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HomeMy WebLinkAbout0106 THIRD AVENUE (HYANNIS) /06 �'.W �fYF J y TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map Parcel io Application # Health Division Date Issued Conservation Division Application Fee Planning Dept. Permit Fee 7 Date Definitive Plan Approved by Planning Board Historic - OKH _ Preservation/Hyannis P_r-oject_Str_eet.Address7 106 3rJ Ay o Village /I: or Owner 10M (re� AA cc Address 6 f�, IA if k F /y P W Permit Request /Q e Q u c s�s mac, a v, ay c-^yvo e S �a >o� o �ol'k�` aaAPi(S On �IQM(S $Duet 164C1, `00f• Square feet: 1 st floor: existing proposed 2nd floor: existing proposed Total new Zoning District Flood Plain Groundwater Overlay Project-Va►uation�Z01175 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 ❑ No On Old King's Highway: ❑Yes ❑ 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 Q0 s- Total Room Count (not including baths): existing new First Floor Room Countf~- o Heat Type and Fuel: ❑ Gas ❑ Oil ❑ Electric ❑ Other Central Air: ❑Yes ❑ No Fireplaces: Existing New Existing wood/,oal stoves ❑Ye ❑ No Detached garage: ❑ existing ❑ new size Pool: ❑ existing ❑ new size _ Barn: ❑ e, istingnevu„ size_ w M Attached garage: ❑ existing ❑ new size _Shed: ❑ existing ❑ new size _ Other: Zoning Board of Appeals Authorization ❑ Appeal # Recorded ❑ _Commercial_ 0 Yes _. ❑ No If yes, site plan review# Current Use Proposed Use APPLICANT INFORMATION (BUILDER OR HOMEOWNER) CNarne- -�.uS ,� ltu�bar� C-Telepho e Nun berg;;. 17 - 6(0- Ads d s Z Y-VU o S f crv;l/ILice se V /0 3 3 S Z �OlaA -j e/'� t/ Home improvement Contractor# /S 2 3 I�( / Nil raAkt,, Aur Bmd ,®fit g770 f Worker's Compensation # UJC pV6VY 66 ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO R SIGNATURE DATE_,__.. n FOR OFFICIAL USE ONLY E' APPLICATION# x DATE ISSUED MAP/PARCEL NO. Y �M ADDRESS VILLAGE OWNER G a DATE OF INSPECTION: FOUNDATION c. FRAME Y INSULATION FIREPLACE R ELECTRICAL: ROUGH FINAL r 4 I PLUMBING: ROUGH FINAL GAS: ROUGH FINAL 4 FINAL BUILDING s DATE CLOSED OUT ASSOCIATION PLAN NO. _ e t Zr The Commonwealth of Massachusetts �QDepartment of Industrial Accidents r :, Office of Investigations 1111,V / 600 Washington Street u V Boston, M4 0211I C www.nzass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly Name(BusinessloYgan zation/I dual): � �V �A:d`tiress-.-- Pt4. V, Avg CGK/State/-Z-F �e+t d �'"0 R o9 7701 Phone#: --T Are you an employer? Check the appropriate box: Type of>project(required): 1.(�I am a employer with �0 4. ❑ I am a general contractor and I 6. ❑New construction employees(full and/or part-time):* have hired the sub-contractors 2.❑ I am a sole proprietor or partner- listed on the attached sheet t 7• ❑Remodeling ship and have no employees These sub-contractors have 9. Demolition working f6r me in.any capacity. workers' comp. insurance. 9. E] Building addition [No workers' comp. insurance- 5.:❑ We are a corporation and its 10.❑ Electrical repairs or additions I required.] `officers have exercised their 3.❑ I am a homeowner doing all work right of exemption per MGL 11.❑ Plumbing repairs or additions and we have no myself. [No workers comp. c. 152,. §1(4),. 12.❑-Roof repairs / insurance required.] t employees. [No workers' 13.g Other Snl//ot,- Ln° 4.