w CONCRETE �q � f FOUNDATION ,•1 a) 56.0't � O w O V L :H LOT AREA 25,723f SQ. FT. . 'z 0.59t ACRES .. x 163.46' JOB # 02-391 FOUNDATION - PL 0 T PLAN FOR THE PURPOSE OF OBTAINING A BUILDING PERMIT ONLY LOCATION 98 WOODLAND AVENUE HYANNIS, MA PREPARED FOR: SCALE : 1" = 30' DATE AUGUST 7, 2003 REFERENCE LOTS 4 & 5 PB 186 PG 39 JOHN McDO LD I HEREBY CERTIFY THAT THE STRUCTURE ��N0FMASS90 SHOWN ON THIS PLAN IS LOCATED ON THE GROUND AS SHOWN HEREON. � TIMOTHY tiG off 508-362-4541 COVELL y fax 5W 362-966a 0 Cn v N .38035 down cape engineering, i;c. O�Qv CIVIL ENGINEERS — ------ -- --- LAND SURVEYORS' DATE REG. LAND OR 939 main sL yarmouth, ma 02675 TOWN OF BARNSTABLE CERTIFICATE OF OCCUPANCY PARCEL ID 269 063 003 GEOBASE ID 32174 ADDRESS 98 WOODLAND AVENUE PHONE HYANNIS ZIP - LOT 4 & 5 BLOCK LOT SIZE - DBA DEVELOPMENT DISTRICT HY i PERMIT 79266 DESCRIPTION NEW RES DOME REBUILD PERMIT TYPE BCOO TITLE CERTIFICATE OF OCCUPANCY CONTRACTORS: Department of ARCHITECTS: Regulatory Services TOTAL FEES: $25.00 BOND $.00 ova CONSTRUCTION COSTS $.00 756 CERTIFICATE OF OCCUPANCY 1 PRIVATE * Op * BARNSTABLE, • MASS. i639. BUILD PG IVISION BY It I DATE ISSUED 09/15/2004 EXPIRATION DATE TOWN OF BARN �TABLE {. . BUILDING PERMIT y_ PARCEL ID 269 063 003 GEOBASE ID 021;74 ADDRESS 98 WOODLAND AVENUE PHONE HYANNIS ZIP — LOT 4 & 5 BLOCK LOT SIZE. DBA DEVELOPMENT DISTRICT HY PERMIT 70734 DESCRIPTION NEW HOME DOME REBUILD PERMIT TYPE BUILD TITLE NEW RESIDENTIAL BLDG PMT CONTRACTORS: PROPERTY OWNER Department of ARCHITECTS: — qa. P S Regulatory Services TOTAL FEES: BOND $.00 CONSTRUCTION COSTS $72,500.00 1.01 SINGLE FAM HOME DETACHED 1 PRIVATE EP,Op * BnE1vSTABI.E, asass. 1639. 'OrFp Mpl A j` L 00 BUILDING DIVISION I DATE ISSUED 08/11/2003 EXPIRATION DATEY 4-),.,� r .!J� TOWN OF BARNSTA.BLE <, BUILDING PERMIT PARCEL ID 269 063 003 r GEOBA.,SE ID 32174 "• ADDRESS. - 98 WOODLAND AVAUE PHONE i HYANNIS ZIP LOT 4 & 5 BLOCK LOT SIZE DBA DEVELOPMENT DISTRICT HT i PERMIT 70734• DESCRIPTION NEW HOME DOME-.-REBU-I4-jD, PERMIT TYPE BUILD TITLE NEW RESIDENTIAL`.-KDG PMT i CONTRACTORS: PROPERTY OWNER ARCHITECTS.: 9 Department of Regulatory. Services TOTAL FEES Q 11✓ BOND $.00. _ t CONSTRUCTION COSTS $72,500.00 101 SINGLE FAM HOME DETACHED 1. PRIVATE 'ROPE ,► * BARNSTABLE, * 1 MASS. �, �D'Irli►�lA '` ;li BUILDII�G; DIVISION BY DATE ISSUED 08/11/2003 EXPIRATION DATE r r'f/f THIS.PERMIT CONVEYS NO RIGHT TO OCCUPY ANY STREET,ALLEY OR SIDEWALK OR ANY PART THEREOF, EITHER TEMPORARILY OR PERMANENTLY.EN- CROACHMENTS ON PUBLIC PROPERTY,NOT SPECIFICALLY PERMITTED UNDER THE BUILDING CODE,MUST BE APPROVED BY THE JURISDICTION.STREET OR ALLEY GRADES AS WELL AS DEPTH AND LOCATION OF PUBLIC SEWERS MAY BE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS.THE ISSUANCE OF THIS PERMIT DOES NOT RELEASE THE APPLICANT FROM.THE CONDITIONS OF ANY APPLICABLE SUBDIVISION RESTRICTIONS. MINIMUM OF FOUR CALL INSPECTIONS REQUIRED FOR ALL CONSTRUCTION WORK: . APPROVED PLANS MUST BE RETAINED ON JOB AND WHERE APPLICABLE, SEPARATE 1.FOUNDATIONS OR�FOOTINGS THIS CARD KEPT POSTED UNTIL FINAL INSPECTION PERMITS ARE REQUIRED FOR 2. PRIOR TO COVERING STRUCTURAL MEMBERS HAS BEEN MADE.WHERE A CERTIFICATE OF'OCCU- ELECTRICAL,PLUMBING AND MECH- (READY TO LATH), PANCY IS REQUIRED,SUCH BUILDING SHALL NOT BE S` INSULATION. OCCUPIED UNTIL FINAL INSPECTION HAS BEEN MADE. ANICAL INSTALLATIONS. 4.FINAL INSPECTION BEFORE OCCUPANCY. ,`BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS 2 At 2 2 , 2 :/ ✓vv 3 1. KATINej INSPECTION APPROVALS ENGINEERING DEPARTMENT (�/G y 2�� iSi BO DO HEALT OTHER: SITE PLAN REVIEW APPROVAL • WO K SH LL NOT PROCEED UNTIL PERMIT WILL BECOME NULL AND VOID IF CON- INSPECTIONS INDICATED ON THIS THE INSPECTOR HAS APPROVED THE STRUCTION WORK IS NOT STARTED WITHIN SIX CARD CAN BE ARRANGED FOR BY VARIOUS STAGES OF CONSTRUC- MONTHS OF DATE THE PERMIT IS ISSUED AS 'TELEPHONE OR WRITTEN NOTIFICA- TION. NOTED ABOVE. TION. ! >~ XMIL t E � N • I I II BUILDING PERMIT . I -- -- - I I , I � I I I I I f i I I � I I I I ® : I I!I � I I • I _ I I I - I , I I TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION �� © � o �6-7 C) �a05 Map _ Parcel 3 Application#. Health Division Date Issued + f . Conservation Division '~ Application Fee S� ' 00 f Tax Collector Permit Fee 17 Treasurer Planning �� a g Dept. , Date Definitive Plan Approved by Planning Board PA_ Historic-OKH Preservation/Hyannis Project Street Address Village f✓/ �jl/�/�✓/S Owner O a �c �4�► C� Address Telephone J 9(f 7 29 i � ® 9 n a Permit Request iC3�i G� vi �j ,i%' 12 �4.e L <ff`/ yy 4 121,�r /2 c 9,ec A— Square feet: 1 st floor:existing proposed 2nd floor:existing proposed Total new / Zoning District Flood Plain Groundwater Overlay Project Valuation ?, PQ7 Construction Type Lot Size Grandfathered: ❑Yes ❑No If yes, attach supporting documentation. Dwelling Type: Single Family .Y Two Family ❑ Multi-Family(#units) Age of Existing Structure Historic House: ❑Yes ❑No On Old King's Highway: ©YesF.: ❑ No Basement Type: ❑ Full ❑Crawl ❑Walkout ❑Other E �� `? o Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) Number of Baths: Full:existing new Half:existing ew Number of Bedrooms: existing new o - Total Room Count(not including baths):existing new First Floor Room Count Heat Type and Fuel: ❑Gas ❑Oil ❑ Electric ❑Other Central Air: ❑Yes ❑No Fireplaces: Existing New Existing wood/coal stove: ❑Yes ❑No Detached garage:❑existing ❑new size Pool❑existing ❑new size Barn:❑existing ❑new size Attached garage:❑existing ❑new size Shed:❑existing ❑new size Other: Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ _ Commercial 0 Yes _0 No_ If yes, site plan review_# Current Use Proposed Use / 64 / BUILDER I/NFORMATION G� . 7J*/ 2 0/� 03 2- Name'OG7P� C U�� s 41 f", 1, 19,44 44 Telephone Number 7 W 00 6 O ,Address, �0 -��gw a� /� rL'icens Cap 1s �.--~ti �1�. 02,02( r-Home Improvement Contractor# l3 7q v r-Worker=s-Compensation-# '7,7 Ir 2 7 ALL-CALL RESULTING FROM THIS PROJECT WILL BE TAKEN TO kwi ._SIGNATURE-�- � CD_AT \ . t .. � ■ - . . . . . . . . . . . . . \ 1 \ . FOR OFFICIAL USE ONLY \ \ \ / \ APPLICATION# . . y . . DAZ ISSUED ' MAP ZPARCEL NO %. . ADDRESS VILLAGE . OWNER ,} ATE OF INSPECTION: . FOUNDATION . � . . . . . FRAME \\ INSULATION . \ FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL \ . 7 GAS: . ROUGH FINAL FINAL BUILDING ' � . . . . . . . DATE CLOSED OUT . ASSOCIATION PLAN NO. . } � - / « . r r E Town-of Barnstable �°FIN Tp�y Regulatory Services '* snx�vsresc�, Thomas F.Geller,Director � mnss. g 1639• pie BuRdincr Division Tom Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 office: 509-862-4038 Fax; 508 790.-6230 Permit no. Date AFFIDAVIT HOME ORROVEMENT CONTRACTOR LAW SUPPLEMENT TO PERMIT APPLICATION MGL c. 142A requires that the"reconstruction,alterations,renovation,repair,modernization,conversion, -improvement,removal, demolition,or construction of an addition to any pre-existing owner-occupied building containing at least one but not more than four dwelling units or to structures which are adjacent to such residence or building be done by registered contractors,with certain exceptions,along with other requirements, y� Type of Wo k U yl aIg _Cte h yOy 017 C f �' /2C, Estimated Cos 33 �00 lr_-Addres•s of Work: 07/n / 07 Date Application: Thereby certify that: Registration is not required for the following reason(s): []Work excluded by law ❑Job Under$1,000 []Building not owner-occupied• ❑Owner pulling own permit Notice is hereby given that: OWNERS PULLING THEIR OWN PERMIT OR DEALING WITH UNREGISTERED CONTRACTORS FOR APPLICABLE HOME IMPROVEMENT WORK DO NOT HAVE ACCESS O THE ARBITRATION PROGRAM OR GUARANTY FUND UNDER MGL c.142A. SIGNED UNDER PENALTIES.OF PERJURY I hereby apply for a permit as th ent of v 0 / 9/� Date Registration No. OR Date Owner's Name Q:f=1s:hameafndav The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations 600 Washington Street Boston,MA 02111 •, www massgov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly Name (Business/Organization/Individual): (/`(f S �j�QiL'INC Address: �,o SZi -1ev A,,,t;, pw. City/State/Zip: ( 764) !>z e!�U/ Phone#: '4/- o(,w Are you an employer?Check the-appropriate box: Type of project(required) 1.0 I am a employer with fit{ 4. ❑ I.am a general contractor and I 6' El employees(full and/or par time).* have hired the sub-contractors New construction t 2.❑ I am a sole proprietor or partner- listed on the attached sheet. t 7• 2-R-emodeling ship and have no employees • These sub-contractors have 8. ❑ Demolition working for me in any capacity. workers' comp. insurance. 9. Buildin addition [No workers' comp. insurance 5• El We are a corporation audits g required.] officers have exercised their 10.❑ Electrical repairs or additions 3.❑ I am a homeowner doing all work right of exemption per MGL I I-❑ Plumbing repairs or additions myself.[No workers' comp. C. 152,§1(4),and we have no 12.0 Roof repairs insurance required.] t employees. [No workers' 13.0 Other comp. insurance required.] "Any applicant that checks box#1 must also fill out The section below showing their workers'compensation policy information: t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. tContracton that check this box must attached an additional sheet showing the name of the sub.contractors and their workers'comp;policy infor7rfation. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and jobsite information. Insurance Company Name: o 10 Policy#or Self-ins.Lic.#:_ W 3 7 AC 2 7 Expiration Date: 67S'12 �V dcp Job Site Address: 71 G✓ma U.[ 44, City/StateJZip: 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 MGL 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 WORD 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 Office of Investigations of the DIA for insurance coverage verification. I do her y certify unde the ' s ofpedury that the information provided above is true and correct: Si a e. G c V -------------------------------------- Date: 07/0 Q Phone#: Official use only. Do not write in this area,to be completed by city or town of iciat 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#: glF- Btd"ofmBuiTdignigeRaeg"ulati(nqs-/aned�tan s One Ashburton Place - Room 1301 Boston, Massachusetts 02108 Home Improvement..Contractor Registration Registration: 137943 x. Type: Supplement Card = Expiration: 1/29/2009 _f OWENS CORNING BASEMENT FfNISHING ' '_ r DANIEL WALSH 60 SHAWMUT PARK CANTON, MA 02021 `� . _ ........... .. Update Address and return card.Mark reason for change. Address Renewal Employment Lost Card DPS-CA1 is 5OM-05/06-PC9490 ✓�Q innnvrraa�cu�cz a�_llcr�tar�ivaet� BOARD OF BUILDING REGULATIONS ` License: CONSTRUCTION SUPERVISOR Number: CS 079893 Expire* 10/05/2007 Tr.no: 6491.0 Restricted: 00; DANIEL F WALSH 488 KENDALL RD TEWKSBURY, MA 01876 Commissioner r ACORQ, ' CERTIFICATE OF LIABILITY INSURANCE S DATE(MMIDD/YYYY) OP ID BAOPID 05/24/07 PRODUCER 'THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Andrew G.` Gordan, Inc. ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE 680 Main Street HOLDER.THIS CERTIFICATE DOES NOT AMEND,EXTEND OR PO Box 299 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Norwell MA 02061 Phone: 781-659-2262 Fax:781-659-4725 INSURERS AFFORDING COVERAGE NAIC# INSURED Bay State Basement INSURER& Renaissance Group. K Systems, LLC INSURER B: dba Owens Corning Finished Basement System INSURER c 60 Shawmut Road INSURERD: Canton MA 02021 INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REOUIREME NT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS.EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LTR SR TYPE OF INSURANCE POLICY NUMBER DATE(MMIDDfirY) DATE(MWDD" LIMITS GENERAL LIABILITY EACH OCCURRENCE $ COMMERCIAL GENERAL LIABILITY PREMISES(Ee ocaaence) $ CLAIMS MADE DOCCUR MED EXP(Any one person) $ - PERSONAL&ADV INJURY $ . GENERAL AGGREGATE $ GEN'L AGGREGATE LIMIT APPLIES PER: a PRODUCTS-COMP/OP AGG $ POLICY LOC AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ ANY AUTO (Ea accident) ALL OWNED AUTOS BODILY INJURY SCHEDULED ALTOS (Per person) $ HIRED AUTOS BODILY INJURY NON-OWNED AUTOS (Per accident) $ PROPERTY DAMAGE ' (Per accident) $ GARAGE LIABILITY AUTOONLY`EAACCIDENT $ ANY AUTO OTHER THAN EA ACC $ AUTO ONLY: AGG $ EXCESSAAABRELLA LIABILITY EACH OCCURRENCE $ OCCUR CLAIMS MADE AGGREGATE $ $ DEDUCTIBLE $ RETENTION $ $ WORKERS COMPENSATION AND ITORY LIMITS I ER A EMPLOYER LITY IPAR ANY pROpRIETOiETOR/PARTNER/EXECUTIVE WC 0371527 05/24/07 05/24/08 E.L.EACHACCIDENT $1000000 - OFFICEIZAEMBERDCCLUDED? E.L.DISEASE-EA_EMPLOYEE $1000000 It yes.describe Under _ - SPECIALPROVISIONSbelow E.L.DISEASE-POLICY LIMIT $1000000 OTHER DESCRIPTION OF OPERATIONS/LOCATIONS I VEHICLES I EXCLUSIONS ADDED BY ENDORSEMENT I SPECIAL PROVISIONS CERTIFICATE HOLDER CANCELLATION m SCELL SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,THE ISSUING INSURER WILL ENDEAVOR TO MAIL 10 DAYS WRITTEN ` Bay State Basements NOTICE TO THE CERTETCATE HOLDER NAMED TO THE LEFT,BUT FAILURE TO DO SO SHALL for record purposes IMPOSE NO OgUGATION OR LLAWLIIY OF ANY KIND UPON THE INSURER,ITS AGENTS OR REPRESENTATIVES. AUrHORM REPRESENTATIVE House Account ACORD 25(2001109) OACORD CORPORATION 1988 SII�TROOMS ,&_;��: y aches estate nildin Co e• m ' en " echo L 2'3a1 wn The Massachusetts State Building Code(780 CM) includes provisions to ensure that houses and house additions meet energy efficiency standards. This supplemental.CONSUMER INFORMATION FORM is to be filed as part of the building permit application when a builder/contractor or homeowner, constructinglinstalling a house addition with very large percentage of glass to opaque wall,seeks to utilize a special energy conservation exemption option for "sunroom" additions to,an existing house (780 CMR, Appendix J, Section J1.123.1). This FORM is not intended to prevent a homeowner from selecting a "sunroom"of any size, configuration, orientation,form of construction or percent glazing,but rather is only intended to assist homeowners in becoming aware of some of the important energy conservation and year- round comfort considerations involved in selecting and utilizing a"sunroom"addition. The connection of "sunroom" structures to residential buildings may create comfort and energy consumption issues due to uncontrolled solar gain or uncontrolled radiation cooling of the main house. In the selection and construction/installation of"sunrooms", included below is a non-required, open-ended list of product and design donsiderations that .a homeowner may. 'wish to consider before actually constructinglinstalling a"sunroom".It is recommended that consumers carefully review these options with their designer, builder, or contractor, in order to minimize potential...energy consumption and/or house discomfort issues. In addition, the qualifications and reputation of the company or individuals to be hired are important considerations. PRODUCT AND DESIGN CONSIDERATIONS RELATED TO"SUNROOMS" • Solar Orientation and Natural Shading - - • Type of Glazing • Insulating value • Solar heat gain • Frame materials • Glazing to frame sealing and gasketing materials/.seal durability and/or weather tightness of the sunroom • Adequate ventilation Operable windows and fans • Applied Shading Systems • Insulation level in floors,walls,and ceilings • Possible Sunroom isolation from the main house via a wall and/or door or slider • Heating and Cooling Methods: Efficiency,Zoning and Controls Homeowner Acknowledgment The Massachusetts State Building Code, Section J1.123.1,,requires that the actual property owner(not the owner's agent or representative)acknowledge receipt of this CONSUMER INFORMATION FORM prior to issuance of a Building Permit for a project that includes "sunroom" additions to an-existing residential building. In accordance with this requirement, the undersigned hereby acknowledges that she/he has read the information in th document concerning sunroom comfort and energy conservation. §Wture0' tActualBt9ftffg6wner Date Print Name Address o Permitted Project Owner Address(if different than project location) Owner's telephone number yoF'�Tc�yy Town of Barnstable Regulatory Services Thomas F.Geiler,Director FATE �b1� Building Division Tom Perry, Building Commissioner 200 Main Street, Hyannis,NSA 02601 www.town.barnstabie.ma.us office: 508-862-4038 Fax: 50$-790-6230 Property Owner Must Complete and Sign This Section If Using A Builder as Owner of the subject property herebyauthorize avPO,J C ovy,y fc��, S G ale s. . to act on mY behalf, in all matters relative to work authorized by this building permit application for; , s (Address of Job) 'Stnature of Owner � Date lAtaxJ PA tat g�L)�2 Print Name QFORM?S:o-WN' UERMISSION 164.79- 0 -H w54.0'f CONCRETE Lo FOUNDATION qL 56.0'*O w NT O Lo r� s"x /V LOT AREA 25,723f SQ. FT. 0.59f ACRES 163.46' JOB # 02-391 FOUNDATION PLOT PLAN FOR THE PURPOSE OF OBTAINING A BUILDING PERMIT ONLY LOCATION 98 WOODLAND AVENUE HYANNIS, MA PREPARED FOR: SCALE : 1" = 30' DATE : AUGUST 7, 2003 REFERENCE : LOTS 4 & 5 PB 186 PG 39 JOHN MCD , LD I HEREBY CERTIFY THAT THE STRUCTURE ��NOFMASS SHOWN ON THIS PLAN IS LOCATED ON THE P TIMOTHY 9Cy GROUND AS SHOWN HEREON. o GN H. off 50B-362-4541 �d fmc 508 362-9WO o N .3803 380 35 - down cape engineering, Inc, OAP CIVIL ENGINEERS -+ - �{--- - ------ -- --- LAND SURVEYORS DATE REG. LAND OR 939 main st yarmouth, ma 02675 mot, � <P f4 h 'p ,'v 5 h sr a ri V N M r t r x q (E fg p if �33 i; , �n .a U=ALCM; ziuntecnloay btate %D B I LIM.: TZxU k"aths-zC9ral : �° ClL.C� : Whim •aaowaa ADDaT[Psrrs ram. JOB RAMS: McDonald GLASS TYPE:: Low-E: 'Jk{u 2uN < C�� saBnasrkAersm , GABLE FILL.: Lo�v E: DAT '.:`l ?'