<lu/�91 camp. insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. I Homeowners who submit this affidavit indicating thcy an:doing all work and then hire outride contractors must submit a new affidavit indicating such. lContraaors that check this box must attached an additional sheet showing the name of the sub-contractors and their workers'comp.policy information. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site . information Insurance Company Name: �� ��CP alis r !� G tv DO Expiration Date: l Zl Policy#or Self-ins. Lic.#: 6���� / P Job Site Address: I06 3"d �Ur City/State/Zip: ; .�./1:j_ pry` - 020(7 Attach a copy of the workers' compensation policy declaration page(showing the policynumber 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 WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify under the pains and enalties f perjury that the information provided above ' true and correct t%� l Official use only. Do not write in this area, to be completed by city or town official City or Town: PermitJLicense Issuing Authority (circle one): 1. Board of Health 2. Building Department 3. City/Town Clerk 4. Electrical Inspector S. Plumbing Inspector 6. Other - Contact Person. Phone ri: ACORD CERTIFICATE OF LIABILITY INSURANCE OP IDMIRO DATE(MMIDDNYYY) SUNLS-1 L� 04115/11 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE Mountain View Ins Svcs HOLDER.THIS CERTIFICATE DOES NOT AMEND,EXTEND OR 1011 SW Emkay Dr., Suite 210 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Bend OR 97702 Phone: 541-385-5511 Fax: 541-385-9674 INSURERS AFFORDING COVERAGE NAIC# INSURED INSURER A: American States Ins 19704 INSURERB: Commerce & Industry Sunlight Solar Energy, Inc. INSURER C: phixadelphia Inanity xna ca 4 NW Franklin Ave INSURER0: Ohio Casualty Insurance Co Bend OR 97701 INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REQUIREMENT,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. INSR 001. POLICY EFFECTIVE POLICY EXPIRATION LTR NSRD TYPE OF INSURANCE POLICYNUMBER DATE(MWDDNY) DATE(MWDDMY) LIMITS GENERAL UABILITY EACH OCCURRENCE $ 1000000 DAMAGE TO RENTED A X COMMERCIAL GENERAL LIABILITY 01CI42268910 12/01/10 12/01/11 PREMISES(Ea omurence) $ 200000 CLAIMS MADE EX OCCUR MEDEXP(Anyoneperson) $ 10000 A X Excess GL Liabili 01XS160746 12/01/10 12/01/11 PERSONAL B ADV INJURY $ 1000000 GENERAL AGGREGATE $ 2000000 GEML AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ 2000000 POLICY X PECT RO- Loc Excess GL 1000000 AUTOMOBILE LUUULRY COMBINED SINGLE LIMIT $ 1000000 C ANY AUTO PHPK654162 12/01/10 .12/01/11 (Ea amidem) ALL OWNED AUTOS BODILY INJURY $ C X SCHEDULED AUTOS - (Per Person)) C X HIRED AUTOS BODILY INJURY $ C X NON-OWNED AUTOS (Per amiaerit) PROPERTY DAMAGE $ (P—widens) GARAGE LIA ILTTY AUTO ONLY-EAACCIDENT $ ANY AUTO OTHER THAN EA ACC $ AUTO ONLY: AGG $ EXCESSIUMBRELLA LIABILITY EACH OCCURRENCE $ D X OCCUR CLAIMS MADE EU054632507 _ 12/01/10 12/01/11 AGGREGATE $ Ex Auto $ 1000000 DEDUCTIBLE $ X RETENTION $10000 $ WORKERS COMPENSATION AND X WC LIMMITSITS ER WC ST OER EMPLOYERS'LIA&LRV B ANY PROPRIETOR/PARTNER/EXECUTIVE WC006944669 12/01/10 12/01/11 E.L.EACH ACCIDENT $ 1000000 � OFFICEPJMEMBER EXCLUDED? ` E.L DISEASE-EA EMPLOYEE $ 1000000 Il ye&eemrlbe uMe, - SPECIAL PROVISIONS bel.. E.L.DISEASE-POLICY LIMIT $ 1000000 OTHER A Cont Equipment 01CI42268910 12/01/10 12/01/11 Leased Eq $25,000 Rented Eq $25,000 DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES I EXCLUSIONS ADDED BY ENDORSEMENT I SPECIAL PROVISIONS Project Name/Location: Gehman residence 106 '3rd Ave Hyannisport, MA 02647 CERTIFICATE HOLDER ICANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,THE ISSUING INSURER WILL ENDEAVOR TO MAIL 30 DAYS WRTTTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT,BUT FAILURE TO DO SO SHALL - t IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER,ITS AGENTS OR Town of Barnstable, MA REPRESENTATIVES. 200 Main St Hyannis MA 02601 ACORD 26(2001108) RATION 1988 _ �G�O flce o onsumer an and usiness Regulation 10 Park Plaza - Suite 5170 Boston, yMassachusetts 02116 Home Improvement Contractor Registration Registration: 152314 Type: Supplement Card Expiration: 8/17/2012 SUNLIGHT SOLAR ENERGY.INC 1 ; JUSTIN HUBBARD ' = 4 N W FRANKLIN AVENUE BEND, OR 97701 ` Update Address and return card.Mark reason for change. —�DPS-CA1 Co 50M-04/04-G101216 Address ❑ Renewal 0 Employment ❑ Lost Card ✓fie 1°omvrrwouue� o�,i�aaaaclauaet�'a . Office of Consumer Affairs&Business Regulation UVLicense or registration valid for individul use only OME IMPROVEMENT CONTRACTOR before the expiration date. If found return to: Office of Consumer Affairs and Business Regulation Reg istratioq_�152314 Type: 10 Park Plaza-Suite 5170 Expiration g6t7/2012 Supplement Card Boston MA 02116 SUNLIGHT SOLAR-ENERGY-INC"' JUSTIN HUBBARD,._-`-._ 4 N W FRANKLIN AVENUE BEND,OR 97701 Undersecretary Not valid out signature j. �fassaehusetts- Deliartment of Pubf- Suet; Board of Building Regulations and Stsindiird.s Construction Supervisor License License: Cs 103352 Restricted-to: 00 , JUSTIN HUBBdRD 2 IVALOO STREET SOMERVILLE, MA b2143 Expiration: 1.0/21/2013 Commissioner Tr#:. 103352 • EAMSrABLE. ,' : ,�� Town of Barnstable Regulatory Services Thomas F.Geiler,Director Building Division Thomas Perry,CBO Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 Property Owner Must Complete and Sign This Section If Using A Builder as Owner of the subject property hereby authorize V/t c �O to act on my behalf, in all matters relative to work authorized by this building permit application for: (Address of Job) Signature of Owner Date 7e�G'r�t Print Name If Property Owner is applying for permit,please complete the Homeowners License Exemption Form on the reverse side. C�\Users\decollik\AppData\Local\Microsoft\Windows\Temporary IntemetFiles\Content.Outlook\DDV87AAZ\EXPRESS.doc Revised 072110 r J� 'l ' S ECLIPSE ENGINEERING INC. April 14,2011 i' Thomas Perry Hyannis Port Building Division 200 Main Street Hyannis,MA 02601 Re: Solar Panel Attachment Gehman Vacation Home 106 V Avenue Hyannis Port,MA 02647 Mr.Perry, As requested,by Sunlight Solar Energy,we have reviewed the solar array connection to the wood roof rafters at the above noted project. The existing wood roof rafters,(assumed douglas fir#1),are 2"wide x 6'deep,spaced at 24"on center and have a mardmum horizontal span of 9ft. The purpose of our review is to determine if the existing rafters can support the additional panel weight of approximately 2.5 psf. In addition we have also determined the required spacing for the connection points of the solar array to the existing rafters. The solar panels may be installed in either landscape or portrait format with (2) rails per each panel. Reference the attached field surveyform and the solar panel data sheets S1 through S4 Pa ( g ) provided by Sunlight Solar Energy, Inc. The rails will be