-.-i....;tcr,-s.s-amz,.t..,.�h?!..3: suI..�3::,:rs�.'7�:_.ittl.l.*I'.�''�•j,7'jr iy?u L.�o�',t.a,'j.,sm1>z.F. yy s �Eu�z.,,-Sr.t F .L:at 3.h..b-3f,o, t..,§.aa.: E}:> 712T12�+ j TRANSOMS: _ �� I�$ Vi C,§$ ssW ,�. � R AR i n - - _ _.. . _.......___- _ �, �• /. _ 2C`-'Cldc..".�:—._ _ ...;.. ........I....... WALL"A":A•,2" sliding glass door ( 'q;t"ola�r�fies sliding L to �3) end� a� WALL"t"'..5�.��'T5"windows glas��k end t�ansonl panels. 63.375"window with glass kick and transom panel 96.0"'header height and '- r g6.©"header'heic�ht arid 144!.U"wa nth. 144..0"wall width. .s. �.._ .—.;... a_. .�.�._...�.._..--�_ e T, is I t I 1 14 1R - I 'Wall e'fl ._. _ ! Vall 11%VIP I ;�rw .3,-.a. ,1... .... . " P "rgk .r ^^ '4r' 9 5.:, ,., x: _ :+r".e+s. 5.0 I .' "d,?C k R.x,. u.kL •,..t}4 t.�-rd�., ( 9 :'� ,' .,uR i.... ,,•,a ,r �: r,, -.s"S r n�' zi. ^I ;F a . yr .: �_. ...� e. __ ,. � �:,. >,_:r ^, � e d s � a�31ta�E fiE aei3�r�? 1 £a5r t� za is 1 C ice. . a w r " "windows glass kick.panels. 82,625" j ( IALt, l . 32.375 rr -�--- 3. _ header height and 1 ,' "wall width: 1320 beak height. Glass traps above the header, t10r Al A -� w. _. _ 1 I I 1 1 I II PRRY I I � I f i I . t , Owens Corning SunSuite. Patio Room MANUFACTURER: PATIO ROOM COMFORT LINE, LTD. EVALUATION SUMMARY 5500 ENTERPRISE BLVD Revised 2006 TOLEDO, OH 43612 January 2003 Phone: (419)729-=8520 International Residential Code www.comfortlineinc.com PATIO ROOM WALL SYSTEM COMPLIANCE WITH: 2003 IRC design load classification(ASCE-7) 2003 IRC Ground snow load meets or exceeds Table R301.6 or R301.2, whichever is greater? 2003 IRC Surface burning characteristics (R314.1.1 except where otherwise noted in R314.2.) All foam plastic or foam plastic cores in manufactured assemblies used in building construction shall have a flame-spread rating of not more than 75 and shall have a smoke-development rating of not more than 450 when tested in the maximum thickness intended for use in accordance with ASTM E84. UL's Classification and Follow-Up Service for Foamed Plastic core materials used in this structure have a flame-spread of less than 10 and a smoke-development of no more than 250. October, 2002 BOCA classification/Division 13 —Special Construction/Section 13120 —Pre-Engineered Structures. . DESCRIPTION: The Owens Corning SunSuite-framing system is a pultruded fiberglass patio.enclosure used for recreational/outdoor living purposes that is available in a 3 %inch wall system. The information contained on the enclosed sheets is intended as a minimum general guideline and does not exclude the use of alternate details where accepted by the enforcing agency. Fiberglass windows and sliding doors shall comply with A.N.S.I:/A.A.M.A. voluntary specifications 101 V086. a Comfort Line Evaluation Summary 1 i Section Owens Corning SunSuite- Engineering Details 1 of 15 Fiberglass and aluminum extrusions 2-6 of 15 Details of wall system 7 of 15 Wind loads End Zones & Interior Zones fasteners for " 30 psf ground snow& selected wind load 8 of 15 Comer/wall &jamb post to floor starter assembly 9 of 15 Floor starter to floor assembly 10 of 15 Corner/wall &jamb posts to header assembly 11 of 15 Ridge beam / ridge beam. post assembly 12 of 15 Cathedral roof panel assembly 13 of 15 Studio roof panel assembly 14 of 15 Ridge beam /wall receiving channel to existing structure 15 of 15 Footing specifications Urban industries 18 —20 Roof panel specifications 21 —22 Ridge beam specifications 23 4"—6"—8" Polydeck floor specifications 24 Polydeck 16 floor specifications 25 Polydeck foundation 26 EPS - F. M. & U. L. compliance 27 Expanded Polystyrene Core— UL flame spread/smoke development 28 Oriented strand board (OSB)foam plastic composite panel application 29 "R"Values 30 Production identification 31 —33 State engineering seals for all products listed 34 Nonmetallic electrical raceway CONDITIONS OF USE The report is limited to the applications and products as stated herein.It is intended that this data be used by the code official to determine that the subject of the report complies with the code requirements specifically addressed,provided the product is installed in accordance with the following conditions: • Maximum allowable mullion height for bearing walls shall be determined in accordance with the load combinations identified on page 7 of PATIO ROOM ENGINEERING DETAILS. • 'Footing design and construction shall be determined in accordance with page 15 of Engineering Details and/or local building codes. • Maximum window mullion spacing shall be 72 inches. Comfort Line Evaluation Summary 2 r- 4.732 ---1 3.625 -.080 4.765 1.937 -� 210 1.312 f.250 1.5010 3.500 L_ 1.000 3.270 73.688 FIG WINDOW FRAME VINYL PANEL TOP CAP FLOOR STARTER LEVELER WALL EXPANDER 2.969 WALL POST 927 5.787 0 O80 .050 100 .210 2.110 - F 210 .620 50�5- 750 x T --4�--.215 �- 1.875 � .420 Z 3.741 1.612 VINYL GLAZING BEAD VINYL SWIVEL HEADER m m F'Ll 2.859 ABS BRICKMOLD D w➢ � I , 0 F--3.500 Z 1.500 co FLOOR STARTERlHEADER c �----3.500 .210 .210 2.6 4 3.590 2.8 0 4.616 {.--3.250 3.735 3.500 3.500 TYP ABS PATIO DOOR ALUMINUM FLOOR LEVELER BRICKMOLD INSIDE CORNER OUTSIDE CORNER MO DATE REVISIONS ' ,,�.�, `': ..... ...''':'`.'..,., .`. ' - THIS DRAWING IS THE PROPERTY OF COMFORT LINE LTD. ......... ........ DESIGN CONCEPTS AND INFORMATION MAY NOT BE .. ,_......::.......:-. REPRODUCED USED OR DISCLOSED W"(X f THE WRRTEN ■ "` �1C'�7 PERMISSION OF COMFORT LINE LTD. 2 TM SLl nuite5=:.): FIBERGLASS.VINYL ,� . C. S u n u I teS �SIOME ADDITIONS;:t SCALE: Nis DATE: 07-28-05 SHEET: 1 OF 15 4 1711 SUNROOY/RlDC17TilOf -103 DRAWN BY: DAV FGSR VARIES DETAIL G ALUMINUM FLASHING ...............................................:.............................. :.:.. .............. O K 12"MAX O T OVERHANG DETAIL F ETAIL E X —I r- HEIGHT m EXISTING HOME WALL - fT1 DETAIL H to D C _DETAIL C DETAIL B Z ETAILA -DETAILD ETAILAA Tn C FOUNDATION DEPTH ISEE CONCRETE.SLAB)SEE GENERAL NOTES) � POLYLAM WOOD DECK GENERAL 6EE GEN.NOTESI NOTES) i .. MO DATE REVISIONS THIS DRAV/ING IS THE PROPERTY OF COMFORT LINE LTO. ..... REPROOUCED USED CA DISCLOSED WITHOUT THE WRITTEN" C. /`�' `^ TM }:.: "•i:::'; PERMISSION OF COMFORT LME I.M. 2 O■ ` _. J J�'�r C 1Y1 � •®�`SLI1 .L'I'ile INSTAUATION DETAILS 3 V V V H:o�aLpgirloxs'.'`: SCALE: NTs SHEET: 2 of 15 DATE: 07-26-M 4 .,?HL SUNRQON RmIi WCI' - DRAWN BY: DAV o.�w FGSR-103 O OD 2 PER SIDEK SCREW T#lOX2" O O a O O m 0 HORIZONTAL DETAIL A Z m �D I— E E C ALUMINUM FLOOR STARTER MAXIMUM ADJUSTMENT D p 2 1/2'OVER 24 FT.LENGTH B Z G7 C OC SOLID KICK SOLID KICK C C OPT. © 910 X 1'TEK SCREW 18'O.C.INSIDE 3 OUT NOTES: BLOCK WITH - GABLE END A/B PROJECTIONS VARY FROM SIFT.TO © TREATED LUMBER 24FT.IN 1/0-INCREMENTS&CONSIST OF ANY SILL DETAILS COMBINATION OF 59-TALL WINDOWS IN CUSTOM WIDTHS FROM 5-TO 30-(FIXED)AND 31-TO 72- (OPERABLE)OR V-V AND 8'-0-PATIO DOORS AND 36-SWING DOORS AS REQUIRED.131/4-TALL #10 X 2-SCREWS INSULATED PANELS(BELOW WINDOWS)ARE FURNISHED 4'O.C. . IN CORRESPONDING WIDTHS. FRONT VIEW WINDOW WIDTH:WIDTHS VARY FROM OFT.TO VERTICAL DETAIL 24FT.IN 1/S•INCREMENTS d CONSIST OF ANY COMBINATION OF 30'TALL WINDOWS IN CUSTOM WIDTHS FROM 8-TO 30-(FIXED)AND 31-TO 72- (OPERABLE)AS REQUIRED. NO DATE REVISIONS .. ......... -. THIS DRAWING IS THE PROPERT;�j� jd INE ITO. _ DESKIN CONCEPTS AND NFORMBE2 ■ _ ,.. , .7.:??:i -•:;.r.:.. REPROOUCFD USED OR DISCLOSE NRRTEN::::::O. ■ SUnSUIteST"" :... .1 PERMISSION OF DDMFORT LNE 3 . Soel> Uro TAtLsSCALE: NTS4 - .. DATE: o7.2e-oe SHof 15'•` -103 :,;"'_'..DRAWN Bv: DAV KICK GLASS WIDTH - O O X © HORIZONTAL DETAIL r z m m rn c 20.875 KICK O HEIGHT z CAI A i © GLASS KICK C GLASS KICK 8 VERTICAL DETAIL 181 DATE I REVISIONS 'MIS ORAWINO IS THE PROPERTY OF COMFORT LINE LTD. 1 DESIGN CONCEPTS At. _ ■ i.'" :i:Li:':ii "... REPRODUCED USED OR DISCLOSED WITHOUT THE wRWTEN O■ C. SunSuitesT"" 2 MAY NOT BE i:.::: PERMISSION OF COMFORT LINE LTD. ��: SunSuites;:: 3 •.�!!li`OME1\'DUITLON$;`"'1 SCALE HTS KICK PANEL DETAILS 4 -c DATE: 07.2E-0S SHEET: 4 DP 15 ::::::?:::dtmHE SU o-ab DRAWN BY. DAV FGSR-103 BrickmolLA ol 10 o E a a n Q ' T O .Zl r m HORIZONTAL DETAIL m O Brickmold O Brickmold a �r D PATIO A z DOOR W HEIGHT JL11 D . X < C D B VERTICAL DETAIL No DATE REVISIONS .:. :.`'.'.;: .. ....... nitsDRAWING IS THE PROPERTY OF COMFORT LINE LTD. . ..: .......... � ..... DESIGN CONCEPTS AND INFORMATION MAY NOT BE _.-na,,, :�...'.:.�. REPRODUCED USED OR DISCLOSED WITHOUT THE WRITTEN T■A ..... ... .':..:.:.. n K PERMISSION OF COMFORT LINE LTD. 2 ,Y' SLII1SL11teS: PATIO 000a DETAILS 3 C. S u n S u i tes .: ii}1OME 4.X.TIONS`.:'' SCALE NTB SHEET: 5 of 15 DATE: 07-2&OS 4 ?11t SUNRQO?I RLDLI7NED' ::`ii DRAWN BY: DAV '"'" FGSR-103 BRICKMOLD O STEEL DOOR SLAB 0 n O z © HORIZONTAL DETAIL p m O m < BRICKMOLD #10 x 212"SCREW BRICKMOLD 3 PER SIDE A 0 z ch > C D O B VERTICAL DETAIL MO DATE REVISIONS 115DRAwn+Dis THE PROPERTY OF COMFORT LINE LTD. ......... .:.:.:.:.:. DEspN CONCEPTS AND INFORMATION MAY NOT BE \//�-� �/-�■C ® REPRODUCED USED OR DISCLOSED WITHOUT THE WRITTEN 1 O■ V■ S S�'�V V�� tiiii+Y!:.... .1D D.. SCALE:Mlssron o COMFORT LINE LTD. 2 Su risultes swlNa DOOR DETAILS 3 SHEET: 6 of 15 . � . ':'. DATE: 07•26-08 4 F:-7Hz sugliUOM BEDEkfNi0f .t`.:'DRAWN BY: DAV °'°" FGSR-103 c-� 0 K 0 Compliance To Exposure C Wind Loads per ASCE 7 -02 Standards z Adjustment Factor Of 5.25"Added To Calculated Mullion Heights Which Represents The Increased m Height Of The FLOOR STARTER&WALL HEADER d> MAXIMUM ALLOWABLE HEADER WALL HEIGHTS INCHES Maximum Post C Spacing Inches WIND SPEED MPH p 90 100 110 120 130 140 150 Z 43 140 136 130 125 120 110 106 C 53 136 130 125 120 110 106 101 K 63 1 130 125 120 116 110 101 96 72 125 120 116 110 106 101 69 DATE REVISIONS ...... THIS DRAWING IS THE PROPERTY OF COMFORT LINE LTD. . ...... ... .. DESIGN CONCEPTS AND INFORMATION MAY NOT BE REPRODUCED USED OR DISCLOSED WITHOUT THE WRRTEN 2 ■ C/\/�,� • TM PERMISSION OF COMFORT LINE LTD. . S u n S u ites urSuites•:jlj', h WIND LOAD DATA 3 ,..,;ft;OME ADT3)TION55;:P'•' SCALE: NTS SHEET: 7 of 15 DATE: 07-28.OB �{ - �,2NI SUNRGOI!REDE►1liER' .;,'; DRAWN BY: DAV °"°"° FGSR-103 CORNER / WALL POST TO FLOOR STARTER ASSEMBLY END & INTERIOR ZONES ' Cathedral Wall Post to Floor Starter Cathedral Comer Post to Floor Starter Length of"A 8 C"Wall Len thof"B"Wall _ 12' 13' 141161 16'l 17' 1H' 15 2l7 21' 27 23 24' 2S 26 2T 2H 12 13' 1a' 16 lei 1T lirl 19 20 2r 27 23 2a 2s 25 2T zl3 Comer Post END ZONES Wall Post to Floor Starter @ Interior Zones Comer Post to Floor Starter End Zones(36"from comers) #10 1"screws thro each fl e of kwick komect Into floor starter #10 x 1"screws though flange of kwick komecl Into comer post _ -ISee screw charts _ 4 4 4 4 4 4 4 4 4 4 4 1 4 1 4 1 4 4 4 4 4 4 1 4 4 1 4 1 5 1 5 1 5 1 5 1 5 1 5 1 5 1 5 1 5 5 5 5 Wall Post to Floor Starter Q End Zones 2-#10 k 1"screws #to x 1"screws through each flange of kwick konnect Into floor starter I _ 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Studio Corner Post to Floor Starter -- - ____----- Studlo Wail Posts to Floor Starter n 'y -"- #14 x 5"Screw O Length of"A&C"Wag I r'• through kwick Length of"A&C"Wall O H 9 10 11' 17 13' 14' 1S 16 iT 18 kohnecttower Floor Starter 8 9 10 11' 12' 13' 14' 15' 15 1T 1H ' @ End Zones(36"from comers) Doorjamb END ZONES to floor starter - @ Interior Zones r #10 x 1"screws through flange of kwick application some as comer post application #10 x 1"screws through each flange of kwick z konnect into caner post komecl Into floor starter m 4 1 4 1 4 14141414141415 5 - m 4 4 4 4 4 4 1 4 4 4 4 4 o @ End Zones #10 x 1"screws through each flange of kwick ' konnect Into floor starter O Cathedral Jamb Post to Floor Starter 0 End Zones 1 a 1 4 1414_14J ,IJ. 41 a 1 4 1.4 4 z Comer Jamb or wall Jamb post @ �---1- in Length of"B"Wan END ZONES C 12' 13' 1a' 15' 6 1r 1H' 19 20 21' 22 23' 24' 25 25 2r 28 Wall Post Walf Jamb post illustrated #10 xl"screws Crough flange of kwick konnect Into comer orwall amb post #14 x 6"Screw— a 9 9 9 9 9 9 9 9 9 8 9 10 through kwick — See screw charts ; i konnect tower — I I Tables show I ' - � � 3#10 x 1"screws Studio Jamb Post to Floor Starter 3#10 x l"screws bah t End Zones END ZONE I + See fastener — 'i i and Length of"A&C"Wall " — .; INTERIOR " �• H 1 9 1 I(Yj 1111171 13'l 14 15 16 1T 18 jt ZONES ' " - -'i i I '� #14 x 6"Screw through ---#10 x 1"screws through flange of kwick konnect — .-`� ;�- kwick konnect tower application - —into comer or wall Jamb post ---- - - -- - --------------- - ---- --- 7 7 7 7 e H H e e H s Floor Starter -- --- --_j_ _ � i i —Floor Starter CONNECTION DETAILS SHOWN FOR 120 MPH (TYP.) .. THIS DRAWING IS THE PROPERTY OF COMFORT UNE LTD. NO DATE I REVISIONS ?:;:, DESIGN CONCEPTS AND INFORMATION MAY NOT 9E 1 _ iF• cl..,.; REPRODUCED USED OR DISCLOSED WrtHOUT THE WRITTEN , y PERMISSION OF COMFORT LINE I.M. 2 O . C. S U YlS U IteSTM ' Sunuites* : CONNECTION DETAILS-120 MPH .�„ INOME 11D1)j T10N5 SCALE: NTS 3 ...._._._..._ .:..>::;y DATE: GT-ztt•oe SHEET: 8 oP 15 4 lHL SUIIROOfI xtDEf I1ItD- DRAWN BY: DAV �~ FGSR-103 FLOOR STARTER TO FLOOR ASSEMBLY END & INTERIOR ZONES _ Cathedral FborStarterto Floor End Zones - Le thof"B'Wall Cathedral Floor Starter to Floor a Herior Zones 12' 13' W1 15'1 e that"B'Wall - 12' 13' 14' 15' 16' 1T 18' 79' 20' 21' 22' 23' 24' 25' 28' 27' 28' Floor Starter to Wood Floor 014 x8'screws through floor starter Into wood foundation Q(Inches on center) Foor Starter to Wood Floor e14 xe'snews through floor starter Into wood founation Q(Inches on center 15115115115 15 15 75 15 15 13 15 15 13 13 15 15 15 ' 21 21 21 21 21 21 21 21121121121 21 21 21 21 21 21 Floor Starter to Concrete Floor 114"x tr or 2 3/4'Topton through floor starter@(Inches on center) Floor Starter to Concrete Floor 11/4•x tr a 2 31C tspcon through Boa starter Q(Inches on center 30000PSI concrete 15 13 5 72 121121121121 1 12 12 9 9 9 9 21 21 21 21 21 18 18 18 le 18 1e 18 13 15 .. 1S 15' C7 3000 PSI concrete O n Studio Floor Starter to Floor. Studio FloorStarterto Floor p End Zones C intedor.Zones Le th of"A dr C"Watl Length of"A C"Wall r e' 9' 17 11' 17 13' 14' 1S 18' 1T 18' 8' g 70'111-1 IZI 13' 14' 15' 18' 1T 1e' Z m Floor Starter to Wood Floor Floor Starter to Wood Floor m 010 x r screws through flow starter #10 x 1'screws through floor starter DInto wood foundation C(Inches on center Into wood foundation Q(Inches on center —+C 15115115115115115 15 15115115115 - - 2/ 21 21 21 21 21 21 21 21 21121 Floor Starter to Concrete Floor 11/4•x a"or 2 314"topcon through flow starter®(Inches on corder a Floor Starter To Cn i crets,floc stoner 11/4'x e' 2314"le Z a(Inches on corker 0) 121 121 121 121121 9 1 9 1 9 1 9 9 9 21 18 18 18 15 15 15 15 15 15 12 3000 PSI concrete foundation 3000 PSI concrete foundation Corr Post END, ES— � Waft Post INTERIOR ZONES - - < -- sa.craw ah.4 - ' See screw charts r -- l»aJ.me to END ZONES to Isar st.rt.r .PPneadon a.m.as earns pat appikatlon .. —FloorStartertoFloor'— � CONNECTION DETAILS.SHOWN FOR 120 MPH (TYP.) 81 DATE REVISIONS lltrsoraAwwDrs THE PROPERTY oP COMFORT LINE LTD. ::: DESION CONCEPT8 AND INFORMATION MAY NOT BE ;.... _ ' . REPRODUCED USED OR DI9CLOSFO WIr/10Ur THE WRITTEN /\/��` • T�■ S.....'... ..:}1..':.. d;.::: .PERMI8910N OF COMFORT LINE LTD. 2 O■ V. S u n S u ites �'YY�' .!?H:OM D TIONi''t SCALE: �S � ��DETAILS•120 MPH 3 DATE: 07-28-01i SHEET: 9 OF 1 rJ 4 !?HC SUNRo0i4 KDl►RILIT' ;::i DttANM eY: DAV °'°'° FGSR-103 CORNER / WALL POST TO HEADER ASSEMBLY _ END & INTERIOR ZONES Tables detail both `----i----------------•----..--...----- END a EXTERIOR Wall Headers -. I Wall Header ZONES END ZONES - ,,,:... `'r Qa;r--- ° "0 --�--- - Manufacturer roqulros 4-1210 x 1 #14 x 6"Screw , !crows for this appil .., _ n i - through kwick _ - - -- --__- konnect tower - 1 ,' ' See aerow eheAa '� r O Manufacturer requires I I I I I X.q _ 4-#10 x 1"screws hX skwk konnect towarh r _ r- I this application 171 Comer — —j� Cathedral Wall/Jamb Post to Header interior Zones < Post I see screw charts — Length of"B"Watl t---~- N rD- 12' 13'l 14' 15' 16'l 171 18'l 19 12d 21' 2r 23' 24' 25' 26' 2T 28' C #10 x 1"screws through each side of well or jamb post Into kvAck konrlect -Di 5 5 5 5 5 5 6 6 6 8 8 6 B 7 7 7 7 0 Cathedral Corner Post to Header End Zones z Length of"B"Wall Cathedral Wag/Jamb Postto HeaderQ End Zones C 1r 13' 14' 15 18' 1T 18' 19 20 21' 2r 23' 24' 25' 28' 27' 28' 7 7 7 8 8 8 8 9 9 9 9 10 10 10 10 11 11 #10 x 1"!Crews' tla a or kwick konnect Into comer st 7 7 7 7 8 8 8 8 9 9 9 9 9 10 10 10 110 -< Studio Wail/Jamb Post to Header Interior Zones Studio Corner Post to Header Length of"A&C"Wall End Zones 6' s 1a 1r 1r 13' 1a' 15 15 1T 1e' Length of"A&C"Wall #10 x 1"screws through each side post Into kwlck konnect 15' 16' i T IvS 6 6 8 6 7 7 7 8 8 8 010 x 1"screws through flange of kwick konnect Into comer post Studio Wall/Jamb Post to;He;ader;s s 10 10 11 11 12 12 End Zones10 10 11 11 CONNECTION DETAILS SHOWN FOR •120.MPH (TYP.) "° DATE REVISIONS THIS DRAWND Is THE PROPERTY OF COMFORT LINE LTD. OESIGI.::i•: WAY NOT BE REPRODUCED USED OR DISCLOSED CONCEPTS AND INFORMATION THE WRITTEN 2 ■ Ffd.i.i? ^::::.:.i. .= :: `;I:E:f PERMISSION OF COMFORT LNE LTD. 3 O■ C. Sun Suites Suns tes ` CONNECTIDNDETAILS.,4p1 MPH TM !7i;OMB J1DpITIONS:': SCALE: NTS 4 ��"-5 DATE 07_YB-Da SHEET�18R f 15u.a re03 RIDGE BEAM / RIDGE BEAM POST ASSEMBLY _ Floor Starter Fasteners to Wood Floor Ridge Beam Post Ridge Beam to Ridge Beam Post _._Ridge Beam a n+:a ae aw+aNWeut••guae7 waHn mt ti«cn da•of flay pe.t _A• •Ha x T aerww though•ach of two 2 Ur x 0.005*Iw*w stm" -- c Le th WW Wen�C Length of'B-Wan I — e«a wr 72 1a' 1+' 15 1K tr te' 1V 20. 21 x7 2a•x+'25'ZB 27'2a tr tr tv 2v xr 2z xz z, xs xe xr xe - e e e e e e e a a e e e e e e e a a e a e e e e a e e a 7 7 7 7 7 7 7 7 e a a e a a a a e e e a a e a e e e n o e a a a e a a T 7 7 7 7 7 7 T 7 7 10 a a a a a a a e a a 6 a e e 8 a 0 O /0 a e e e a 7 7 7 7 7 7 7 7 e e 2trrxMoos - tt a s a e a a a a e e a a e e e a a n a e e e 7 7 7 7 7 r 7 7 e e e a e 7 ' -n 12 e a a 7 7 7 7 7 7 7 7 e e a e 6 e — 1a a e 0 a e e e a e 6 e e e e 6 e a L__.1 _- 2-etOx Tacrawa � to e 7 7 7 7 7 T 7 7 7 s e e e e s o t - — t+ e a e e a a e a a e e e a e e e e Mo flap•beam Pmt i s a a e e e e e e e e a a a e e e t+ 7 7 7 7 7 7 7 7 e e e e e e s e a •t— , —Ridge Beam Poet ------ ts 7 7 7 7 7 7 7 e e e e a e a s a a i—t-at+:e.flow to e e e a e e e e a a a e a e e e a r to 7 7 7 7 7 7 a a e a a s e o a a 8 •t---t preuah kwick kemwet a e e a e e e e a e e e a e e _ t—t- Z 17 7 7 7 7 7 e a e e e 9 0 o e a to to `-t kAe Adga taam — m to 7 7 7 7 e a e a 6 e o 9 a e 10 10 10 --- — Wooe Famdatwn i 1-ti+x a•aeraw pmuSh m --i — kwick korxmaet WI - La DRidge --'' --1 - ,A,Floor Starter Fasteners b Concrete Floor Rld a exam Post. ...._ _--. 0 a 1W x a•m 1/+'x 2 a/+-Tapcon alaMtwt••gx•th/ — Z KWiek Kortteok Floor Starter Fla a to Ridge Beam Post wlptn at t7 et«eh Mtge of • t - � '� no x t•aerwva tlragn.aen earp•of TPJdg,,BeOPOMwr Le th o7'B'Wad _- C r t2 MAek konrrel Mo flap.ham G••t 72 ta' 1+' 13 to it 1n' 1 V 2D xt'22 27 xa'2612111 xT xe' wt m d,B, n D s 77 7 7 7 7 7 7 a s e e e a e e eee e e a e ee to a a e a e 6 a a a e 6e e a o at+ a e a a a e e e e e 10 10 10 10 1D 10 10 12 7 7 7 7 7 e a e a e e e e a M o o , 1s a e 6 a e e a e to to 10 l0 10 10 10 10 10 10 7 7 7 7 a a a e a a a oa a a o a , , Mlx e'aeraw to a e e a a a a to to to t0 .to 10 70 10 10 70 t+ 7 7 7 e a a e e a o e a a e o 10 10 1 tivauph kvAek 77 a s s e s s 10 10 10 10 10 10 10 to t0 t0 to 1s 7 7 e a 0 e e e o e 9 e a 10 10 10 to -�;y —�kermset 18 a e a 6 e 10 10 to 10 10 10 t0 10 1a 1a 10 to 16 7 a e a e e a o 0 o a a 10 10 10 10 10 ' ' a000 Pal Coeerat•bundatton 17 e e te e e a e Floor States-----1 a a a a to to to to to to oto Ji CONNECTION DETAILS SHOWN FOR 120 MPH (TYP.) TMtS ORAWtN0 IS THE PROPERTY OF COMFORT LINE LTD. NO DATE REVISIONS RESION PROM)C DU TS USED NF0LOSED NMAYNOT BE THE WRITTEN 1 TM aePRooucEDusmoat>tscLosmwrrtaur . .... PEA OF COMFORT LNE LTD. {�. _ MLSSION FORT O . . SunSuite s sunsuites�. CONNEt:TIONDETNlS•120MPH 2 ait;OM2 7`A:L9MONS;:!'' SCALE NTS SHEET: 11 of 15 3 [HC sUNlotir+"DtfillCD' DATE: WDAV 4 ,. DRAWN BY: oAv '"�` FGSR-103 CATHEDRAL ROOF PANEL ASSEMBLY . END & INTERIOR ZONES - f<K M"�MM/T11°/l (NI 1.a•.Y1MIp /.p//M TWIG rIl16/ . . pl.1r"1"P NQ°/r°°/rwal nprl Cathedral Roof Panels to Rid a Beam Length of"B"Wall 17 13' 14' 15' 16' 17' 18' 19' 20' 21' 27 Roof Panel to Ridge Beam @ End Zones(36"from comers) n #14 screws w11.62S"embedmerd and 1.25"washer @(Inches on center) O � 16116116116116 16 1B 18 8 8 8 8 8 8 B 6 6t O Roof Panel to Ridge Beam @ Interior Zones _#14 screws w11.625"embedment and 1.2S"washer C(Inches on center) � N.u.r.r rNwu r 24 24 24 24 41241241241241161161161161161 16 16 16 z m m Tables detail both See pages 21-22 for GD END a EXTERIOR ZONES Ridge Beam Specifications �N•r.°ar A r spacing C N,IMIIMIICGlW Cathedral Roof Panel to Header Length of"B"Wail z C 17 13' 14' 15 16 1T 18 19 20 21'1 27 23 24'12.5 Roof Panel to Header @ End Zones(36"from comers) — �� #14 acre"w11.625"embedment and 1.25"washer Q(Inches on center) 9 1 9 1 8 1 6 1 6 6 6 6 8 1 6 8 6 6 6 6 6 6 Roof Panel to Header @ Interlor Zones - T #14 se w/1 625"em ant and 1.25"wa her 4 (Inches Dn center) 12 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 CONNECTION DETAILS SHOWN FOR 120 MPH (TYP") THIS DRAVYINO IS TiE PROPERTY OF COMFORT LINE LTD. "° DATE REVISIONS REPRODUCED USETS D OR DISCLOSE WITHON KINUT T T BE PERMISSION USED FO DISCLOSED wIMOUT THE WRITTEN - '% �g;.;;; PERMIS910N OF COMFORT LINE LTD. 1 O . C. SunSuitesT""2L1I1SU1teU :` CONNECTION DETAILS_120 MPH 'DOME lkf)D1.T(ONS '' SCALE: Nrs SHEET: 12 of 15 3 DATE 07-26-08 T11t SUHRQOII atDt17111Or PRAWN BY: DAV °"°�` FGSR-103 4 t STUDIO ROOF PANEL ASSEMBLY END & INTERIOR ZONES Hr.r TEK SCREWS.r ROOF PANELS 010 X 1'TEK SCREW 1/r.C TEX SCREWS.r ROOF PANELS Ir O.a.TYPICAL 1w.r TEX SCREWS•r ROOF PANELS SEAL OVER SCREW READ!TYPK:AL Mr 133'WASNER) - Studlo Roof Panel to Header Fastener Spacing— - 3-SCREMOR W WOE PAWLS Lenoth Of"A&C"MR (STAYr EErTRIER IDER OF PANEL SEAMS; 6' S W 11' 12' 13' 14' 15' 16' 17' 16' _ I _ Roof Panel to Header @ End Zones(36"from comers) �__________ #14 Screws w/1.82S"embedment and 1.2S"washer a(Inches on center) - A Wall C Well 6 16TI8 8 8 6 6 8 6 1 6. 6 I n Roof Panel to Header@ Interior Zones Table detail both END 3 EXTERIOR ZONES - O #14 screws w/1.625"embedment end 1.25"washer @(Inches on center)dm - K 9 9 9 9 9 9 9 9 8 9 9 — spacing - O r ROOF PANEL SHOWN r- INST LLEO ASTC C EN ER AND$M OF FASCIA ITI NOTE: VA VEL HEADER. IT VERIFY STRUCTURAL INTEGRITY OF TRUSS,RAFTER WALL HEADER AND FASCIA BEFORE ATTACHING ROOF RECEIVER ALUNWAA FASCIA CHANNEL TO STRUCTURE. C - -1 O O..r.rA6A Z r.o.e...MLNe RA.N .SesNw o"awaro rota Cn rrSK ScwSwS�AIm rRaraaY.wwro raAwt C e troy,nrN.ioSE .eaaa�Ao"wlriaro wa /.ut®oN satawil 1•iet.alwv.�Mfe ' rN.Snuar �truwm ra. rRoorrwwweww wan o"art.eR D .w+n..nS rmN.wuNr ia.w rRoar rA"nwKrNN r�r rNraAurS a.rt.loRarraartwntn rraaa raw r1 rrNa"oNm •tHorm torm eenrwres Srrre«rNwe.retRwter ' t-urr.sa. nArm .EARww rva arr.rmNwwo e tro.c.aR a RMU rtae. rRuu r w oRTAr WN.rKtm e trot w e iw1S.rww CONNECTION DETAILS SHOWN FOR 120 MPH (TYP.) rHls oRAwmD 1s THE PaoPERn of coMFORT LwE Lro. NO DATE REVISIONS :. .. ......... .?:.bF°, DESIGN CONCEPTS AND INFORMATION MAY NOT BE - ._. ..'..'.`. REPROOUCEO USED DR DISCLOSED WIT1101.9 THE WRrrTEN 1 �� .... .-.G.!: PERMISSION OF COMFORT LINE LTD. 2 O■ C. S u n S u ites W.Su :L:U1lES; :i_ CONNECTION DETAILS-120 MPH H'OML KtibiTIONS;;:"'` SCALE: NTS 3 .`-._ - .;. :. :_ . .' ..: �.:::.,:' DATE: m-2e-0e SHEET: 13 Of 15 4 ::`:THE sutUldox llozkl a DRAWN er: oAv FGSR-103 RIDGE BEAM / WALL RECEIVING CHANNEL TO EXISTING STRUCTURE - .A. Ridge Beam Connection to E)dsting Stnrchlre-Wind Uplift a Le >h of Ridge Beam. Recelv)ng Channel to Wood Stnicture -C 12 13 14 15 16 17 18 18 20 21 22 23 24 25 26 27 28 Y'VIIII Ridge beam to existingstructure connection capable cans a lift force or Length of"A&C"Wall B 4401 4701 5101 540 WO 1 6101 650 1 690 72017601 790T 8301 8701 900 1 940 970 1010 8'1 9 1 Jarl ll'i IZJ ITI 14' 15' '191 1T 18' 9 480 1 5201 5601 600 6401 8801 720 760 8001 8401 880 9201 960 1000 1040 108 1120 014 x 2"straws through receiving channel 10 530 5701 6201 660 7001 7501 790 830 6801 9201 970 1010 1050 1100 1140 1180 1230 Into nominal 2Xframing @(Inches on center) n 11 570 620 670 720 760 810 860 910 •950 1000 1050 1090 1140 1190 1240 1280 1330 0 12 620 670 7 00 T70 820 870 920 970 1030 1080 1130 1180 1230 1280 1330 138 1430 6 6 6 6 6 3 3 3 3 3 3 13 660 720 770 820 880 930 990 1040 1100 1150 1210 1260 1320 1370 1430 1480 1540 14 700 760 820 880 940 990 1050 ilia 1170 1230 1290 1340 1400 1460 1520 1580 1640 � 15 750 610 870 930 990 1050 1120 7160 12 00 1300 1360 1430 1490 1550 1610 1670 1130 16 790 850 920 980 1050 ilia 1180 1250 1310 1380 1440 1510 1570 1640 1700 1770 1830 Receiving Channel to Brick Structure r 17 830 900 970 1040 ilia 1170 1240 13W 1380 1450115 1590 1660 1720 1790 1860 1930 Z 18 880 940 1020 logo 1160 1230 1310 1380 1450 1520 1590 1670 1740 1810 1880 1950 2030 Length Of"A&C"Waft m 6' g ial ii'LIZI 13' 14'1 16 15 lr 18' m rn 1//into 1200"PSICMU C(Ohes on cent lnel C Dr Ridge Beam Connection to E)dsting Stnrchrre-Gravity Force121118118115 is l2 iz i2 i2 s s z a Length of Rid a Beam - fn 12 13 14 15 1 j6T 17 18 F 19 E20 1 21 1 22T 23 1 24 1 25 26 27 28 CNAi1 Ri beam to existing structure connection c le of cavrinq a downward force of 8 5101 SWI 590 630 6801 7201 760 8001 0401 B901 9301 970 1010 1050 1100 114 1180 9 5701 6201 670 710 7601 8101 860 9o0 1 950 11000 1040 1090 1140 1190 1230 128 1330 10 6301 6901 740 790 8401 9001 950 1000 1050 1110 1160 1210 1260 1320 1370 1420 1470 Receidng Channel -— 11 700 760 810 870 930 990 1040 1100 1160 1220 1280 1330 1390 1450 1510 1560 1620 12 7601 8201 890 950 1010 1080 1140 1200 1260 1330 1390 1450 1520 1580 1640 1710 1770 13 8201 89ol 960 1030 1100 1170 1230 1300 1370 1440 1510 1570 1640 1710 178 0 1850 1920 14 890 960 1030 ilia 1180 1250 1330 1400 1470 1550 1620 1700 1770 1 840 192 0 1990 2060 1s 950 1030 1110 1190 1260 1340 1420 1500 1580 1660 1740 1820 1890 1970 2050 213 2210 16 1010 1100 1180 1260 1350 1430 1520 1600 1680 1770 1850 1940 2020 2100 2190 2270 2360 17 loe0 1170 1250 1340 1430 1520 1610 170a 1790 1880 1970 2060 2150 2240 2330 2410 2500 18 1140 1230 1330 1420 1520 1610 1710 180a 1890 1990 2080 2180 2270 2370 2460 2560 2650 CONNECTION DETAILS SHOWN FOR 120 MPH (TYP.) TNIS DRAWNO IS THE PROPERTY of COMFORT LINE LTD. M° .. .._..._ ..:?-." DESIGN ODNCEPI'S AND INFORMATION MAY NOT BE DATE REVISIONS REPRODUCED USED OR DISCLOSED WRMOUT THE WIt1TTEN 1 a �� : - ��1 ''`i:i:i. ':.'' �5l:f:: PERMISSION OF COMFORT LINE LTD. 2 u llx7 La'Ite s.::. CONNECTION DETAll3-120 MPH O■ C. S u n S u ites �C `:.'7iOM!}�UpLT10N5;::''' SCALE SHEET: 14 15 3 __. '.. DATE: FMa.A 4f�:A'ML$UNROOfI RLDLl�Mt!0� :',`,';;DRAWN BY: DAV FGSR-103 FOOTING SPECIFICATIONS Ridge Beam Post Foundation Diameters for Ridge Beam Post Foundation Diameters for 20 Lbs Snow Load 40 Lbs Snow Load "A- 2000 psf Assumed allowable gross soil bearing capacity "A" 2000 psf Assumed allowable gross soil bearing capacity a 4 ft Maximum foundation depth below each ridge post-re:local code y 4 ft Maximum foundation depth below each ridge post-re:local code "a Length of"B"Wall Length of"B"Wall wall 17 ITI 114'l 15 110 1r 1& 19 2d 21' 22' 2T 24' 26 26 2T 28' Wd 17 IT 14' 15' 16' 1T 18' 19 20 21' 2T 23' 24' 2s 28 2T 28 8 1 1 1 1 1 1 1 1 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 8 1 1 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.6 1.5 1.5 1.5 1.5 9 1 1 1 1 1 1 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 9 1 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.5 1.5 1.5 1.5 1.5 1.6 1.6 0 10 1 1 1 1 1 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.5 1.5 10 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.5 1.5 1.6 1.5 1.5 1.5 1.5 1.6 1.75 0 11 1 1 1 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.5 1.5 1.5 1.5 11 1.25 1.25 1.25 1.25 1.25 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.6 1.75 1.75 1. 55 T 12 1 1 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.5 1.5 1.5 1.5 1.5 1.5 12 1.25 1.25 1.25 1.25 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.75 1.75 1.75 1.75 1.75 0 13 1 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.5 13 1.25 1.25 1.25 1.25 1.5 1.5 1.5 1.5 1.6 1.5 1.5 1.75 1.75 1.75 1.75 1.75 1.75 14 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.5 1.5 1.5 1.6 1.5 1.5 1.5 1.5 1.75 14 1.25 1.25 1.25 1.5 1.5 1.5 1.5 1.5 .1.5 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 t- 15 1 1.251.251.251.251.251.25 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.751.75 15 1.251.25 1.6 1.5 1.5 1.5 1.5 1.5 1.75 1.75 1.7511.7511.7511.75 1.75 2 2 Z 16 1.251.251.251!251.251.25 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.751.751.751.75 16 1.25 1.5 1.5 1.5 1.5 1.6 1.5 1.75 1.75 1.75 1.75 1.751.751.75 2 2 2 rr1 17 1.251.251.251.251.25 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.751.751.751.75 17 1.25 1.5 1.5 1.5 1.5 1.5 1.71 1 1.7511.7511.75 2 2 2 2 18 1.25 1.25 1.25 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.751.751.751.751.75 18 1.5 1.5 1.5 1.5 1.5 1.751.751.75 1.75 1.75 1.751 2 1 2 1 2 2 2 2 v r C Ridge Beam Post Foundation Diameters for 0 30 Lbs Snow Load rn -A, 2000 psf Assumed allowable gross soil bearing capacity IOU 04104 4.n ICKDOM C a 4 ft Maximum foundation depth below each ridge post-re:local code }��s• T�Ir CO taria i�000 -C �uranjl� EsI °ail Length of"B"Wail '�EM CONC. Y"" 1z 13 14' 15 16 1r 11r 19 20' 21' 22 23' 24' 2s 26 2r 21r ��L�aeue VAPMUM r �-< a 1 1 1 1 1 1 �-1 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 ' s,�WE OVER rRaaD SOL. 9 1 1 1 1 1 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.5 11 6 Raw ✓lS 0 10 1 1 1 1 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.5 - Y IOi10 Y.R.1.5 1.5 rem to"ce"c V00,. ra soa soYv,O 11 1 1 1 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.6 1.5 1.5 1.5 1.5 �i su r"QKR :xo Fsa 12 1 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.5 o�ER TEOIk' ReolReto 13 1 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 DcaFT r�AWRISS C21 CONE.!S m. N0 EROSION UNIL 1K 14 1 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.5 1.5 1.5 1.5 1.6 1.5 1.5W1.51.75 I FUMNO N ROOM DICIXDS's-o. 15 1.25 1.25 1.25 1.25 1.25 1.25 1.5 1.5 1.5 1.6 1.5 1.5 1.5 1.5 1.75 'F a ^GRtA�FEi'a" 16 1 25 1.25 1.25 1.25 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.75 1.75 FOOTNQ SLAB EDGE w/CMIJ KNEE WAIL171.25 1.25, 1.25 1.25 1.25 1.5 1:5 1.5 1.5 1.5 1.5 1.5 1.75 1.75 1.75 LEVEL SLOPE FOOTNO 18 1.25 1.25 1.25 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.75 1.75 1.75 1.75 1.75 - CONNECTION DETAILS SHOWN FOR 120 MPH (TYP.) MO DATE REVISIONS :......... rnlsoruwWOISTM PROPERTY OFCOWOar LINE LTD. .i.i..•.p.i ...P Fi i DESIGN CONCEPTS AND INFORMATMMAYNOTSa 1. .... •. . REPRODUCED USED OR DISCLOSED WRNOUr THE VMr EN O a V. S u n S u itesT"" ,�!}.fOME SCALE FORTLME LTD. 3 5 in u to :::' COWMCnDHDETAILS-120MPH DATE: m-seoa SHEET: 15 or= 15 4 .THE SUNR801!RED -0 �;' DRAWN BY., DAV "� FGSR-103 COMFORT LINE FOAM ROOF PANELS MANUFACTURER: URBAN INDUSTRIES, STREET 224 SOUTH RIBL GALION, OR 44833 (800)537-2807 FOAM ROOF PANEL corn liance with the followin codes: BOCA NATIONAL B UILDING CODE 1999 EDITION DESCRIPTION: Inc, and distributed by Comfort Line- Roof panels are manufacture by Urban Industries, This panel has been used for patio room roofing worldwide for nearly three decades. final 3,4 or 6 in.thick laminated EPS foam core sandwich panels,joined Roofs are nominal ration. The 24 inch and 48-inch wide panels alto together by SNAP N-LOCK configu nomm 024 in. ck manuf actured in vanous lengths with a minimum ASTM B209, adhered to aluminum h de of a sheets,Grade 3105 H14 alloy in accordance foam core.The expanded Polystyrene foam 11 2.95,3.95 or 5.95 thick.expanded polystyrene sit of 1.5 pct.The Polycore Snaplock panel is also available with a 7/16 core has a density substrate. oriented strand board(OSB) CONDITION OF USE: and products as stated herein and to be This information is limited to the applications lies with the code used by the code official to determine that this information duct1 s installed in accordance specifically addressed,provided that this p requirements sp Y with the following conditions: roofs,which are of Type SB construction. • Limited to use on building (Nonclassified roof covering) • To be use for roofs of residential patio enclosures. DEFLECTION DATA on Table 1 —Roof table showingloana allowable the 7�,oriented strand board 80 Polycore Snaplock panels;with OSB substrate. Calculations are based on three categories:Ultimate Load, ( ) and IJ240. 1 "per foot. • The minimum roof slope for 3� shall be 5:1els 4 and 6 in. 2. is /z • Maximum allowable roof slope • shall be four times the nominal fastener diameter Minimum spacing for fasteners and fasteners shall not be placed within four diameters of any edge.. Comfort Line Evaluation Summary 18 ' • Comfort Line roof panels area nonclassified roof covering, Building with nonclassified roof coverings shall have a minimum fire separation distance, from the leading edge of the roof panel, of 6 fl in buildings of Use Group R-3 and 30 ff in other use groups. • Comfort Line roof panels have been evaluated for use without a thermal barrier. • This data is limited to the evaluation of panels with no openings or penetrations. • Structural evaluation of roof assemblies using Comfort Line Roof Panels is outside the scope of this data. • Evaluation of the roof assembly connections is outside of the scope • Use of Comfort Line Roof Panels in conjunction with separate roof coverings and/or interior ceiling finishes is beyond the scope of this data. Table I Urban Polycore Snaplock Panel With and Without OSI3 Substrate LOAD AND DEFLECTION DATA ]"Pon core Snaploek Paad 4"Pd a$na lock Panel y Polvrore Sao kxk Panel PMJedba.Ultimate Load 'L/180 1 L1240 UNMAC Wd!L/180 L/?40 I I Load;L/ISO I Lf240 10' 70 PST I 20 1 IS 13 N i 27 PSF 20 PSF 17' 60PST 7S►!P !US PST If PST is PST '40PSF 30PSF 12, SO PST 14 JOb 1 IW- 2a PST 15 PSF .3 PSF ,I!PST 12a.S PST 13' Hw PST 122 9 59 d „q PS.P I12 PSP 3S PSF; 26 PST 13,1 PSF ,71 PSF 14' 40 PSF 11 f S3 PU 1 17 PSF W PST I—PS 23 PSF IS' `. 33 PSF 9d 7 Q Ya -I" 10 IMF •I")- ;>:PST I I PST -P i 25PST 1 7.S 13 317M�i..•.-"pKF ! >t•73PST 4 2APSP It►SF PSF —d4 S KF.24 n 10PSTi I3PSF 3"Polycore/OSe snap",had 1"Palyp,slpC g S"Plock had y � laycaR J 0S8 5napbck had Projection!Minse Lood t L/180�L1240 Ultim �L/160 1 L/2 W U- Load IL�If0I L/240 10' ' ISO PSF '21] 16.7 163Y,J :24PST 16PSF 11' ' 115PSF 19.5 14.9 14L$77/ s.21PSF 16PSF "^'-Ia7SPSF MPSF ">TF 12• i 120 PST 16.7 12.6 1321 Py IV PST is PST 213 PST Is 133 PSF IS3 PST W 107.5 PST r is 11.1 1213 Sy 16 PSF 12 PST SS nr . 