fastened to the roof rafters with 5/16"diameter lag screws. The lag screw layout shall start near each comer and shall have a maximum spacing of 48"on center along the length of the rafter and 24"on center perpendicular to the rafter(therefore at every rafter). Each 5/16"diameter lag screw shall have a minimum of 2.5"thread penetration into the existing rafters. . We find that the existing rafters are adequate to support the required loading of the Hyannis Port area plus the panel dead weight(110 mph wind,exp C,30 psf ground snow load,2.5 psf solar panel dead weight). However in order to avoid adding any additional loading to the existing roof framing connection points (rafter to beam, beam to hip, beam to beam)a new bearing wall shall be added from the ceiling joists up to the rafters as shown on attached detail A. This wall shall be 16ft ' long as shown on calculation sheet C5. We have assumed that the existing ceiling beam is a minimum 60x8"douglas fir#1. The contractor shall verify this beam size and contact Eclipse with any discrepancies. We have only reviewed the adequacy of the connection to the existing rafters and the capacity of the existing rafters to support the required vertical and lateral loads from the solar array system. We do not take responsibility for any other portion of the solar array support system,the existing roof framing construction,or the integrity of the structure as a whole. Sincerely, Eclipse Engineering,Inc. tx 1 Q J J • � 4 IL Brian Hanson,PE No 3 Project Engineer B� Ai p, w Ended:Suppo&g calafa6 m sorardwt& - 3 155 NE REVERE AVENUE.SUITE A.BEND,OR 97701 i. PRONE:(541)389-9659 PA3L•(541)312.8708 WWW.ECLIPSE-ENGINEERING.COM s CLIPSE INGINEERING INC. 421 WEST RIVERSIDE AVE. SPOKANE.WA 99201 SUITE 717 PH:(509)921-7731 WWW.ECLIPSE-ENGINEERING.COM �rc�N er ►, 2.n 1 �A�j7t aN QNJ vt 0,19 [ w/w to c� ?cit : . IF Cr�T,�G. W a. 1 Hal- .7i. SL6 L-.h . . . . . . . . . . . . . . . . f-- i 01 A t r 106 3rd Ave', Barnstable Town, MA 02672 s,. Data Si0 N'JpA U S Navy NvA GFBCC = ��` osic :Q't Gocple ..,. J I T f 780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS THE MASSACHUSETTS STATE BUILDING CODE TABLE 5301.2 MASSACHUSETTS GROUND SNOW LOADS ru:tbaraAvon 3S PSF 40 PSF 40 PSF 30 PSF Abington Alford Nehant Acton Lenox Topsfield Agawam Arlington Natick Adams Leominster Townsend Amherst Ashland Needham Amesbury Leverett Tyngsborough Belchertown New Braintree Andover LeydeD 'lyringhem Braintree Belmont New Marlborough Ashbnmham Littleton Warwick artha's Vineyard Brockton Bellingham New Salem Ashby Lowell Washington antucket Cbicopee Beverly Newton Asbfield Lunenburg Wendell rlcans Coboaset Blackstone Norfolk Athol Maynard Wenham lymouth East Longmeadow Blandford Northbridge Auburn Merrimac West Boylston avincetown Easton Bost on Norwood Ayer Methuen W eat Newbury roro Foxborougb Brimfield Peabody Barn Middlefield West Stackbridg arebam Granby Brookfield PeBism Becket Millbury Westfield elifieet Hadley Brookline Quincy Bedford Monroe Westford Hampden Cambridge Revere Berlin Montague Westminster Hingham Canton Russell Beruardston Mouterey Whately Holbrook Charlton Salem Billerica New Ashford Williamsburg Holyoke Chelsea Saugus Bolton Newbury Williamstown 30 PSF ull Dedham Sheffield Boxborough Newburyport Willmington cushnet Longmeadow Douglas Sherbom Boxford North Adams Winchenden ttleboro Ludlow Dover Shrtesbury Boylston North Andover Windsor amstob Manafield Dudley Somerville Buekland North Brookfield Worthington er ley Monson East Brookfield Southampton Burlington North Reading -4 3 a�,� carve North Attleborough Easthampton Southborough Carlisle Northampton ridgewater Norwell Everett Southbridge Chelmsford Northborough Spa.