26 Psi: 14, �' 9STSF 14 IQ? Ili3 NO IMF PST r}r '14 PST 11PST 271'SF 713 PST 11.1 11.4 T 1001•y_ 12PSF 9PSF s 11 PST 1C _6QrSF ! 9.4 65 t7.Sif SF 7PSF 11"4I� fP 1 It PST . �Pl'71PSF t APSF; IS PSF '>r1Ita7/aaw titaanadSpar-,aM m��WMawa:run a�yy,4"1.7� �'µ' T•�t W r,.ao;�'A �anbsvumloauron� , tar/�qq,a< aa•au►s f,�lltlb�K, !•7J��MP37 e7at•E1cfM'CP7►OUya "O7E a•wae.K .-.Iay.. C•1laq [ a•M.y�YM V.tarrr `�7lCfKyA T'rM�i S+ MR.MeM.• F.� f,•atzif Comfort Line Evaluatica�Summary 19 a MAXIMUM SNAPLOCK ROOF. PANEL SPANS - DEAD AND LIVE LOAD AND'OR SNOW LOADS (lbs. per sq. ft.) FOAM--1.5#Densifyr E.P.S. Aluininum 3105 Alloy--Hardness H16 3 PLY ROOF PANELS 4 PLY 7/16" OSB CO1��IPOSITE ROOF PANELS Panel DD &LL (@ 22 lbs..Per Sq. Ft. Panel DD &LL 0. 22 lbs. Per Sq. Ft. Thick- Tliick- - . - Overhang Span- - - - - - Overhang Span- - - ness. o ne's None 1 ft. 2 ft. 3 ft. O ft 0 None 1 ft. 2 ft. 3 ft. 4 ft 17'- 11" 18' - 10" 3" 20, - 6'r 20' - 10" 21' - 1" 21' - 6" ?'_' 3rr 16' -8r' 16' - 9" 17' - 1" ,r 4rr 21' - G" 21' - 8" 21' - 11" 22' - 4" ?2' - 11" r 4" 17r - 10" IS' - 0" 18' - 4" 18' - 9" 19 - 9 3r _ Srr ,3' _ 10" 24r _ 4rr Err 23' - 0'r 23' _ 2n 6" "19' - 8 19' - 9" 20, - off 20' -7" 211 - 3rr D DD &LL @ 32 lbs. Per Sq. Ft. D &LL @ 32 lbs. Per Sq. Ft. 201 _ 011 3 is' -7 18' -9rr 19' - 0" 19' - Srr ' 17' - 7" rr rr 3rr 151 _21r 15' - 4" 15 - 10" 16' -4" 18' _ 5" q" 0 20' - 0" 20' -2" 2Q' _ �rr 20' - 10" 21r _ 5rr ::14rr 1b' - 2" 161 - 4" 16' -9" 17' -9" � r _ rr � 6" 18' -9" 18' - !0'r 19' -3'r 19 _ 10rr 0 8 6 Is. Per Sc . Ft. DD &LL (a. 42 lbs. Per Sq. Ft. DD t,.LL ( 4 17 - 11" 18' - 4" 18' - 11" 3" 13' - 7" 13' -9" 14' - 4" 15r _21r 16' - 4" 3rr 17' - 6" 171 -Srr 1 15 7 16' - Srr IT -'Strr 411 19' - 711 19 _qtr 201 _ Off 20' - 5" 31' - Orr }'r 14' - 11" 151 - 1" ' - ,r r " �7r n 2�' _ b+u nor 19 - 0 0' - 0" Err. 71' - 10" 22 - 0 �_ - 3 y 6" 17' - 11" 18' - 1'r 18' - 6" r� DD &LL @ 57 lbs. Per Sq. Ft. DD 8,-LL g 57 lbs. Per Sq. Ft. 3" 11' - 4" 11' - 7" 12' - 2" 13r _2rr 14' - =t" 31r 161 _ 7rr 16' - 4" 16' - 7rr 17' - 0" 17' - 7rr 4" 13' - 411 13' - 7" 14' -3r, 15 _ 2" 1G' - 4rr 4rr 18' - 4" 18' -7" 19' - 11'r b" of16' - 8" 16' - 10" 411 IT - Makccvcr Associates,Inc. Roof panel manufachired by: Engineering stamps available for: P.E.,P.S. �,�} vrbnu DE,CT,CIA,II.,IN.IO,k r1,ILY,113A,IvID,11�•�H•MN•MO, Robert Lyn Makcever, CQ O Galion,Oh. Buis,Oh. NH,NJ,NY,NC,OH,PA,RI,SC,IN,VT,VA,1%'W Comfort Line 5500 Enterprise Blvd. Toledo, OH 43612 800=522-4999 20 LBS Live Load Cathedral Roof Ridge Beam Span Length of B Wall wan 12 14 16 18 20' 22 24 26' SUNTARRA SUNROOMS A 9 1 QUICK REFERENCE CHARTS FOR w 10' �I, 'MAXIMUM a 11, 6„ HEIGHT&LENGTH OF RIDGE BEAM 1 12' 13' - C 14, Beam Height W 15' 6' 8. 8. I to' 1 17' 10" 12" L'E � 18' Ridge Beam Span Of o� 30 LBS Live Load '" -------------------Cathedral Roof Ridge Beam Span Length Of B Wall .--' LO wai 12 14 16 18 20 22 24 26' n6oEL� A 8' + � - c F- 6 fl�f 'F. A 9, ~ c W 10' d l i 11' B Z. 0 1 12' �'0 13' Examples: 2 w C 14' 8., W 15' 30 LBS LIVE LOAD 12'x 18'room requires a 8"ridge beam ` i 16' 12'x 16'room requires a 6"ridge beam p d o 1 17' 10•' 40 LBS Live Load c Cathedral Roof Ridge Beam Span 3„ v m Length Of B Wall e C o wall 12 14 16 18 20 22 24 26 A9 Gauge 8' Aluminum A 9I Factory H laminated W 10, 8•� a .— To a 11' I 2100 F-1.8E 1 12' 8" 9 grade 13' i lumber C 14' W 15' a 16' x;: 17' 10" 18' = 19 Gauge Aluminum Ridge Beam Trim Comfort Line Evaluation Summary 21 Beam sw Roaf pqr Spy �ofiano MAXIMUM BEAM SPANS FOR CATHEDRAL ROOFS cwla awl geatn T ROOF PANQ g ROl)F PANt3 11'ROOF PANEL 1V ROOF PANEL 15 ROOF PANEL �� 6 CLEAR SPAN 13 SP 1tY CLEAR P 17 CLEAR S N 1d CL SPAN aMum twat*s for 35 b!ve tad 13' 18.6 14'-8` T. 2l 1T.6• W-0' 24'-6" 21'•0" 20'-0" 10• 16111 2r-bI'll Beam r ROOF PANEL g ROOF PANEL ,1'ROOF PANEL 1V ROOF PANEL 15 ROOF P.ANEi. HOM P ata�dmum beam for 30 6 Rolm 17-fi it'-6" W_6 8• 18',g• it-6" Is'-tr W-O' �. �•.o• 20 ' 19'-6` 18'•5 10` Zr.o` 24'-17 �•"s Beam r ROOF PANEL 5 ROOF PANEL 11'ROOf PANEL 13'ROOF PANEL 1S ROOF PANEL Hs�6t SPAN Muhl boam Ior 4o tb Ove toad 10" Z5-0" 23•.6• 20-0" MAXIMUM BEAM SPANS FOR STUDIO ROOFS Roof Prof oll 10 Feel 18 Feet 20 Feel 24 Feel 11 Feel 30 LNe Load 5 25 20 40 25 30 AO 25 30 40 25 8•Beam 20.0.18.6 1i- 1T- 14'• 1Z•8' 1T• 13'•0•iZ•0'1G•6 1Z•G 11'•8' 14'• 11'-6` 8"Beam an 25- 23•0 20.0-24• 1T•6' - 0- - -0'21'• 1T•0' s•a' •0' a-b' 10'BeamS 80'•0' 28'•0'25.0.2tr• N- 2Z-6' 2T- 24'-0.21'- 26'- ZZ•6'20• 24'•0' 20-0` re -Roll Prole M �h Path Beam must be placed at pequhem mid point in motp*ftn. M ACrri nimum 312 Slweboe Comfort Line Evaluation Summary 22 " - " - k s ecifioations / deo 4 6 8 Po y p _ Beam Span L/180 L/240 L/360 6 Ft Max. Post Spacing 4 Ft 1 8 9 SF 64 PSF 6 Ft 70 PSF 52 PSF 35 PSF Using PolyDeck Flooring 8 Ft 42 PSF 32 PSF 21 PSF 2 x 6 4 x 4 Post Below Frost Line 2 x 4 System 10 Ft 29 PSF 22 PSF 16 PSF Beams 12 Ft 20 PSF 15 PSF 11 PSF Soil Boaring Capacity 4 Ft 206 PSF 154 PSF 103 PSF 3500 Ibs 0 6 Ft 119 PSF 89 PSF 60 PSF Using Concrete Pier Size 14" Diameter 5, PolyDeck Flooring 8 Ft 75 PSF 56 PSF 38 PSF 2 x 8 2 x 6 System 10 Ft 52 PSF. 39 PSF 27 PSF Beams 12 Ft 36 PSF 28 PSF 19 PSF 4 Ft 275 PSF 206 PSF 138 PSF co 6 Ft 163 PSF 122 PSF 82 PSF Using N < PolyDeck Flooring 8 Ft 106 PSF 80 PSF 53 PSF 2 x 10 w 2 x 8 System 10 Ft 74 PSF 56 PSF 38 PSF Beams 12 Ft 53 PSF 40 PSF 28 PSF MOUNTING TO HOUSE WALL ... 0 The PolyDeck flooring system values are designed with a 14"maximum cantilever Optional- FRP(.024) plastic laminate vapor 48" 48" 48" - —I 7116"Oriented Strand Board 7/16"Oriented Strand Board 2 x 4 Floor Panels 2 x 6 Floor Panels Panel Weight 16.8 IbsAin.ft. 7116"Oriented Strand Board Panel Weight 17.8 IbsAin.ft. 2 x 8 Floor Panels Panel Weight 18.8 IbsAin.ft. SUNROOM: Suntarra Sunroom PRINTAPPROVAL DEALER: Comfort Line LTD Not to scale HOMEOWNER: STRUCTURAL DESIGN BY ARCHITECT OR ENGINEER WILL BE REVIEWED FOR CABO DATE: COMPLIANCE ONLY ADDITIONAL REOUIEMENT BY ARCHITECT OR ENGINEER WILL BE THE REBONSIBILrTY OF THE PROPERTY OWNER Polydeck 16 711fr OSS = _ '7116"OSB 6-t3/6'EPS VII— 7h$'OSB ��131-7� Gusset n Structural Gut 2 x 6 t7 Itwo G4 2c1 2 Ledgw Baads i serve G�o�sr8� ( Bsact n L!36a 6fl Mx Post Spacingn � C wdfi N or bCnR a + w t.8 �4 PS e�. U fo c stn_S Rzinfomed Beans o' ! I iG' S6 P5F Usin Reidorced Beams `. [sin Reinfarce<! tams y PSEUsin Reinforced Besets - U Reinforced Beasts ' PSF sing Rid Beams '� 0' 86 L'SF Using Reinfiorced Beams y ' «�• 4d2 Wci�6b -M' R,cinfocced Buns: 3#per ruxW foot Panel: 4.60 per lineal foot _ 61✓�Imm`'' B�fwean Pbsi� SUNROOM: Suntarra Sunroam PRINT-APPROVAL. DEALER: Comfort Line LTD Not to scale HOMEOWNER: Tdedo,OH BTRUC UPAL OESKW 8Y ARCMIt WT OR EVOINUA W ILL EE RedWWE0 FOR C"0 DATE: couPu�race ONLY/10CfTlONAL WBCVIEMGNi SYIRCNtifGT oR ENcnoaR ww.oe t7+e warm or try mr opt Polydeck Specifications WCO c0aw rwk$DV" r N RY Leded lurbar , 6116 Pbrlt Pond I,oc+dloiod �1� i PJ 'Wm 0 P 1 -All ' 2r8 A 1 PC+Isi ismId la'Ga1 tamhaMd 3 e ' i1M7111 1 , . b71Crnc ix�ely+t d 1 ti Ntii Pme! _ . 2A ( Paid F&n BhRkn A 2x 12 I-2at2 Fa6medbPa4 Alhdwwt cvcm r wwdSaws / J ' f J ♦ / / r ♦ [baler �J` /J J�� plat ' ' �/ ,;r f •J�J ME SOCIM c � onoeoe Comfort Line Evaluation Summary 25 Norr&** •nor @ooe2-20H P�1 W*4= f,Nc no ( tTi�12o %gyp Na 23s lsci Underwriters Laboratories Inc. Tit e�nxseau +�� h Urban InduscM4, Inc. R. Brian Thebeault 224 S. Rtbkt St, Galion, off 44833-0027 Dear Mr. Thebeault, At the request of Falcon Mfg., this letter is to confirm chat Falcon is under UL,s Classificadon and Follow-UP Service for Foamed Plastic. For their 3.in. thick, 1.5 pcf density product tht applicable Surface Burning Characteristics are as follows: * Flarne Spread and Smoke Developed recorded while material remained in the original test position- Ignition of molten residue on the furnace floor resulted in E1ame travel egmvalcnc to calculated flame spread classificadbn of 4 and smoke developed c!Wificadon of So to 2$8. The only evidence UL provides to identify products which have been produced under its Clifi isificatlon�Marlting on the product Service or is 'the appearance of the cation accompanying Certificate). Please contact us if you have any .questions or comments on the above. Si+isot�ig rV .a '. o�e.r�e a f•+Mr�.v. Comfort Line Evaluation Summary 26 MANUFACTURING Mr. Ray Lyons Urban Industries. Inc. 224 South Rlblot St. Po Box 27, Galion, Oh. 44833 Dear flay. Alk)w me to mt1wer the several questions posed to us concerning our EPS product 1. Our material passes bath F.M. test 44M and U.L.test 1258. I A bromine compound is added as aflame retardent to meet fire codes. It is Introduced to the product during the impregnation of pentane (the blowing agent). 3. Flame .spread will not exceed 10 and smoke development vdl not exceed 130 at erly density. Pease teal free to Calf if you have any questions, Ray, Thank you to you and Urban for your continued interest loyaity to Falcon. Sincerely, FALCONI MANIJFACTURING Dirk A. Buth, Prestdent OAS/mvk cc: Dennis VanOop FAjCOM FOAM V3 e+sutAMON/PACXMNG am BYRON CENTER ROAD / B"ON CENTER, MICHIGAN 42315 (518)878-15&3 FAX (816)8T8r9942 Comfort Line Evaluation Summary 27 , �rtye� � /tJiv1tc70R� A.. A AA - ake �r� r Aasatl L.Yn µak•�!er. P.:E.,P.S. C1 G-1-4-Arls 9 Inca SZ July 17,2000 TO Whom It May Con=r*n. This will cenify the 7116 inch o6mted sttsnd board(OW) uscd in-ream pl'"t'ClOSl3 aompmita p=44 manufacturedby Galion,Uhio'is cquiwalcnklo plywood sheathing in terms-of sfructeM iateoty vmdit+e resistuoez as allowed in the BOCA National Building Cod ,in.paragraph 2603.4.1.5. 2603.4.1.5 RooCng:Foam plaide in a roof eovoriag aestmbly that_amploys a woad roof deck without the thermal barrier shall have the foam plastic separated from the interior of-the building by a wood structure Plod shcaathing ar tongue-and— groove wood pjank sheathing not.'I03-thaft AAMZ inch 111mml In tbick=s or other Approved materials. All wood strueturatpytad roorsheathingshall be hajodsd-with exteriar glue with edges supported by blockl4t,tongue-sad-groovo joints or alder approved type of cdga•suPpbr t. In addition,the f0 m_plastic ustdi u'%the panels taV5c3 with FM 4450=d UL 12S6. 7Ehereforc,these composite purls may be used in.roofing% tktou%OMM44 ter cr. Sinnudy,. �+ •...6 eDn •'� AOTtEM Robert Lyn ,P.B.,Ps.• *; till t1r , Comfort Line Evaluation Summary .28 `R" VALUES resistance to tem eratur Expanded Polystyrene 4.2 Per Inch 1 .0 lb Density 4.5 Per Inch 1.5 lb Density 4.7 Per Inch 2.0 lb Density Extruded Polystyrene 5.0 Per Inch Isocyanurate 7.1 Per Inch 1/8" Hardboard .21 Per Sheet [Y,-" Drywall .10 Per Sheet 7/16" OSB .50 Per Sheet 7/8" Low-E/Argon 4.25 Center Glass * Suntarra Sunrooms Comfort Line Evaluation Summary 29 ITEMS REQUIRING VERIFICATION The following items are related to the installation of the data subject,but are not within the scope of this evaluation. However,these items are related to the determination of code compliance: Product identification consistent with this data. APPLICATION FOR PERMIT To aid in the determination of compliance with this data,the following represents the minimum level of information to accompany the application for permit: Construction documents consistent with this report. The individual preparing such documents shall be competent and qualified_in the application of the structural design principles involved, and shall possess the registration or license required in accordance with he professional registration laws of-the state in which the project is constructed. The following items, at a minimum, shall be provided on the construction documents: • Analysis of roof assembly • Connection details • Investigation determining that the roof design provides drainage to prevent ponding. PRODUCT IDENTIFICATION Comfort Line Roof Panels manufactured by Urban Industries in accordance with this data shall bear the following identification: • Label that identifies the panel manufacturer,model number and panel type. • Comfort Line name Comfort Line Evaluation Summary 30 *0 Y N AIR�Bri� CON, ca r wwMA 1 M N 529 C IANCEFVER ➢\ .'.O 314 �• CxnMa�.�` ?ONA�y.� s Diu �AL �tg111N)r'0 4 (a �� rD1- �YN M4� tii tFgr �.I�J r o � 4 * � � = o �• W �`� as 9 lM6t a,�► F8S! E��\� AWL � OVAL 11/11t1 � - ®9e�C1®7i51� htlt8 1 o�O SQK LY N Pd `1- �Igllll/j � %YN Q�� o`tiAc FN D �Pa j �qp �r� 9.0ko v * f owa *� i 05i 1 1 ,, 1 �' .,� i Ar�oR f�. .►use.-• F-. � ��' � �j�!�"�'�'�l+la\�A�'�,, � Id,'�it;rlL��Yi4�.t}:z�"'+.•j�� of Lou �,�'►. �p ��a �N rt1{�1 ft �1� r* �{r • JAA BO ER • as 1 �. •`•fir ('S;�`� lEi<f1 t FN6gt�R � TONAL lt�bi�`,,� IN1 .4�1�/1111i11EO ugfill 1� ENO Comfort Line Evaluation Summary 31 b R� OFf "w� y QQpFESSIp PR '�r � � 5'�`� N�N E f,rssi � °fi A�.p�P �� Ada man+ram; 20252 GON tAHOt �1Y JS Zaps �' QN MA � W ES S I G p�P [1tOBERTLIft (o ��ttatu ,�p � ,`1- ,O ,\\\ ZK �1•4OQ•"tiG. AMOML �� t�', ewe' •�� o0. $ +�� 1100888Vefio= Rtit D 801S y4 �y1V}A JJ ��iR OSIO MM ML ♦�t{{ttllrrp�� to BA�THD ASP tit it 1p of V 17 SC z N�IilllyyAe Tf , d111N� ♦ ♦ ,�� 44 ?�,'�� , to« C� t •� - �� !A KE � �c� d. S EOM YRUS an.�, �rirnnlct►t` i Comfort Line Evaluation Summary 32 ,�tltnnm11111pp�� i yy►v►l wbfMrYrq� co pF MIC �wi,,, o� l�llnrrr►�� A�� rN,....... y1' lupp sir V NAL Mn st f •A"+ � � � t a�s . . N 4 C wnuWORM� \\\111i1111!/ p4' r�pNTA_jj� � f Allas BE .< ss 9`C'—, E R iI ti J A OF Ml8 �anmeuur„/ «. �, ��ruu►q p41 Si t.CIV14Ar m 217 , �i .. •. .� 2e 1jFOF NEB�� lb ST lot: ,u co = 65 Comfort Line Evaluation Summary 33 TM Nonmetallic Electrical Raceway Suntarra Sunroom Electrical Channel MOulding Vinyl Channel Moulding has 3 compartments to organize wires. See engineering specifications below. WIRE FILL TABLE compartment Position A o B (Middle) C (Bottom) Fill Rate 40% 40% 40% Wire Type Size O.D. Number of Conductors 321 Power #14 13 22 19 THHM/T90 #12 9 15 12. #10 6 11 S Voice/Data 6 Pair 2 3 3 #24 UTP 4 Pair 4 6 5 34�� Coaxial Cable 20 Gauge 3 5 4 RG59/9 Order By Components • Colors: White or Almond Underwriters Laboratories Inc. • Two Piece Base Molding-Available in 96"lengths only Surface Nonmetallic Raceway Fittings • Four Piece Door Trim Angles_Available in kits only Link to File: RJYT.E222669 • Outside Corners—Order individually Surface Nonmetallic Raceways • Inside Comers—Order individually Link to File: RJTX.E222668 • Receptacle/Switch Boxes—Order individually CAUTION! [Before you start, turn off the power! Trip breaker or remove fuse controlling the circuit on which you are working. Proper installation should comply with local electrical codes. Use in dry, indoor locations only. Comfort Line Evaluation Summary 34 Toe wl 4 Y ' s Y 4 6, 'o ✓ * Wns if pf + r � J s- y ,� i �::8 � .J� '".�'' �- ` i .vat • - i E a0+ r , t r P 1 F P �` Gt , y A ♦ r .a '9 j 4 a r ;r f r r ? . r s _ r fi Y V �.v { r� ' ^'( Fj . �. ...a...a- t.� ....w... m r `w S iiiii Will gi -- - __ V sE .% J� j r£ R �, � �`. �e :., ,4' �5. .� �� i t � _ •�.o-t t � � X��"�� , ,� _�� , -e �, �, �,, �Y _. � �- � �� k � � + r _, - ��; i'- ' eta �i r _ ,., � �� =� , a -• a - - � -. � _ i,�� r �. -�-- ` . ; r, _- .� � � ;: x � - �.�_ y .. a� l t % t __ r m t .� t _ t��t .�`." ..au 7� S a 1 �� ;� � � , ;� „`�=. ` �. _ � .<� � '' � , it � � �. � . � - _� � �: 1, � e �` _ � �ti �3 n. .* � � � p, r — �i. �. a ' ,:. xi.. .,. _ .�1 iil.. _ 3 � d u .. •� A � - �}. .. �.. � ..._e. s ,<., r -_ y - �� _ �� .� �, � � x � �� . . 1 � .>. ,, ��,., - J .. �- „. ;� �� r ` ��. -� �' �� I �r�4 _ ._ ��`.� '�s `� - O CMA) w } x 't 00 i m cn } r # tr ¢ y 'y s I � i • t � t J Ik �f�: CAI, ..- r- r .. 31 * r. 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Bk 17324 Ps 20 i 1 435879 0.7-24-2003 a 12 a 1`?€s C, Town of Barnstable BA"'r`'' ' ' Zoning Board of Appeal 9 Decision and Notice .`�'` 2 7 '` 3 ► 9 Appeal 2003-085 Special Permit-MacDonald Section 44.3 Nonconforming Buildings&MGL Ch.40A,§§6 Demolition and Reconstruction on an Non-conforming Lot Summary: Granted with Conditions Petitioner: John MacDonald Property Address: 98 Woodland Avenue,Hyannis,MA Assessor's Map/Parcel: Map 269,Parcel 063-003 Zoning: Residential B&Wellhead Protection Overlay Districts Background and Review: The subject locus is an undersized lot of 0.59-acres and was originally two lots created by a 1964 plan entitled "Subdivision of Land in Hyannis -Barnstable Mass.property of Edward J.Chaplin," recorded in Plan Book 186 page 39. The Assessor's record identified the dwelling on the lot as a one-bedroom,one-story structure of 512 sq,ft.the existing dwelling is non-conforming with respect to the front yard setback There also is a detached shed of 180 sq.ft.located on the property. According to the application and the Assessor's records,the property has recently transferred to Yvonne MacDonald. The applicant is seeking special permit finding and.a decision in accordance with Section 4-4.3 and MGL Chapter40A,,Section 6 to demolish the existing structure and reconstruct a new single-familydwelling on the property. The new dwelling is a proposed two-bedroom geodesic dome type structure. The location of the new dwelling conforms to today's required setbacks for the district. The applicant has communicated that he intends to reside in the existing cottage until the new home is complete and then demolish the cottage. Procedural&Hearing Summary: r This appeal was filed at the Town Clerk's Office and at the Office of the Zoning Board of Appeals on May 06, 2003. A public hearing before the Zoning Board of Appeals was duly advertised and notice sent to all abutters in accordance with MGL Chapter 40A. The hearing was opened June 18,2003,at which time the Board found to grant the special permit. Board Members deciding this appeal were;Richard L.Boy,Thomas A.DeRiemer, Jeremy Gilmore,Randolph Childs and Board Clerk,Ralph Copeland the Acting Chairman. Mr.John MacDonald represented himself at the hearing. He gave a quick presentation of the proposed home to be built and noted that it conforms to all setback requirements for the district. The Board questioned the area of the proposed home and Mr.MacDonald stated that the main floor was 1,430 and that the loft area was 310 sq.ft. for a total net area of 1,430 sq.ft. The height was given as 28.6 feet above finished grade. The diameter of the dome itself would be 36-feet. Public comment was requested and no one spoke in favor or in opposition to the request. Findings of Fact: At the hearing of June 18� 2003 the Board unanimously made the folio -. wing findings of fact: . . t Bic 16027 P9 219 110026 12-04-2002 a 03217P - QUITCL"MDEED I, YVONNE MACDONALD,'ol:Hyannis,Massachusetts for consideration paid in the amount of NINETY-FIVE THOUSAND&60/100 ($95,000.00)DOLLARS grant to' JOHN M. MacDONALD AND SUSAN E.CARD,as Joint Tenants,of 98 Woodland Avenue, Hyannis,Massachusetts WITH QUITCLAIM COVENANTS The land situated in Hyannis,Barnstable County,Massachusetts,together with the buildings thereon, being bounded and described as follows: _ Beginning at a cement bound at the Southwest corner of the said premises and on the Easterly side of Woodland Avenue by Lot 3 shown on plan hereinafter mentioned;thence running; NORTH 80 32' 20"East by Woodland Avenue a distance of 159.50 feet to a cement ' - bound at 40 foot way shown on said plan;thence running SOUTH 790 31' 20"East by said 40 foot way a distance of 164.79 feet to a cement bound at Pontiac Street;thence running SOUTH 90 00' 00"West by Pontiac Street a distance of 154.03 feet to a cement bound at said Lot 3;thence running NORTH 81°25'30"West by Lot 3 a distance of 163.43 feet to a cement bound and the point of beginning. Being LOTS 4 and 5 as shown on plan entitled,"Property of Edward I Chaplin...May 29, 1964,"recorded with Barnstable County Registry of Deeds in Plan Book 186 Page 39. Subject to and together with all rights,easements,restrictions,reservations and encumbrances of record insofar as the same are in force and applicable. For title see deed recorded in Book 15163;Page 77:° PROPERTY ADDRESS: 98 Woodland Avenue,Hyannis,MA 02601 WITNESS my hand and seal this 4th day of December,2002. Y e MacDonald COMMONWEALTH OF MASSACHUSETTS Barnstable, ss. December 4, 2002 Then personally appeared the above-named YVONNE MACDONALD and acknowledged the foregoing instrument to,be her free ac d deed,before me, No j J.My commission exire 4105 COUNTY EXCISE TAX REG # 01 BARNSTABLE --------------------- 12I04/02 4:30P14 01 DATE 12.04.'02 RED 000000, #9228 f TAX $216.60 FE $324.90 Cam �324_?� - -- ; - TOTAL $21�3.60 -- CASH $216.60 } CLERK 1 NO.035269 TINE 16:08 1111 BARNSTABLE REGISTRY OF DEEDS IMPORTANT MESSAGE FOR A.M. DATE ' - TIME A P.M. M , OF PHONE �� 7 AREA CODE .NUMBER TENSION ❑ FAX Cl MOBILE AREA CODE NUMBER TIME TO CALL TELEPHONED PLEASE CALL _CAME:TO SEEYOU _WILL;-CALL AGAIN 11VANTS.TO SEEYOU RUSM RETURNED YOUR CALL SPECIAL ATTENTION' MESSAGE Au trtzRlo_� SIGNED FORM 3002S " MADE IN U.S.A. 1 Gj its Toro: A woman called asking for a Certificate of Occupancy for the property on: 98 Woodland Hyannis She tells us it is a potential purchase for her son to live there. The property has apparently been uncccupied for several years and in some disrepair. We are not able to find anything on this property. Could you speak with her. Angela tells me an inspection would be required to issue a certificate of occupancy which would cost her $75. Name: Yvonne MacDonald Phone: 362-8771 Village: Barnstable (where she lives) kc �-e v u -�- ---.� ) e D �� ro-Z- t AS, 0-1 TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map cot to c Parcel'O LO �O Permit# 4/ � � � �� a Health Division � Date Issued � i Conservation Division O.� � ��j` w� ��'' Application Fee '�� Tax Collector Permit Fee a l�� . Treasurer SZ.7 '' C7C':L-71 Pr U31T CE IN a i 4"LLeD I� C011PLIANICE i Planning Dept. �" �r V„TH MLE 5 Date Definitive Plan Approved by Planning Board w �}- / ENVK�O EMTAL CODE AW TO''; J I67CULATIONS '� i Historic-OKH Preservation/Hyannis � d 7 0 7 33 �7SS,0 Project Street Address Village Owner lDiaw) �[_1�p,r.��.fl / Sty�� WZ> Address q� L�r90D%�yyfl �� - P IA',Uv:r.i Telephone r0:2 - 5f a I - 6B C!, �6'lr��`��tiv�� L�� - � - -17o 1�d (C-AFLo'� Permit Request Square feet: 1st floor: existing proposed 19'00 2nd floor: existing proposed `00 Total new 17 6 0 Zoning District Flood Plain Groundwater Overlay Project Valuation!a,, rOO Construction Type U)Q� .t-i+t,F Lot Size `�,�, '7 1, Grandfathered: ❑Yes ❑No If yes, attach supporting documentation. Dwelling Type: Single Family ez" Two Family ❑ Multi-Family(#units) Age of Existing Structure Historic House: ❑Yes ❑No On Old King's Highway: ❑Yes ❑No Basement Type: ❑Full ❑Crawl ❑Walkout her Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) Number of Baths: Full: existing new I Half: existing new Number of Bedrooms: existing new �- Total Room Count(not including baths): existing new First Floor Room Count Heat Type and Fuel: &as ❑Oil ❑ Electric ❑Other Central Air: ❑Yes Flo Fireplaces: Existing New Existing wood/coal stove: ❑Yes ❑No Detached garage:❑existing ❑new size Pool:❑existing ❑new size Barn:❑existing ❑new size Attached garage:❑existing ❑new size Shed:❑existing ❑new size Other: Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ Commercial ❑Yes W o If yes,site plan review# Current Use OR, K-1: Proposed Use BUILDER INFORMATION Name G'U_J Telephone Number Address License# A`Ny-)95 4, Home Improvement Contractor# Worker's Compensation# ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BETAKEN TO 1'"a aJ!C, /A 1ZL SIGNATURE DATE L-) FOR OFFICIAL USE ONLY t - Y PERMIT NO. DATE ISSUED MAP/PARCEL NO. ' ADDRESS VILLAGE OWNER DATE'OF,INSPECTION: FOUNDATION FRAME IQ h? Q" A 5 INSULATION FIREPLACE ELECTRICAL: , ROUGH FINAL PLUMBING: ROUGH . f FINAL ' GAS: ROUGH FINAL ' FINAL BUILDING Z11 DATE CLOSED OUT at ASSOCIATION PLAN NO.: > mac: .a 1 r r 'SHE I, Town of Barnstable CF Regulatory Services ■ARNSTABLE Thomas F.Geiler,Director Building Division QED MP'I A Tom Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 HOMEOWNER LICENSE EXEMPTION (� Please Print DATE: . (� I JOB LOCATION:. 5( � � ��aJh L.�c l _ 14`'hw r number street village ' "HOMEOWNER': OIA-1 "At�nb24„ � name pp home phone# work phone# CURRENT MAILING ADDRESS: city/town state zip code The current exemption for"homeowners"was extended to include owner-occupied dwellings 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 supervisor. DEFINITION OF HOMEOWNER Person(s)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 constructs 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(?fficial,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 Department minimum inspection procedures and requirements and that he/she will comply with said procedures and requir ments. ""( kL-.4a Si ture of Homeowner 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 homeowner performing work for which a building permit is required shall be exempt from the provisions of this section(Section 109.1.1-Licensing of construction Supervisors);provided that if the homeowner engages a person(s)for hire to do such Work,that such Homeowner shall act as supervisor." Many homeowners who use this exemption are unaware that they are 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 homeowner hires unlicensed persons. In this case,our Board cannot proceed against the unlicensed person as it would with a licensed Supervisor. The homeowner acting as Supervisor is ultimately responsible. To ensure that the homeowner is fully aware of his/her responsibilities,many communities require,as part of the permit application, . that the homeowner certify that he/she understands the responsibilities of a Supervisor. On the last page of this issue is a form currently used by several towns. You may care t amend and adopt such a form/certification for use in your community. Q:forms:homeexempt The Commonwealth of Massachusetts Department of Industrial Accidents � = '..:� 011fcrc!lQras110a17oas 600 Washington sweet Boston,Mass. 02111 Workers' Com ensidon TL•••*�=s='AMdavif AM! �icatson -✓A�Ll�.rJ 'City •'��/�,N,ryg' r� ohotte� ��g.�g0 t —d DS'� ❑ I am a h=wwarr Pcffc=ag all work myself ❑ I am a sole 'etor and hava:no one MEi=f is any M= ' .Cl 'ob. ,...tm thts �vozkrss for $ 1 m9 ..... :.. 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Fa�mre to sfoeazs c+oress�as ssgsdesd cedar Beetfos 2SA otMQ.1S2 eslsi to td�etes�ai pma@fa of s t3os�f,o f;1.S00.oC smd/or CM Tama umptisu wdl u dTfi pc ddm fa the torn of a STOP wu OBDF.Bsalat�s o[i100.00 dsT s ma:Imsdsa�taod cM of a&s wussmt my be torwu'ded to tha Ouse of IareadVcdr m of fhf m for.cv"=P I do hucby uadQ tJu p�u astd rltallia afPa1�9 prt�nrdedtsbo�+r is truer�d carted Date Ligo 3igaatQre . oindss me entl do not wefts in thbs arcs to b4 eomplefed b7 dty os towe of"Ad cHy or town: p�icraBuMinu rY Q ;`ao ❑sdec=en!s Omtt ❑chrckif mediate resPonsa is regmred ❑Health D epat=zc-, eo:stad person: pbm.N; ❑0thzr (terfwn 9/9S PIAI r Information and Instructions ' Massachusetts General Laws chapter 152 section 25 requires all employers to provide workers' compensation forth_ar employers. As quoted from the."law", an employee is defined as every person in the service of another under any rani-:— of hire, express or implied, offal or written. An employer is defined as an individual, partnership, association, corporation or other legal entisv, or any two or more of the-foregoing engaged in a joint enterprise, and including the legal representatives of a decrzsed employer, orthe rec.-t<'e: :: truster of as individual,partnership, association or other Legal entity, employing employees. However the owner of a dwelling house having not more than three apartment and who resides them, or the occupant of the dwelling house of another who employs persons to do maintenance, construedoa or repair work oa so&dwelling house or am the mmd s c. building appurtenant thereto shall not because of such empioymcat be deemed to be as employer. MGL chapter 152 section 25 also states that every state or Iocal•licensing ageney.shall withhold-the issuance or renewal of a license or permit to operate a business or to construct buildings in the commonwealth for any applicant who has not produced acceptable evidence of compliance with the insurance coverage required. Additionally,ntid=the commonwealth nor any of its political subdivisions shall enter unto any coact forge performance of public wow arras comp acceptable evidence of liancc ur with the insance regturemcats of this chapter have been presented to the ccn authority. - Applicants easatioa affidavit completely, the.boxtbat lies to your and Please fill is the washers' comp amp by �p surpp1VMS cozmpaay names,address and phone numbers along with a certificate-afinsmaacc as an affidavits maybe submitted to the Department of Industrial Accidents far of8°. Also be sere to sign and date the affidavit .The affidavit should be.returned to the city or tow nt1=the applicaaiaa for the pc=dt or Krus e is bring r dus not the Department of Intrial Accidents. Should You have=y�ons regarding the`law"or if ycu arc required to obtain a worl= cpmpensa3�policy,please Cin the Deparumr�atthe mrmber listed below. . City or Towns Please be sure that the affidavit is complete and.printed legibly The Dartmeat h. � as d P� the ed a space at the b-Pl�se ourn=of the aiidavrt fur your to fm out is the event the Office of •has to contact you regarding applicant.rya t be sure to fill in the p r*mT+nic=se mmmber which wi11 be ust as a refcrmtx number. The affidavits maybe the Department by mafi or FAX unless arbor arrangementshave hem invade. pgt� of Investigations world Iike to thank you in advance for you cooPecatiaa and should you have nay qucsdons. Theplease do not hesitate to give us a caII. ROOM The Deparanemt's address,telephone and faxm=ber. The Commonwealth Of Massachusetts Department of Industrial Accidents Me at lavestioatians 600 Washington Street Boston,Ma. 02111 fax 0: (617) 727-7749 phone#: (617) 727-4900 exL 406, 409 or 375 Permit Number REScheck Compliance Certificate Checked By/Date Massachusetts Energy Code RES check-Software Version 3.5 Release lb Data filename: C:\Program Files\Check\REScheck\MacDonald.rck CITY: Hyannis STATE:Massachusetts HDD: 6137 CONSTRUCTION TYPE: 1 or 2 Family,Detached HEATING SYSTEM TYPE: Other(Non-Electric Resistance) DATE: 04/28/03 DATE OF PLANS: 4/28/03 PROJECT INFORMATION: MacDonald/Card Residence 98 Woodland Ave. Hyannis,Ma. COMPLIANCE:Passes Maximum UA=333 Your Home UA=274 17.7%Better Than Code(UA) Gross Glazing Area or Cavity Cont. or Door Perimeter R-Value R-Value U-Factor UA Ceiling l: Cathedral Ceiling(no attic) 2699 38.0 0.0 73 Skylight:Natural Spaces: Wood Frame,Double Pane 10 0.490 5 Wall 1:Wood Frame,24" o.c. 1050 38.0 0.0 34 Window: 2446: Vinyl Frame,Double Pane with Low-E 48 0.340 16 Window: CN 235: Vinyl Frame,Double Pane with Low-E 12 0.340 4 Window: A 41-. Vinyl Frame,Double Pane with Low-E 32 0.330 11 Window: AW 51: Vinyl Frame,Double Pane with Low-E 24 0.330 8 Door: 3068 W/SIDELITES: Solid 34 0.350 12 Door:FWG 8068: Glass 53 0.330 18 Door:FWG 6068: Glass 40 0.330 13 Floor 1: All-Wood Joist/Truss,Over Unconditioned Space 1700 19.0 0.0 80 Furnace 1:Forced Hot Air, 90 AFUE COMPLIANCE STATEMENT: The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the Massachusetts Energy Code requirements in RES checkVersion 3.5 Release lb (formerly MEC chec,�and to comply with the mandatory requirements listed in the RES checkInspection Checklist. The heating load for this building, and the cooling load if appropriate,has been determined using the applicable Standard Design Conditions found in the Code. The HVAC equipment selected to heat or cool the-building shall be no greater than 125%of the design load as specified in Sections 780CMR 1310 and J4.4. A Builder/Designer Date RESch,?ck Inspection Checklist Massachusetts Energy Code REScheckSoflware Version 3.5 Release lb DATE: 04/28/03 Bldg. Dept. Use Ceilings: [ ] 1. Ceiling 1: Cathedral Ceiling(no attic),R-38.0 cavity insulation Comments: Above-Grade Walls: [ ] 1. Wall 1:Wood Frame,24" o .c.,R-38.0 cavity insulation Comments: Windows: [ ] 1. Window: 2446: Vinyl Frame,Double Pane with Low-E,U-factor: 0.340 For windows without labeled U-factors, describe features: #Panes Frame Type Thermal Break?[ ]Yes[ ]No Comments: [ J 2, Window.- CN 235:Vinyl Frame,Double Pane with Low-E,U-factor: 0.340 For windows without labeled U-factors,describe features: r #Panes Frame Type Thermal Break?[ ]Yes[ ]No I Comments: [ ] 3. Window:A 41:Vinyl Frame,Double Pane with Low-E,U-factor: 0.330 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break?[ ]Yes[ ]No Comments: [ ] 4. Window:AW 51.-Vinyl Frame,Double Pane with Low-E,U-factor: 0.330 For windows without labeled U-factors, describe features: #Panes Frame Type Thermal Break?[ ]Yes[ ]No Comments: Skylights: [ ] 1. Skylight:Natural Spaces:Wood Frame,Double Pane,U-factor:0.490 For skylights without labeled U-factors, describe features: #Panes Frame Type Thermal Break?[ ]Yes[ }No Comments: Doors: [ ] I. Door: 3068 W/SIDELITES: Solid,U-factor: 0.350 Comments: [ ] 2. Door:FWG 8068: Glass,U-factor: 0.330 Comments: [ ] 3. Door:FWG 6068: Glass,U-factor:'0.330 Comments: Floors: [ ] 1. Floor 1: All-Wood Joist/Truss,Over Unconditioned Space,R-19.0 cavity insulation Comments: Y Heating and Cooling Equipment: [ ] 1. Furnace 1:Forced Hot Air,90 AFUE or higher Make and Model Number I Air Leakage: [ ] I Joints,penetrations,and all other such openings in the building envelope that are sources of air I leakage must be sealed. [ ] I When installed in the building envelope,recessed lighting fixtures I shall meet one of the following requirements: 1. Type IC rated,manufactured with no penetrations between the inside of the recessed fixture and ceiling cavity and sealed or gasketed to prevent air leakage into the unconditioned space. 2. Type IC rated,in accordance with Standard ASTM E 283,with no more than 2.0 cfin(0.944 I L/s)air movement from the the conditioned space to the ceiling cavity. The lighting fixture shall have been tested at 75 PA or 1.571bs/ft2 pressure difference and shall be labeled. Vapor Retarder: [ ] I Required on the warm-in-winter side of all non-vented framed ceilings,walls, and floors. I Materials Identification: [ ] I Materials and equipment must be identified so that compliance can be determined. [ ] Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment must be provided. [ ] Insulation R-values,glazing U-factors, and heating equipment efficiency must be clearly marked on the building plans or specifications. I Duct Insulation: [ ] I Ducts shall be insulated per Table J4.4.7.1. I Duct Construction: [ ] All accessible joints,seams,and connections of supply and return ductwork located outside conditioned space,including stud bays or joist cavities/spaces used to transport air, shall be sealed using mastic and fibrous backing tape installed according to the manufacturer's installation instructions. Mesh tape may be omitted where gaps are less than 1/8 inch. Duct tape is not permitted. [ ] I The HVAC system must provide a means for balancing air and water systems. Temperature Controls: [ ] I Thermostats are required for each separate HVAC system. A manual or automatic means to partially restrict or shut off the heating and/or cooling input to each zone or floor shall be provided. I Heating and Cooling Equipment Sizing: [ ] I Rated output capacity of the heating/cooling system is not greater than 125%of the design load as specified in Sections 780CMR 1310 and J4.4. i Circulating Hot Water Systems: [ ] I Insulate circulating hot water pipes to the levels in Table 1. Swimming Pools: - [ ] I All heated swimming pools must have an on/off heater switch and require a cover unless over 20% of the heating energy is from non-depletable sources. Pool pumps require a time clock. I Heating and Cooling Piping Insulation: [ ] I HVAC piping conveying fluids above 120 OF or chilled fluids below 55 OF must be insulated to the levels in Table 2. Table 1: Minimum Insulation Thickness for Circulating Hot Water Pipes. Insulation Thickness in Inches by Pipe Sizes Heated Water Non-Circulating Runouts Circulating Mains and Runouts Temperature(F) Up to 1„ Up to 1.25" 1.5"to 2.0" Over 2" 170-180 0.5 1.0 1.5 2.0 140-160 0.5 0.5 1.0 1.5 100-130 0.5 0.5 0.5 1.0 Table 2: Minimum Insulation Thickness for HVAC Pipes Fluid Temp. Insulation Thickness in Inches by Pipe Sizes Piping System Types Range F 2"Runouts 1"and Less 1.25"to 2" 2.5"to 4" Heating Systems Low Pressure/Temperature 201-250 1.0 1.5 1.5 2.0 Low Temperature 120-200 0.5 1.0 1.0 1.5 Steam Condensate(for feed water) Any 1.0 1.0 1.5 2.0 Cooling Systems Chilled Water,Refi-igerant, 40-55 0.5 0.5 0.75 1.0 and Brine Below 40 1.0 1.0 1.5 1.5 NOTES TO FIELD (Building Department Use Only) Affidavit of Substantial Financial Interest I, 1a tavJ H of on oath depose and state as follows: 1. 1 am an applicant for a building permit for the property located at Map , Parcel The address of the property is 2. 1 have Sb % legal or equitable interest in the real property which is the subject of the building permit application which is identified in paragraph 1 above. 3. Within in the last twelve months from today's date, which is/1nn_st :�q l0ol the following individuals or entities have had a 1% or greater legal or equitable interest in the real property which is the subject of the building permit application which is identified in paragraph 1 above: Name Address Ave. `I otiv,V* � G w��-p `� �lns I •�.� �Z O�� ,ry s�iJ�1�L t 4. Within the last twelve months, from today's date, which is , I have had a 1% or greater legal or equitable interest in the following properties which have been the subject of a building permit application: Map/Parcel Address 5. Within this calendar year, I have submitted building permit applications for property in which I have a 1% or greater legal or equitable interest. 6. Within the last ten days, I have submitted building permit applications for property in which I have a 1% or greater legal or equitable interest. 7. Within this month, I have submitted © building permit applications for property in which I have a 1% legal or equitable interest. 8. Within this month, I have received © building permits for property in which I have a 1% legal or equitable interest. Signed under the pains and penalties of perjury, this J day of Ate, 2003 2001-0050/affin 1 Q/LOTTERY/AFFIDAVIT RESIDENTIAL BUILDING PERMIT FEES ' APPLICATION FEE New Buildings,Additions $50.00 ' �U Alterations/Renovations $25.00 Building Permit Amendment $25.00 FEE VALUE WORKSHEET �w NEW LIVING SPACE square feet x$96/sq.foot= 7 G ��=x.0031= c o S plus from below(if applicable) ALTERATIONSIRENOVATIONS OF EXISTING SPACE square feet x$64/sq.foot= x.0031= plus from below(if applicable) g ACCESSORY STRUCTURE>12.0 sq.f� >120 sf-500 sf $35.00 >500 sf-750 sf 50.00 ' >150 sf- 1000 sf 75.00 >1000 sf-1500 sf .100.00 >1500 sf-Same as new building permit: square feet x$961sq.foot= x.0031= t STAND ALONE PERMITS Open Porch x$30.00= (member) Deck x$30.00= (member) Fireplace/Chimney x$25.00= (number) Inground Swimming Pool $60.00 Above Ground Swimming Pool $25.00 Relocation/Moving $150.00 (plus above if applicable) Permit Fee projcost V NaturWSpaces Structural Engineering Standard 36' Diameter. for Susan CCard/ John MacDonald y^� q q Wojc> Dome Site: 98 Woodland Ave Hyannis, MA 02601 Date: .July ,\k.OF 414ss9c FERNAND m l o �NEZ No.29652 �0 9FGlSTEQ'� �� I FSS/ONA1 STRUCTU RALDESIGN/REVI EV1 BY E.J. SANCHEZ, RE. . { . t PAUL DURAND, P.E., S.E. . TITL.': SHEET OF ! DATE: 1 f, PLAN VIEW TITLE: [GZt2 0T IZA L R,11.�j SHEET I OF I3 Page 2 The structural calculations in this booklet are based on a Natural Spaces' 3 frequency domes to 40' diam. and 4 frequency domes to 49' diam (see page 4/13).. The standard engineering loads used were a 100 psf snow load in combination with a 90 mph wind load (see page 3/13 for a full listing of load combinations used). The calculations shown would apply to all similar or smaller standard Natural Spaces domes utilizing the same loads or lessor loads. DOMES BY: NATURAL SPACES, INC. 37955 BRIDGE ROAD NORTH BRANCH, MN 55056 P��'` °F P4 Phone: 651-674-4292 Fax: 651-674-5005 �`� 9� � SA G A SA CHEZ -7 No.29652 9 O 90�, �G'/STERN STRUCTURAL ENGINEERING BY: FS810NAI�NG\ PAUL DURAND, P.E., S.E. 18966 MUIRKIRK DRIVE NORTH RIDGE, CA 91326 STRUCTURAL DESIGN/REVIEV� 818-360-0778 Phone & Fax BY F.J. SANCHEZ, PB� TABLE OF CONTENTS PAGE ISOMETRIC & PLAN 1 NODE NUMBERS 2 LOAD COMBINATIONS 3 DOME DATA 4 MEMBER ANALYSIS 5 LOAD SUMMARY, SUPER-WALTM CALCS. 7 STRESS CONTOURS 8 STRUTS 10 STRUT FORCES 11 } LATERAL 12 SUPER-WALTM CONNECTOR INFO 13 HANLEY STUDIES, APPENDIX PAUL DURAND, P.E., S.E. TITLE: �12 I LIT 1-1 bN-!Ez 0:,! SHEET OF s� DATE: 4.46 r 1730 45 Z- 22 -14 r R 43 LR ��• , 3- 4 56 55 TITLE: •�bl Ion SHEET 2 OF 13 r LOAD COMBINATIONS DEAD LOAD' + ROOF (SNOW) 14 . 9 58 . 6 = 73 . 6 CONTROLS 14 . 9 /0 . 9 58 . 6 /1 . 15 = 67 . 6 DEAD LOAD + WIND (EARTHQUAKE) 14 . 9 /1 . 33 + 15 . 7 /1 . 33 = 23 . 0 14 . 9 /0 . 9 + 15 . 7 /1 . 33 = 28 .4 DEAD LOAD + 1/2 SNOW + WIND 14 . 9 /1 . 33 + 29 .3 /1 . 33 + 15 . 7 /1 . 33 = 45 . 1 14 . 9 /0 . 9 + 29 .3 /1 . 15 + 15 .7 /1 . 33 = 53 . 9 DEAD LOAD + SNOW + 1/2 WIND 14 . 9 /1 . 15 + 58 . 6 /1 . 15 + 7. 9 /1 . 15 = 70 . 8 14 . 9 /0 . 9 + 58 . 6 /1 . 15 + 7 . 9 /1 . 15 = 73 . 5 CONTROLS DEAD LOAD + + SNOW + EARTHQUAKE 14 . 9 /1 . 33 + 58 . 6 /1 . 33 + ' 6 . 9 /1 . 33 = 60 . 5 14 . 9 /0 . 9 + 58 . 6 /1 . 15 + 6 . 9 /1 . 33 = 72 . 7 CONTROLS I,DPd G�l1� DOME DATA GENERIC DOME SHELL-40 ' DIA. - ----- - - ----- - - -- - - - ---- - -- --- - - -- ----- - - - -- - --- ------ - -- -- - - - CONSTRUCTION: Wood frame struts with plywood skin. BREAKDOWN: 3 frequency icosahedron to 40 ' dia . , 4 frequency to 49 ' dia. formed from 60 panels in a 1/2 sphere with five natural openings CONNECTIONS : 2X6 wood edge struts along dihedral lines with "Superwal" connecto Domes, are assumed to be resting directly on a foundation or riser wall system. ---------------------- -----------------------7-------- ----- ------ - LOADING: --------------------------------------------------------- DEAD LOAD: 10 psf maximum applied to the total surface of the dome . SNOW LOAD: Reduced according to Code formulae for sloping roof panels . WIND LOAD: Applied against the vertical projected areas and induced at each node according to the tributary areas assigned with the node . LIVE LOAD: —" Code minimum of 12 psf is significantly lower than the 20 psf used in the computer runs . SEISMIC LOADS : Seismic loads become a factor on snow loads of 200 psf in Zones III or IV which requires individual analysis . -------- - ---- --- ---- - -- LOAD COMBINATIONS : LC1 =DEAD LOAD + LIVE (or SNOW) LOAD _ LC2 =DEAD LOAD + WIND LOAD LC3 =DEAD LOAD + 5*SNOW LOAD + WIND LOAD LC4 =DEAD LOAD + SNOW LOAD `+ . 5*WIND LOAD --------------- - ------------- ------- ---- - ----- -- ----------- - COMPUTER ANALYSIS : --------------------------------- -- ---------------- - - - - - - - - Internal stresses are determined by finite element analysis . Edge struts are considered to be pinned at each node . This is very conservative as none . of the strength of the skin is taken into account . Other computer runs have indicated that 800 of the dome loads can be carried by the skin. ----- --- - ---------- ------ -- --- ----------------- ----- REFERENCES : UNIFORM BUILDING CODE AITC MANUAL ANSI WIND CODE SOUTHERN BUILDING CODE �- vt L3 - - - - - - - -- -- -- -- --- - - - - -- ------ --- - --- - -- - --- -- - - ---- - - --- -- ---- -- - EDGE MEMBER ANALYSIS : 1/2 DOME DOME DIAMETER = 40 - - - ----- --------- - - - - - ---- - -- -------- - ---- --- -- - ---- --- ------ - - --- MEMBER SIZE : 1 . 5 in x 4 . 5 in. A = 6 . 75 si S = 5 . 06 in-3 MATERIAL: SYP-dense structural 86 Fb = 2100 psi Fc = 1300 psi Ft 1400 psi Fcl = 440 psi DURATION FACTORS : DESCRIPTION: NORMAL 0 . 9 Permanent loads 2 MONTHS 1 . 15 Snow Loads 15 HOURS 1 .33 Wind Loads - --- --------------- -- - ----------------- ------ ------------------- -- STRUT LOADS : TENSION (K) - --------------------- ------------------ --------------------- ----- DIA LC1 LC2 LC3 LC4 - ---- ----- ----- -- -- - ----- 40 1 . 21 1 . 21—"1 . 21 1 . 21 CONN? O. K. O. K. O. K. O.K. ----- --------------- -- - ------- STRUT STRESSES : - - - ---- - ------- ---- - - - ----- - -- DIA LC1 LC2 LC3 LC4 40 0 . 18 0 . 18 0 . 18 0 . 18 CHECK:O. K. O.K. O. K. O.K. --- ----------------- - - - ---- ----- ------------------------------ - - -- STRUT LOADS : COMPRESSION (K) DIA LC1 LC2 LC3 LC4 40 4 .45 2 . 17 3 . 65 4 . 79 CONN? O.K. O.K. O. K. O.K. --- --------------------------- STRUT STRESSES : ------------------------------ DIA LC1 LC2 LC3 LC4 - - --- ----- ----- -- --- _----- 40 0 . 66 0 . 32 0 . 54 0 . 71 CHECK:O.K. O.K. 0.K. O.K. DEAD LD 10 PSF DIA. = 40 FT LIVE LD 0 PSF SNOW LD = 40 PSF WIND LD 12 .4 = Ce*Cq*qs*I EQ LOAD = 0 . 183 = ZIC/Rw LOAD COMBINATIONS : DL+ DL+ DL+ DL+ 1/2 SNOW+SNOW+ MAXIMUM MBRS RF (SNOW) WIND (EQ) WIND 1/2 WIND MBR STRESSES 1<>2 3454 910 2283 . 3555 MAX C = 4792 1<>3 3454 637 2010 3419 MAX T = -1208 1<>4 3454 910 2283 3555 C (LC1) = 4446 1<>5 3454 970 2343 3585 T (LC1) = -1208 , 1<>6 3454 970 2343 3585 C (LC2) = 2169 1<>2 3777 755 2266 3777 T (LC2) = -1208 2<>3 1217 640 929 1217 C (LC3) = 3653 2<>6 1217 741 1030 1268 (LC3) = -1208 2<>7 3653 1427 2678 3791 C (LC4) = 4792 2<>8 3896 962 2473 3940 T (LC4) = -1208 2<>9 3653 1227 2477 3691 1<>3 3777-- 755 2266 3777 2<>3 1217 804 1093 1299 3<>4 1217 804 1093 1299 3<>9 3653 1227 2477 3691 3<>10 3896 732 2243 3825 3<>ll 3653 1227 2477 3691 1<>4 3777 755 2266 3777 3<>4 1217 640 929 1217 4<>5 1217 741 1030 1268 4<>ll 3653 1114 2365 3634 4<>12 3896 962 2473 3940 4<>13 3653 1315 2566 3735 1<>5 3777 755 2266 3777 5<>4 1217 1376 1665 1585 5<>6 1217 741 1030 1268 5<>13 3653 1064 2314 3609 5<>14 3896 1071 2582 3995 5<>15 3653 1450 2700 3802 1<>6 3777 755 2266 3777 2<>6 1217 -228 61 783 5<>6 1217 741 1030 1268 6<>15 3653 1134 2385 3645 6<>16 3896 1071 2582 3995 6<>7 3653 897 2147 3526 2<>7 4446 856 2340 4136 6<>7 4446 1084 2568 4250 7<>8 1341 751 1152 1447 7<>16 1341 353 754 1248 7<>17 3218 1188 2420 3435 7<>18 3218 866 2097 3274 2<>8 3440 734 2102 3455 7<>8 1641 1048 1528 1825 8<>9 1641 764 1244 1683 8<>18 1955 666 1434 2079 - - - - - - - -- - - - - - - -- -- - - - - - - - - -- - - - - - - - -- - - - - --- - - -- --- - -- ----- - - --- - TOTAL LOAD SUMMARY TABLE (K) (Divide among five natural opening - - - - -- --- -- - - -- - - - - - - - - ---- - - - - - - - - - - --- -- - -- -------------- ------- GRAVITY REACTIONS : LATERAL REACTIONS : UPLIFT DEAD 20# 30# 100# 200# 15# 20# 25# 48# 25# LIVE SNOW SNOW SNOW WIND WIND WIND WIND UPLIFT ----- ----- ----- ----- ----- ----- ----- ----- ----- - ---- 14 . 93 20 . 7 25 . 52 56 . 63 105 . 9 9 .402 12 . 56 15 . 72 30 . 18 24 . 18 NOTE: The total horizontal load is used to determine anchorage system design to prevent sliding. Total vertical loads are combined to determine. shear wall, riser wall and hardware needs to support dome shell . Total wind load uplift is used to check anchorage for dome hold down (may be factored in a direct ratio from the 25# loading shown) . - ----- --------- ----- - - - ---- -- -- - - --- --- - --- -- - - --- --- ------ ---- --- MAXIMUM TENSION OVER NATURAL OPENINGS (K) ---------- ------------- ------ -- ----- ------------------------------ LC8 LC10 LC11 - ---- ----- ----- 1 .41 3 . 56 6 . 71 O. K. O.K. O.K. SUPERWAL Tension is supplied by SUPERWAL' connectors at the nodes at each en of the designated members . SUPERWAL CONNECTOR CALCS . p (1/2" bolts D. S . 1150 * 1 . 25 (steel side plate 5750 # 12 ga . steel sideplates = . 5* . 106*58*2 6148 # 1/2" bolt = . 2*10*2*4 = 16000 # CAPACITY = Min. above*Duration_ factors = 5175 # NORMAL 7070 # 2 MOS . 6883 # 15 HOURS CAPACITY PER TESTS : USE CALL. VALUES ABOVE 5400 # NORMAL (CONSERVATIVE) 6900 # 2 MOS . 7980 # 15 HOURS 2 ar I3 I PAUL DURAND, P.E., S.E. TITLE: SHEET J OF,L DATE: I rt O t 10 Naf 7►L HAS =E: !'_ U}IA SHEET 8 OFF r PAUL DURAND, P.E., S.E. MME: � �Li _ 1 SHEET OF ( 3 DATE: t r r } t ,l ,b rri' ':1��t.r1 •1 I TITLE: �� ! i.l'�`�- SHEET.�f.._OF l 3 PAUL DURAND, P.E., S.E. TITLE: SHEET 19 OF _ DATE: _ Z 7 --�- Ap IZ WOOD COLUMN PROJECT: DOME STRUT --- - - ------- - ----------- ------------- -------- ----- ---- --- -- ------------- SNOW LOAD = 0 PITCH = 0 : 12 WIND LOAD = 0 UDL HDR SPAN CRIPPLE LOAD W11 = 0 PLF 6554 LBS Wdl = 0 PLF 0 LBS Wclg = 0 PLF 0 LBS Whoriz = 0 -PSF 0 LBS/FT ------------------------------------ --------------------- --------------- NUMBER WIDTH DEPTH HT. (in) COLUMN 1 b 1 . 5 d = 4 . 5 le = 98 . 88 GRADE : SYP DENSE STRUCTURAL 86 Fc = 1300 v = 145 E = 1600000 Fb = 2100 ------------------------ --------------------------------- ---------------- le/d = 21 . 97 K 23 . 54 INTERMEDIATE COL. F ' c 971 . 03 PSI >fa 970 . 96 PSI O.K. J 0 . 87505 Cs = 14 . 06 Ck = 24 . 32 F 'b = 1991 PSI fb 0 . 00 PSI ------- --------------------------------------------------- UNITY CHECK: fc/F' c + fb/ (F'b-Jfc) = 1 . 00 < 1 . 0 O.K. r PAUL DURAND, P.E., S.E. . TrTLF: SHEET �1 OF 1 3 DATE: oY TITLE: 1 - � �` '� SHEET l I OF L 3 PAUL DURAND, P.E., S.E. Tr=: I. SHEET OF DATE: 1IO HPN �- 15k �k 2 l�, I��i � 'ro _'. ;�.Z 2 ��•�i?�� Coil t��:a�� TITLE; 1,4't.11-t._ SHEET OF,l3 s g i l. O !� c'�• III I2I� - - _ - -_- 9MEL Ma ` `�-�- `'ram-z-" w000 `_ MLrr r-- ` �tict,fYr vT stA,,trR Au.M.Mvb A4 tT iy PawDW W.ttyta Mfv.MC%p , \: SrwuRaLY t UG Y.-U Ttt9%4sw¢T r61Wb +tie S+oT ffoi rnl lb Tr+6 tvt T F oM L4z5 uoya j\fDCPc kk T}tIs beooPsirc tax.o��a,µ>Ecrw1�M�,ra�rsKrea rf w►ze�,,a„a�►csy,o�. Pf�s,aT*4,tom.,4f.1 1+n51a7►reG'ftaJ mvzr,K-6 be"lwsp eY.w tNGe'D=#4T \ / llm W MIWM"AJS,MILILTViO1A.,I'D MNNtMUM 7r4jft 4 u.fl�YaTT wMr Cauv To eE Btu P 5.J• C'r1�itD Ori f.+ibtWeaC,r)cruYo - PfuUu�yy vr>Rconsv rar,eecD65t�R�Mf//,TttYy GQJA76GTbN � 06V1 JFi MAY CL°If V 1W GCr.6)• -r ewv&1i V-X*O"W L-*f p MOW L+FtiG 411.2"Wruw WMWe7TA J0THe La"DIWO WA-ARP.MrWT7 wrn+.'1fAuvAgD*FaTY / \ US990-T+tS fvr t.GW tws lcs.t D rTCWYi 40 fl-IF n W LCIO 120 MM4 wI►r0 LLI�G ZONE 4 VMLTMgev.* t: y W ADot71a.),VIRIOV�iLLµP�tuATtOJ 1W5 WetiE AUAt.Ys.�. I � 4Qi W.16IN6EtVNb PKtAfalLtgtA[.TAMALYSIS tebJ�LP$. � 1 OGMf�71 '�J1:a+EPYEGtiEn1 Y OLP F uPTo ll3 9WAe- . / \ \ AWM.Mvei— Twvt Y �r4uP To A PiAmeauz, �. \ THJ fRa[,1tX+7GY Rath W To-s:; tigt r -t �`?10 bd P Tft')44JV Ate` MY Cr TfZAVxg:E , 5tX f 40.O►VT ;nft*ur To Jb'w tvmvk, GcplJ��.fifi�� APPENDIX HANLEY DOME STUDIES HISTORICAL REFERENCE ONLY The following pages are included for Historical Reference only The engineering was done by John T. Hanley, P.E. for Natural Spaces Domes during 1981 & 1982 Building code engineering criteria has changed since that time. The first portion of this report, by Paul Durand, P.E., S.E., is based on existing codes and is meant to be the basis for current dome engineering meeting these codes. i REPORT ON ANALYSIS OF GEODESIC DOME Dome Connection System by: NATURAL SPACES, INC. Rt 3; Box 105D North Branch, Mn. 55056 1 ITS Structural Engineer: John T. Hanley, P . E. HANLEY ASSOCIATES 100 North 6th Street Minneapolis, Minnesota I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly registered professional engineer under the laws of the State of Minnesota Date Zoo/B/ Reg. • f INTRODUCTION At the request of Mr. Dennis Johnson, a computer analysis was made of a 40' diameter, three frequency, geodesic dome. The structure has 61 nodes, or hubs, 165 members, and 105 panels. This would be typical to other dome sizes with similar size members. ASSUMPTIONS Three analyses were performed: I. dead load, 10 psf 2. snow load, 40 psf on the horizontal projection,. 3. wind load, 10 psf The wind load on the windward projection was assumed to vary in accordance with the formula P = P+cosine A cosine 0, where P+ = 20 psf, and on the leeward projection in accordance with the formula--P = P_cosine . A cosine 0, where P_ _ -12 psf. A computer program was wrirten (see Tab A) to convert the normal wind forces into X, Y, Z components in the global coordinate system. These forces were then used as input to the program SAP . Member properties were calculated as shown on Tab B. The properties of the panels were ignored in the analyses to permit freedom in glazing. RESULTS OF THE ANALYSIS The computer output is available upon request. After the basic input data (node point data, generated node points and beam element.data) one finds the output under the headings Nodal Point Loads, Nodal Displacements and Beam Element Analysis. The maximum dis- placement in the system occurs at the crown and is 0.175 inches under combined dead load and snow load. Under the heading Beam Element Analysis, load number I is the dead load, load number 2 is the snow load, and load number 3 is the wind. load. Opposite each load.number is listed, first, the force at the i-end of the member and next the force at the j-end of the member. The sign convention is that a compressive force is positive at the i-end and negative at the j-end of the member. Further, a positive moment is counterclockwise at each end of the member. The significant forces in the analysis are the axial forces (Px -lbs.) and the moments about the z-axis. The forces Py and Pz represent shear forces, the moment f Page 2 Mx is a torsional force and the moment My represents bending around the weak axis. However, the connection detail does not permit significant bending resistance about the wek axis so that these data are not significant. The maximum compressive forces (Px ) occur in member 52; calc. load factor design load Dead Load 662 1/0.9 735.6 Snow Load 2168 1/1.15 1882.2 Wind Load 625 1/1.33 469.9 Total 3087.7 The bending moments about the z-axis are; Dead Load 21.8 1/0.9 24.2 Snow Load 64.9 1/1 .5 56.4 Wind Load -0.5 1/1 .33 ---- Total 80.6 (in lbs.) Since; fb = M + P S A and S = 3.063; A = 5.25 f b = 80.6 + 3087.7 = 614.4 psi 3.063 5.25 The allowable value for Fb for 41 Dense Southern Yellow Pine is 1700 psi which is almost three times the maximum compressive stress to which the members will be subjected. Members 106-120 are subjected to the largest tensile forces in the system. These members constitute the latitudinal ring parallel to and approximately 6' above the ground. The • maximum force occurs in member 114 (on the leeward side of the structure). Page 3 While it is not customary practice to design for dead load, snow load and wind load simultaneously, failure of roof systems have occured in recent just such I ears under j Y circumstances. Therefore, the combined forces will be used here. Dead Load -1015.7 1/0.9 -1128.5 Snow Load -2604.8 1/1.15 -2265.0 Wind Load -1885.1 1/1.33 -1417.4 Total 4810.9 For a factor of safety of 1.5 the ultimate capacity of the section should be: Total 1.5 x 4810.9 = 7216.35 lbs. The bending moments about the z-axis are small and will be ignored. (According to tests conducted by an independent testing lab in Minneapolis, the minimum capacity of the patented Natural Spaces coMnection in tension is 8100 lbs.) Therefore, the minimum capaciiy of the Natural Spaces connection hardware is capable of handling the combined dead load, snow load and wind load. CONCLUSIONS AND RECOMMENDATIONS It is concluded that the subject geodesic dome is adequate, as designed, to withstand the forces to which it might be subjected in the five state area (Minnesota, Wisconsin, Iowa, North Dakota, and South Dakota), and in other areas with similar or lesser loading characteristics. } REPORT ON ANALYSIS OF GEODESIC DOME WITH ADDITIONAL OPENINGS AND LOADS Dome Connection System by: NATURAL SPACES, INC. Rt 3, Box 105D North Branch, Mn. 55056 Structural Engineer: John T. Hanley, P .E. HANLEY ASSOCIATES 100 North 6th Street Minneapolis, Minnesota I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly registered professional engineer under the laws of the State of Minnesota 7� Date ?j �Z Reg. # i INTRODUCTION At the request of Mr. Dennis Johnson, President of Natural Spaces, Inc., a computer analysis was made of a 49' diameter geodesic dome. The structure consists of 210 nodes or hubs, and has 270 members and 180 panel members. The analysis was done in two parts: first the structure was analyzed treating the panels as shear members and then ignoring the effect of the panels. The results of these two assumptions will be presented in the conclusions. ASSUMPTIONS The analysis calculated forces in all members for the following loading conditions: I Wind Load 20 psf 2 Snow Load 40 psf 3 Snow Load on One Half 4 Dead Load Plus Live Load 60 psf (grav i ty) The loads due to interior framing attached to the dome were calculated by hand in the usual fashion, Table I, and constituted a part of the input for the gravity loading on the structure. A computer program was written to generate the wind loading at each node. The wind loading was assumed to vary with the cosine of the angles and 0 (polar coordinates of the dome). RESULTS OF ANALYSIS I . Effect of the exterior panels. The effect of the exterior panels on the maximum force in any members was not great. Specifically, the maximum combined stress in any member occurred in member 204. Under dead load plus live load plus snow load, the stresses were as follows: With Panels: 766 psi Without Panels: 915 psi While the panels stiffen the structure when properly applied, they are not required to ensure the structural integrity of the system. A panel may be replaced anywhere by a window unit if desired. 2. Effect of Removing Members for Door. When a member of a reticulated dome of this type is removed, the members in the immediate vicinity normally have to carry the loads which would .have been carried by the members removed. However, it is not always possible to predict in advance of an analysis because of the complexity of such structures. To get a feel for the effect of the removal of the members as required to install the door it is only necessary to compare the forces in members which are geometrically in the some configuration some distance from the door. The following tabulation is offered for comparable members and for three of the load conditions mentioned above. The member on the right is adjacent to the opening. I Member No. 264 Forces (lbs.) 268 Forces (lbs.) Load Condition 1 249 670 Load Condition 2 577 462 Load Condition 4 782 392 Member No. 157 Forces (lbs.) 163 Forces (lbs.) Load Condition 1 644 35 Load Condition 2 669 310 Load Condition 4 943 33 (Note: the forces were decreased in this case) Member No. 94 Forces (lbs.) 106 Forces (lbs.) Load Condition 1 272 -532 Load Condition 2 887 439 Load Condition 4 257 591 Note: Here the load due to the wind changed sign. A negative sign means tension. Member No. 217 Forces (lbs.) 225 Forces (lbs.) Load Condition 1 -579 94 Load Condition 2 718 492 Load Condition 4 413 1153 Note: In this case only the force due to the gravity loads increased. Member No. 184 Forces 0bs.) 188 Forces (lbs.) Load Condition 1 -382 -1037 Load Condition 2 -1432 -1604 Load Condition 4 -1333 -327 Note: This member is parallel to the ground in the second tension ring. While the wind and snow loads resulted in increased forces; the change in geometry reduced the forces in the member due to the gravity loads. • 3. Effect of Loads From Framing. Again the effect of the loads from interior framing can be investigated in a similar fashion. For example, a load.from the interior framing in the amount of 1720 pounds was connected at node 140. The diagonal members immediately below that node are 195 and 196. Node 152 on the opposite side cid not have an interior framing connection. The diagonals associated with node 152 are219 and 220. Since only gravity loads are of interest here the wind and snow loads are not listed. Member No. 219 195 Force (lbs.) 929 Force (lbs.) 1215 d�?7 Apparently, the effect of the additional load was taken principally in member number 196. The load is distributed rather evenly in the vertical struts below however, The loads in members 253 and 254 are 1571 lbs. and 1975 lbs. respectively. The corresponding loads in members 265 and 266 are 1102 and 1207 respectively. 4. Effect of Removing Pentagon at Top. The members which bound the pentagon at the top are 6, 7, 8, 9, and 10. The forces in those members are all well within allowable. Member Number (Forces lbs.) Load 6 7 8 9 10 1 -18 94 106 -23 -80 2 787 809 787 782 811 3 1092 451 341 -293 412 4 383 454 390 401 447 However, the vertical displacements at the nodes on the boundary are increased under assymetrical loading such as snow on one-half of the roof structure. The vertical displacements in those members are within the allowable forces. 5. Analysis of Member with Largest Loads. Member 204 had the largest loads of any member in the structure. This load occurred under Dead plus Live plus snow load on one half of the structure. The member happens to be a diagonal strut immediately below a node into which the interior structure is framed. The forces for all loads are shown below. Load Force (lbs.) Wind -2631 Snow 2695 Snow 1/2 3647 D + L '6653 D + L + S 1/2 10300 If the snow load is increased to 40 psf the, load in that member increases to: 3647 x:2/1 .33 = 5484 lbs. D + L = 6653 12,137 lbs. fa 12,137/11.25 = 1078.8 psi fb .= We/8S = 122.5x84/8x8.44 = 152.4 psi fa + fb = 1231 psi OK CONCLUSIONS AND RECOMMENDATIONS The panels, when properly installed serve to carry a portion of the load on the structure. However, if the panels are ignored, the frame can carry all the loads to which the structure is subjected. Thus, any panel may be removed for purposes of installing a window or skylight without affecting the structural integrity of the dome. The effect of the removal of a given member cannot be predicted with any degree of accuracy without analysis except at the bottom of the structure. In general, however, the removal of a member for purpose of installing a door will result in increased loading on members in the immediate vicinity. The effect decreases with distance from the location of the member removed. On the 6/12 truncated sphere (referred to as mid or high profile), the members in the immediate vicinity of the door opening (located within the first tier of triangles), can withstand the increased load. However, a door opening in the 5/12 truncated sphere (referred to as low profile) or a door opening in the second tier of triangles on the 6/12 sphere, requires additional bracing. This additional bracing can be accomplished by vertical walls placed per perpendicular to the opening and securely attached to the framing members so as to act as shear walls. Load transfer will occur at a 45 deg. line downward from the point where this shearwall intercepts the forces from the sphere. Therefore, the shearwall must extend out far enough to transfer this load. Attaching interior framing to the dome-results in increased loads in members surrounding the node at the point of attachment. This effect is distributed relatively uniformly to members at a distance of two or three-nodes away. Except when loads are attached to the structure at the level of the first latitudinal ring a computer analysis is required. The removal of the members inscribed by the pentagon at to the top does not present a problem in terms of stresses in those members remaining. Finally, analysis establishes that this dome with openings as specified is capable of with- standing a 40 pound snow load and a 20 pound wind load as required in portions of Minnesota. These same conclusions and recommendations would apply to other geodesic domes smaller than a 49' diameter 6/12 truncated dome since they would produce lower stresses in the dome shell. A REPORT ON THE METHODS AND SPECIFICATIONS USED TO ANALYZE GEODESIC DOMES Dome Connection System by: NATURAL SPACES, INC. _ Rt 3, Box 105D _ North Branch, Mn. 55056 Structural Engineer: John T. Hanley, P .E. HANLEY ASSOCIATES 100 North 6th Street. Minneapolis, Minnesota I.hereby certify that this plan, specification or report was prepared by ' me or under my direct supervision and that I am a duly registered professional engineer under the laws of the State of Minnesota -ArteA�Apq*Reg. #Z��c3 • 2 LOADING CRITERIA REFERENCES Loading criteria used for the analysis was based on the assumption that the structures may be constructed at any location in the United States, including Alaska and Hawaii. Load data was obtained from the following sources which are referred to later in this section: I . Uniform Building Code, 1976 Edition, International Conference of Building Officials. (UBC) 2. American National Standard, Building Code Requirements for Minimum Design Loads in Buildings and Other Structures, American National Standards Institute, Inc. (ANSI A58.1) 3. Maher, F. J., "Wind Loads on Basic Dome Shapes", Journal of the Structural Division, American Society of Civil Engineers, No. ST 3, June, 1965. 4. "Wind Forces on Structures: Final Report of the Task Committee on Wind Forces of the Committee on Loads and Stresses of the Structural Division", Transactions, American Society of Civil Engineers, Vol . 126, Part II, 1961 . (ASCE)' 5. Manual of Acceptable Practices, 1973 Edition, U.S. Department-of Housing and Urban Development. (HUD 4930.1) 6. Minimum Property Standards for One and Two Family Dwellings, 1973 Edition, Revisions 1-4, U.S. Department of Housing and Urban Development. (HUD 4900.1) Reference 03 is a report on wind tunnel tests used to obtain wind pressure intensity coefficient data. When data from several sources conflicted, the data used was that which was judged would have the most severe affect on the overall strength of the structure. DEAD LOAD The maximum dead load of the dome itself was determined as follows: asphalt shingles 3-PSF wood sheathing 3/4" 2 wood framing 2 (2x6 minimum to double-strut system). insulation interior 2 (1/2"gypsum board, 1/2" waferboard, 3/4" wood boards) 10 PSF distributed uniformly over the dome surface • 3 The minimum dead load was assumed to be 7 PSF (no insulation or interior finish). Tributary dead load of 15 PSF from elevated floors framing into and supported by the dome structure was also considered in part of the analysis. LIVE LOAD Live loading was based on a 40 PSF (UBC) uniformly distributed load on the tributary area of any elevated floors framing into and supported by the dome structure. No roof live loads were considered because the snow loads considered are greater than the minimum required live load. WIND LOAD Maximum wind force on the structures was determined by using a maximum wind velocity of 120 miles per hour basic wind speed, 30 feet above ground, during a 50 year period of recurrence (ASCE). The surface area of the smallest dome analyzed is greater than 1000 square feet, and the structures were assumed to be located in flat, open country or open flat costal belts. Based on these two assumptions, an effective velocity pressure of 39 PSF was used (ANSI A59.1, Table 5, Exposure C, height less than 30 feet, basic wind speed 120 mph). The external pressure/suction distribution on the dome was determined by multiplying the effective velocity pressure by the appropriate intensity coefficients from Figure I below (Maher). The some external pressure coefficients were used for lower wind velocities when considering wind load and snow load occurring at the same time. l� lines of longitude at 15o intervals " p w - 9FC PSF normal to surface _ p qF = effective velocity pressure C - external pressure coefficient (+) inward directed ------- (-) outward directed vs i u o-.. it uyvu ire •I vweaty . lines of latitude at '15o intervals Figure I . External Pressure Coefficient (Cp) Contours. Additional internal, pressures were also considered, due to the possible presence of openings in the dome under wind conditions. For internal pressure, an effective wind velocity pressure of 37 PSF was used (ANSI A58.1, Table 12, Exposure Q. An internal pressure coefficient of +0.3 (ANSI A58.1, Table II) was used to calculate uniformly distributed inward (+) or outward (-) pressures. The direction of the internal pressures was assumed to coincide with the positive 4 • and negative locations shown in Figure I . The same internal pressure coefficients and directions were used for lower wind velocities when considering wind load and snow e • load occurring at the same time. For the analysis of the dome structure as a whole, both external and internal pressures were assumed to occur. This was deemed to be a justified, conservative approach. SNOW LOAD Maximum snow load was based on a 50 year mean recurrence ground snow load of 80 pounds per square foot. Snow loading on the full structure and on half the structure were both con- sidered. The full snow load distribution in pounds per square foot of horizontal projection was determined by multiplying the ground snow load by the appropriate intensity coefficients in Figure 2. These coefficients were adapted for a hemisphere from date in ANSI A58.1 . Ps = Ws Cs PSF horizontal projection Ws = ground snow load Cs = constant 0.8 all around — Figure 2. Full Snow Load Distribution. Half snow load distribution was determined by multiplying the ground snow load by the appropriate intensity coefficients in Figure 3. These coefficients were .adapted for a hemisphere from data in ANSI A58.1 Ps = Ws Cs PSF horizontal projection Ws = ground snow load Cs varies linearly from 0.0 at wind 0 =_+ 900 and = 00, to a maximum of 2.0 at 9 = 00 and = 700 . e Figure 3. Half Snow Load Distribution. I 5 In addition to being analyzed for both full and half snow load for the 80 PSF ground snow load, the domes were analyzed for various combinations of both full and half snow load and wind load where it was felt these conditions could occur simultaneously. Following is a list of the combinations analyzed: Ground Snow Load Wind Velocity @ 30' 80 PSF 80 MPH 50 PSF 90 MPH EARTHQUAKE LOADS Earthquake loading was based on the requirements of the Uniform Building Code for a structure constructed in a Zone 4 seismic risk area (UBC). For calculating the total lateral force on the dome structures, a "K" factor of I .00, a "CS" factor of 0.14 and a "Z" factor of 1.00 were used. The total dead load "W" included the full snow loading for an 80 PSF ground snow load case. The dead load also included the entire 15 PSF dead load from an elevated floor, since it was assumed that the elevated floors are supported laterally by the dome structure. LOADING COMBINATIONS Each design was mathematically modeled and analyzed for various combinations of dead load, 40 psf live load, snow, wind and earthquake loads as follows: Load Area 7 - 50 pound ground snow load/90 mph basic wind speed Load Area 5 - 80 pound around snow load/80 mph basic wind speed Load Area 9 - 80 pound ground snow load/Zone 4 earthquake Load Area 2 - 120 mph basic wind speed The various combinations in Load Area 7 generally represent the worst conditions to be expected in most of the United States. The combinations of Area 5 would probably represent conditions in parts of New England and some of the higher elevations in the West, Northwest and Alaska. Load Area 9 would represent conditions in the highest earthquake risk areas. Load Area 2 represents the worst conditions in the coastal areas of the United States in- cluding Alaska and Hawaii . t i 6 TABLE 1 . LOADING COMBINATIONS ANALYZED. DEAD LIVE WIND FULL SNOW HALF SNOW EARTHQUAKE DOME FLOOR FLOOR VELOCITY-MPH/ GROUND SNOW GROUND SNOW Z/K/CS W -PSF W -PSF W -PSF q -PSF/q.-PSF LOAD-PSF LOAD-PSF 1 10 15 40 -- -- -- -- 2 7 -- -- 120/39/37 -- -- -- 3 10 15 40 -- 80 -- -- 4 10 15 40 -- -- 80 -- 5 10 15 40 80/15/16 80 -- -- 6 10 15 40 80/15/16 -- 80 -- 7 10 15 40 90/20/21 50 -- -- 8 10 15 40 90/20/21 -- 50 -- 9 10 15 40 -- 80 -- 1 .0/1 .0/0:1 1 7 FRAMING MEMBERS ' The framing members were assumed to be 2x6 dimension lumber cut from No. I Dense Southern Pine, surfaced dry and used at a maximum 19% moisture content A modulus of elasticity (E) of 1,800,000 psi was assumed. The normal allowable stress for compression parallel to the grain (Fc) is 1450 psi This value was reduced according to the .e/d ratio of the various strut lengths used to evaluate axial compression. The normal allowable stress for tension parallel to the grain (Ft) is 1150 psi. However, the tensile strength of the strut/hub connection governs the tension strength of the framing members. The normal allowable extreme fiber stress in bending (Fb) is 1700 psi. Tests were performed by an independent testing laboratory in Minneapolis to determine the tension strength of the strut/hub connection. Tension tests showed a minimum failure load of 8100 pounds on the connection. Using a factor of safety of .1 .5 an allowable tension load of 5400pounds (654 psi in a 2x6) was used. ANALYSIS MODEL The finite element method of structural analysis was used to determine the forces in the structure and its displacement under various loading conditions. The analysis models were comprised of beam elements representing the framing members, and thin shell elements representing the exterior sheathing panels. The beam elements were assumed to be rigidly connected together at their junction. The.analysis model was assumed to be supported in the X,Y, and Z directions at each ,nodal point along the bottom of the riser wall . This support is represented by three "boundary" elements at each nodal point. These boundary elements act as stiff springs having a longi- tudinal stiffness of 1016 pounds per inch. The spring boundary elements have no specified rotational stiffness. COMPUTER PROGRAM The computer program called SAPIV for static and dynamic analysis of linear structural systems was used to analyze the mathematical model . The development and documentation.of SAPIV was sponsored by grants from the National Science Foundation and was authored by Klaus- Jurgan Bathe, Edward L. Wilson, and Fred E. Peterson of the University of California, Berkeley, California. It is available as Report Number EERC 73-II revised April, 1974 front the Earthquake Engineering. Research Center at the University of California. SAPIV y has been installed.on; a Control Data Corporation Cyber 74 computer in Minneapolis, Minnesota where the model was analyzed. The SAPIV Computer Program is based on the matrix method of calculations which is explained in the book"The Finite Element Method in Structural and Continuum Mechanics" by Zienkiewitz,McGraw-Hill, 1967. TOWN OF BARNSTABLE BUILDING PERMI,T APPLICATION Map�.- .�q Parcel \I ��V ,y Clt- �T . Application# C7�1�1J Health Division �� Conservation Division �/ w !y_h SO Permit# Tax Collector Date Issued Treasurer u5 ""-Application Fee d6 ` Planning Dept. Permit Fee 6 -7 1 Date Definitive Plan Approved by Planning Board Historic-OKH Preservation/Hyannis Project Street Address If 40061 t 4 ti W w[h a e, Village #114 AW11 / 'Owner a4 h /Ye Do ti � �� Address of wood/`ah d 19 ve hae , Telephone S�� 77 lP 0 AR. 0 2 Permit Request a 11 4 " /2 Stem rm& Ca 141,4a l/&a LJ l y l Oh o u lnk l2, Square feet: 1 st floor:existing proposed 2nd floor:existing proposed Total new /3 6 Zoning District Flood Plain Groundwater Overlay Project Valuation 3g SC" Construction Type Lot Size Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation. Dwelling Type: Single Family ❑ Two Family ❑ Multi-Family(#units) Age of Existing Structure Historic House: ❑Yes ANo On Old King's Highway: ❑Yes A No Basement Type: ❑Full ❑Crawl ❑Walkout ❑Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) Number of Baths: Full:existing new Half:existing new Number of Bedrooms: existing new Total Room Count(not including baths):existing new First Floor Room Count Heat Type and Fuel: ❑Gas ❑Oil ❑Electric ❑Other Central Air: ❑Yes ❑No Fireplaces: Existing New Existing wood/coal stove: ❑Yes ❑No Dgtached garage:❑existing ❑new size Pool:❑existing ❑new size Barn:❑existing ❑new size Attached garage:❑existing ❑new size Shed:❑existing ❑new size Other: Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ ��Commercial ❑ yes,❑No If es,site p Ian review# Current Use Proposed Use BUILDER INFORMATION Name 0G✓Pti J `Ubh i* 9 f&7 fa i'tC /go,V 144elephone Number Address 60 -j�►gw �w� & License# CS, 02 qg 43 �u G,/o c, /Y/�. O 24 Z / Home Improvement Contractor# Worker's Compensation# hC 2 -3/S - 34 4 3 S 9- 014 ALL CONSTRUCTION C�ONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO C.Oa►►l�a��/ O'itli,�fo��G- l/�/ 1�+�ah .t `n�hf `�Ck�i� �G, `Aa`6.� P Vgco".1 f & SIGNATURE DATE 1 .0y OZ O� i FOR OFFICIAL USE ONLY PERMIT NO. ! DATE ISSUED i MAP-/PARCEL NO. ADDRESS' VILLAGE OWNER 1 DATE OF INSPECTION: FOUNDATION FRAME INSULATION FIREPLACE s ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL I GAS: ROUGH FINAL FINAL BUILDING , DATE CLOSED OUT- ASSOCIATION PLAN NO. • The, Town of Barnstable Department of Health Safety and Environmental 5� = ntal Services Building Division 367 Main Street,Hyannis,MA 02601 8.862-4038 8-790-6230 ,a PLAN -EVMW wner: Ff d�l d`1�'} f�.�A t-b Map/Parcel: ojectAddress: w"bLp-nl _6 4v6r. Builder:_M N A he following items were noted on reviewing: / viewed by: • NHEr�, TOWN OF BARNSTABLE Buildingti Application Ref: 20064373 BABNSTABLE, Issue Date: 11/06/06 Permit 9 MASS. QpAr16 3NI9. A�� Applicant: OWENS CORNING BFS BOSTON Permit Number: B 20061692 Proposed Use: RESIDENTIAL Expiration Date: 05/06/07 Location 98 WOODLAND AVENUE Zoning District RB Permit Type: RESIDENTIAL ADDITION/ALTERATIO Map Parcel 269063003 Permit Fee$ 137.35 Contractor OWENS CORNING BFS BOSTON Village HYANNIS App Fee$ 50.00 License Num 079893 Est Construction Cost$ 33,500 Remarks APPROVED PLANS STIBERET INED ON JO AND SUNROOM ON TOP OF A DECK 11'4"X12' CATHEDRIAL RO THIS A U T BE KEPT STE UNTIL FIN L INSP CTIO HA B MADE. W ERE A CER FIC OCCUPA Y I QUI ,SUCH Owner on Record: MACDONALD,JOHN M 81 SUS BUIL SHA 11 NO OCCUPIED U L A FINAL Address: 98 WOODLAND AVE SPE HAS BEEN MADE. ; HYANNIS,MA 02601 Application Entered by: PR B ' di g PVIssued By; THIS PERMIT-CONVEYS NO RIGHT TO OCC Y Y:S ET ALLY,:OR SIDEWALK OR•ANY,PART,THEREOF,EITHER TEMPORARILY ORPER[vIANENTLY ENCROACHEMENTS ON PUBLIC PROPERTY,NOT CIFICALLY,PERMITTED UNDER THE BUILDING CODE;MUST BE APPROVED BY THE JURISDICTION. STREET ORALLY GRADES AS WELL`AS-OEPTH AND-LOCATION,OF�PUBLIC SEWERS MAYBE OBTAINED FROM:THE DEPARTMENT OF PUBLIC WORKS.; THE ISSUANCE OF%THIS PERMIT.DOES NOT:RELEASETHE APPLICANT FROM7HE CONDITIONS OF ANY APPLICABLE SUBDIVISION'RESTRICTIONS. . MINIMUM OF FOUR CALL INSPECTIONS REQUIRED FOR ALL CONTSTRUCTION WORK: 1.FOUNDATION OR FOOTINGS. 2.ALL FIREPLACES MUST BE INSPECTED AT THE THROAT LEVEL BEFORE FIRST FLUE LINING IS INSTALLED. 3.WIRING&PLUMBING INSPECTIONS TO BE COMPLETED PRIOR TO FRAME INSPECTION. 4.PRIOR TO COVERING STRUCTURAL MEMBERS(READY TO LATH). 5.INSULATION. 6.FINAL INSPECTION BEFORE OCCUPANCY. WHERE APPLICABLE,SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL,PLUMBING AND MECHANICAL INSTALLATIONS. WORK SHALL NOT PROCEED UNTIL THE INSPECTOR HAS APPROVED THE VARIOUS STAGES OF CONSTRUCTION. PERMIT WILL BECOME NULL AND VOID IF CONSTRUCTION WORK IS NOT STARTED WITHIN SIX MONTHS OF DATE THE PERMIT IS ISSUED AS NOTED ABOVE. .PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS DO NOT HAVE ACCESS TO GUARANTY FUND(as set forth in MGL c.142A). A x ♦ ,r 0""N' W BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS 1 1 1 2 2 2 3 1 Heating Inspection Approvals Engineering Dept Fire Dept 2 Board of Health SMOK DETECT R O.K, 4, 9.0 1") ` BARISIS BLE BUILDING DEPT. i A\ +Cf FIN19L�GRAG'E I I .-. � ► I I �44 - _ - - _ - - - Y l w , A e ' c ^ T E � •,..d•I l..l...u, .:.a•s, .�.. '.;°.' .... ,....• t x .....- a ... '.-: '.! .E "`.sn-@ ,Yc, 'f �-. �'"c. � �\ 4 } ...:.' ..-.. hM........ .- s _ ... ..�-< ;-•. '`:.+l�G _...,.n.. _., 1y .:`SIY,.J n-,: Yr.:f ..w,a ',...t�`• a',i4 .r, �$ s -•,d 'rR } A:+-�'1, >> •�•x �4=' r' � t.,-+'"w. -n cK2 -7.: ..,. .-..... r' ., it .+...t-...H..r"....r,... :-., .. 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A. z S / off.{� }s Y ,,�,' •� \�..::- .. -_" a - , oo Z ' 0 8 -1C { - • �!!1 �1 1 1��f �1�. h '' i '"'tt y"K t•+ �.'� � s •=Y W a � r�� , - L- 'r ICI� j 1 `• � 1 '��,..r _. -� - F t. - i NA7uRAL SPACES,19C. F A1.RJ& 1S O�MWVEC 'W RFJ%ovcxrAW4 OA LOAYIN40"CA*f1v&VrAAWS)tS AU.WED IWMAMT MRgW A:7Wri%kW i' f 6- , i \.� I �F #,f. il !14h\d(;}f A wi eq ? � AL WW 0.1 �v"dlF(yF,• �`F�lr, f 4�' YtA� }'� j ) -If h 3 t y r r, I ... x 3 ./ p �, C$x �im`er tr ' qyi. !h'�'#x'�"' x• k e a r`' k 4. 1"Sr!^. "' x �' ?�' ..i , F _ _ *,t:a:-: --gr "'�' ,;,z f t f`rTc .. .,g,qyi -tea a`�%, Ti >r » x 3 • '' ro c k a sP,�J. yt g r '`•'_�rj,;; .t' ,�i.f x '�+:?�` 4 a.- J� \- t ,,' -' _ s :.: ti, t{z4.t 2f n4 ,:.Ilk J.y 1 Sit �t s !� x J At rz', a gyp'-:' -E, -+.. \ it . ,. � y"z ¢•i�`�{S�,�' _.1 Air, o ' Ji SYSTEM PROFILE TEST Nd'LL LOGS TOP FNDN. AT EL, 44.0' 1 ACCESS COVER TO WITHIN 6" OF FIN. GRADE (NOT TO SGLE) KICK JUDO, I2S 'ACCESS COVER (WATERTLGHT) To ENGINEER: _•••"'I t 4E'2,p� MINIMUM .75- OF COVER OVER PRECAST / WITHIN 6" OF FIN. GRADE - 2% SLOPE REOVIRED OVER SYSTEM 40.0' wItNESS: - DAVID StANtON LOCUS' - . 12 20 02 RUN PIPE LEVEL 2" DOUBLE WASHED PEASTONE DALE: / / / INCH MIN 41,0' FOR FIRST 2' 3' MAX. PERC. RATE _ < 2 / PROPOSED 1500 GALLON SEPTIC 37.83' I 10398 CLASS SOILS P�j � 40.0' TANK (H- 1 O ) GAS M1 7.83' o E l 0 E D CD 0'CD O E D E D ••MIN 37,0' O C] O O ED C7 E D O 0 €' AROUND If ( 2 % SLOPE) �6" CRUSHED STONE OR MECHANICAL �g., C n O ED ED CD O O O Q ELEV. _ p��o��3 2' g O O O O CD O O ED 0 4 WEST MAIN ST. COMPACTION. (15.221 [2�) MIN S`o$F>� 35.Q' -- �- - -4' • DEPTH OFF W 1 DE FLOW TEE SIZES: SLOPE) (_% SLOPE) 3/4" TO 1 t/2" DOUBLE WASHED STONE p _ ry INLET DEPTH = 1 Q" 6„ , ,.:... OUTLET DEPTH - 14" A/E LOCATION MAP NTS „ FOUNDATION- 40' SEPTIC TANK 43` D' BOX 13' LEACHING LS FACILITY 10" 10YR 4/1 ASSESSORS MAP 269 PARCEL 6373 NOTE: SEPTIC SYSTEM IS NOT - - sw ZONING DISTRICT: RB DESIGNED FOR VEHICLE - f LMS YARD SETBACKS: LOADING , ' - CONFIRM SUITABLE SOILS IN AREA OF - 32" t 0YR 4/6' FRONT = 20' ,. LEACHING FACILITY, TO 4' BENEATH } 38.3' SIDE = 10 - - FACILITY, PRIOR TO INSTALLATION OF ANY 1 \ +38.2 PORTION OF SYSTEM .. r..-:y _ Cl - REAR = 10' LCS \� �6 29.6' 10YR S 4 PLAN REF. - 186/39 48" / 3 FLOOD ZONE: C / \� UNCONSTRUCTED ROAD - .. - CZ - � • +37. E J - - - _ PERC '! + 3as FMS 1 3g 36 t .74" 2.5Y 6/3 35 � I - - C3 ,. C • �, S 2,5Y 6/2 \ N /164.79• NO WATER ENCOUNTERED 36 3�B NOTES: W. 41.4 O PROP. DRIVE. 36 I 1 1. DATUM IS ASSUMED + 41. +38\ n �� / I I 2. MUNICIPAL WATER IS EXISTING 36 3 I S. PTIC DESIGN: (GARBAGE DISPOSER IS NM AI I OWFf) ) DESIGN FLOW: -2 BEDROOMS ( 110 GPD) = 220 GPD 3. MINIMUM PIPE PITCH TO BE 1/8" PER FOOT. 4. DESIGN LOADING FOR ALL PRECAST UNITS TO BE AASHO H- 10 U.'E A 220 GPD DESIGN FLOW �38.1 -�N.31 5..PIPE JOINTS TO BE MADE WATERTIGHT. ' SE PTIC TANK: 220 GPD (?) 440' 6. CONSTRUCTION DETAILS TO BE IN ACCORDANCE WITH MASS. l 37 ENVIRONMENTAL CODE TITLE V. UiE A 15.OQ GALLON SEPTIC TANK. 1-4 i 3.0 0 ! PDWELLINGR 38.0 7. THIS PLAN IS FOR PROPOSED SEPTIC SYSTEM ONLY AND IS NOT ? LE ACHING: \ • I q 1 as � TF = 44.0' 3 56' -� TO BE USED FOR ANY OTHER PURPOSE. . . Q) I y SIDES: 25 + 12.83) 2 (.74) = 112 8. PIPE FOR SEPTIC SYSTEM TO SCH. 40-4" PVC. 2( 1 + EVERGREEN 1 6, 25 x 12.83 (.74) 9. COMPONENTS NOT TO BE BACKFILLED OR CONCEALED WITHOUT. 1 0 au I BOTTOM: INSPECTION BY BOARD OF HEALTH AND PERMISSION OBTAINED _ DECK UO A A HIN - HAM R A M FROM BOARD OF HEALTH. � 9 .9 DIRT 1 - � PROP. - ' i � � TOTAL: 472 S.F.. 349 GPD � _ DRIVE +a \ I �g/' s I IL LNG 4 I _E (2) 500 GAL LE C G C BE S ( C E OR 10. PUMP & REMDVE,(OR FILL W/CLF�1N SAND) EXIST 42.7 1 OP 3.7 + sl SEPTIC SYSTEM / I EC UAL) WITH 4' STONE ALL AROUND 43.0 DI _ EXIST. _ \ /. LOT AREA * IF VEHICLE LOADING EXPECTED,.THEN H-20 COMPONENTS R 1 43' SHED \ \ 1 / 25,723t SQ. FT: o I; V REQUIRED I o + 43.1 A --- r LEGEND I 15 __ TH o 4 TITLE 5 SITE PLAN I (+ Zt r 100.0 PROPOSED SPOT"ELEVATION OF I EXIST. a' p +38 r ,QQxO EXISTING SPOT ELEVATION' 9 8 -WOODLAND AVENUE , I COTTAGE +43.5 +41.8 , '*"� I _ : ;: IN THE TOWN OF:. I TF = 44.5• 1 _ 100 PROPOSED.CONTOUR HYAN N I S) BAR.N STAB LE 1 4-2. DECK ` } 0 I 100- EXISTING.CONTOUR PREPARED FOR: I i . 1 t" JOHN MCDONAL 3.0 20 40 60' ahq D A BOARD OF HEALTH t 1 MA SCALE: 1" = 20' DATE: JANUARY-3, 2003 n+ ` i APP'OVED DATE w,BENCH MARK - CTR. OF 163.46 o x �'.. WATER METER PIT COVER azo I cdf-WO-362-43N �' � ELEVATION = 4 .7 4 I ! lac soa n�- +° 3 e 1 L Of +`39.4A. L.I pWn CQ e - rp�IVT�N :Fvr� s p engineering,`inC. o . .. _ 'F':E 3.••-�w t _.t "n, .. _ r as: .. $ OJAU1 - A H. sN }.-? p.,' Z-° h• ,y : k t CIVIL .ENGINEERS Na oe x r 1 0 a + LAND SURVEYORS '�Jyo slst S�Qo 0/ 7MSA•_ r °°`i: 's., B /STEPS 02-391 1 a 539 moin St. yarmouth, mQ 02675 ARNE H. O✓A L.S. a A - '1. it 0(20 3 . �l Subdivision off' land in Hyai ors- B4RNsrAaLE- �!/Ia ss. PROPearY ors' EDWA RD J, . CH PL i N Scale:l i"-40 heet - A44X z 9, t 964, EO. Ktccoo6 - Cwic fAM01 .. OsterwIle. BARNSTABLE COUNTY REGISTRY OF DEEDS A�T:R-U-E COPY,ATTEST q , OHN_F.NIEADE,33EG]S1ER p' t oa S79'26'io� 40.0¢"kit, 100.15 ' r c '(4*10 40 FOOT ,1"Y (6x,sfi"ng) S 79.1/•Zo'E � O S M i ob 79'd0'Scti',r r O 163.43 O e� 41 I O O N M ti 1223o 0 1A Q S M"W'sa-Z,� •H ` z /62.a3 ► J 12196 . . 58l025'3o z r V . O 16Z?3 t y, V Q •r f O O ti 12,40 Q Aure%a f. Chap/in 5 8/'2S'30'f• 16/.63 F y g F tq 3tfGiSTRY Or V RECORDIFT �N � APPROVAL N®t' S1RED 01JA ft. 91 Q A Oft A. kr1144 e 4 OT`VIL TO BA ORMSTA AMAi WLANN1N0 BOA F:) sullryf� 19 6 39. 3 �7) SYSTEM PROFILE TOP FNDN. AT EL. 44.0' (NOT TO SCALE) ACCESS COVER TO WITHIN 6" OF FIN. GRADE ACCESS COVER (WATERTIGHT) TO 42 0' MINIMUM .75' OF COVER OVER PRECAST WITHIN 6" OF FIN. GRADE 2% SLOPE REQUIRED OVER SYSTEM 2" DOUBLE WASHED PEASTONE\ ' RUN PIPE LEVEL 41 .0' FOR FIRST 2' PROPOSED 1500 ` GALLON SEPTIC \ �(� ��• 40.0' TANK (H-- 10 ) GAS C��. BAFFLE 37,83' C7 Cl O O C7 CJ C7 37.0 C] CJ [3EI O 007C-1 MIN r7I O ED ED 0 17--1 (� ( 2 % SLOPE) �6" CRUSHED STONE OR MECHANICAL 21 0 0 0 0 0 (� COMPACTION. (15.221 (2)) MIN DEPTH OF FLOW = 4' ( 4 % SLOPE) ( 1 SLOPE) 3/4" TO 1 1/2" DOUBLE WASHED TEE SIZES: INLET DEPTH = 10" OUTLET DEPTH - 14" LE FOUNtATION- 40' SEPTIC TANK 43' D' BOX 13' FA FA NOTE: SEPTIC SYSTEM IS NOT DESIGNED FOR VEHICLE LOADING CONFIRM SUITABLE SOILS IN AREA OF LEACHING FACILITY, TO 4' BENEATH FACILITY, PRIOR TO INSTALLATION OF ANY + 38.2 PORTION OF SYSTEM 3 �,� UNCONSTRUCTED ROAD I \ \ + 37. j V' + \ + 34.5 6 1 rN1. + 35.4 p I \ \ 35 1 164.79, • rt4l .}. a1.4 0 • _PROP. DRIVE. + 38.6 \ / � + 4+ 36 � 1 37. + + 9.3 I � �- 38.1 �+ I PROP. 2 BR 38.0 • 3.0 46 4? DWELLING 56 r TF 44.0' I I +' EVERGREEN 1 40. r w r .9 DIRT `l \ PROP. I r �g Cti 4 DRIVE + 4 DECK.8' + 51 42.7 ' CIP 3.7 � ` // LOT AREA 43.0 I I � EXIST' / 25,723f SQ. FT. C I DR 7 43 SHED V I --- D + 43.1 TH I S� I O I 43.8 43.5 W nn 38.7 I EXIST. 1 I COTTAGE + 43.5 + 41.8 + I TF 44.5' rl I / ' DECK 0 I Io T 1 3.0 I w 4P � I �63 46' o I BENCH MARK - CTR. OF 42.0 I WATER METER PIT COVER. 4 ELEVATION = 43.7 �I ` 4 I 39.4 I I r b • 3Fty gin - Subdivision off' land in pya r�iS-BARNSTA&LG-"a SS. PttoPeArY OP EDWARD J. CHAPL I N scale:lin6-40 ieet • Ma z 9, t 96a, Eo. KELLoes - Ova E.Ncrx. OStervllle. BARNSTABLE COUNTY REGISTRY OF DEEDS A TRUE COPY,ATTEST JOHN R.MEADE,REGISTER E S.79'c'6'ce 'a0.0¢C1t' /Op/5 - � I 40 FOOT . tAY (Ex,sfing) S Lr�/'z'a-:c, o 4 a W 13380 o a IG543 O N N ^ s OO C a 12230 ^ o 0 N M O .10 ` a � Z is2a3 + Cl 2 J S 12190 0 salozrAo zY V 0 16Z Z3 �Q oz ca 00 12140 ^ 4 Aure/ia F. Chip/in s a axf 30'E- 16/.6S Po }w.01STRI' 40. RECO RDIFT- tiM OF APPROVAL NO PREWIRED +ULooa �f 4 aft TO eARNSTA&L-0;7 0lP..aANNINO ROAFLj sa su�i `F'A*vv%.•Y3 I g 6 39• F • 4#3 (7)