-' • artmouth Palmer Framingham Stoneham Cheshire Northfield ennis Plainville Franklin Sturbridge Chester Oakham ighton Randolph Grafton Sudbury Chesterfield Orange xbury Rockland Granville Sutton Clarksburg Otis ast Bridgewater Scituate Great Barrington Swampscott Clinton Oxford airhaven Sharon Hardwick Tolland_ Colrain Paxton all River South Hadley Hatfield Upton Concord Pepperell almouth Southwick Holland Uxbridge Conway Peru reetown Springfield Holliston Wakefield CumMington Petersham osnold Stoughton Hopkington Wales Dalton Phillipston alifax West Springfield Lexington Walpole Danvers Pittsfield enover Weymouth Lincoln Waltham Deerfield Plainfield a=on Wilbraham Lynn Ware Dracut Princeton ingston Lynafield Warren Dunstable Reading akeville Malden Wasbington Egremont .Richmond anion Manchester Watertown Erving Rockport stshfieid Marblehead Wayland Essex Rolyalston ashpee Marlborough Webster Fitchburg Rowe attapoisett Medfield Wellesley Florida Rowley iddleborough Medford West Brookfield Gardner Rutland aw,Bedford Medway Westborough Georgetown Salisbury Orton Melrose Westhampton Gil] Sandiafield embroke Mention Weston Gloucester Savoy ynbam Middleton Westwood Goshen Shelburne chobcth Milford Winchester Greenfield Shirley ochester Millis Winthrop Groton Shrewsbury andwich Millville Woburn Groveland Spencer eekonk Milton Worcester Hamilton Sterling omerset Montgomery Wrentham Hancock Stockbridge wansea Mount Washington Harvard Stow Bunton Haverhill Sunderland est Bridgewater Hawley Templeton estport Heath Tewksbury hitman Hinsdale armouth Holden Hubbardston Hudson Huntington Ipswich Lancaster Lanesborougb Lawrence Lee Leicester 544 780 CMR-Seventh Edition 12/28/07(Effective 1/1/08) �� Eclipse Engineering, Inc. Gehman Vacation House 4/11/2011 Consulting Engineer Snow Load Brian Hanson, P.E. • • sail,Eva 11671r • a is the slope lb angle of the roof R =�• �- 12 ' —" a:= atan(slope) 12 a=45•deg GROUNDSNOW per building department GROUNDSNOW:= 30-psf pg:= GROUNDSNOW Flat-Roof Snow Load, pf 1:= 1.0 ASCE table 7A Ce:= 1.0 ASCE table 7-2 Ct:= 1.1 ASCE table 7-3 pf 0.7•Ce Ct•l•pg (ASCE 7-05, Section 7.3) p f=23.1-psf Sloped-Roof Snow Load, ps Is the roof defined as slipery per ASCE 7-05, Section 7.4?' Slippery:= "no" Determine CS from ASCE 7-05, Figure 7-2: Cs:= 1.0 ps CS pf Ps=23.1•psf Use roof snow load of 23.1 psf(no reduction) C3 i s ' Project No.11.03.151 ECLIPSE Customer.Sunlight Solar E N G I N E E RI N G.....I NC. Location:Bamstaele,MA 12704 P. NC)IZA S11C3KANL VA1,1,EY. WA 99216 Name: GehmanVacationhouse StJI'ff. II WWW.i:C:1.11'SIi liNCi1Nl:t:liINC;.Ga)M Date 410/2011 1'l1: (509) 921-7731 FAX: (509) 921-5704 Gravity toads Roof Dead Loads: Nelaht(t) Roofing 2.6 Sheathing,3/4"th 2.3 Insulation 0.0 2x8 at 24"ox. 4.8 112"Gyp ceiling 0.0 Mist. 1.5 Total Roof Dead Load 11.1 Roof Live Loads: JVe(aht(osfl Roof Live Load 20.0 Roof Snow Load 23.1 Ground Snow Load 30.0 C� 00 O ? NVO 3 O O? C N C4 F M L LL. Q 14.4" o_ cs . ihcse calculations are preliminary Sunlight Solar Energy,Inc. and should he Appraised in rums l}somas Gehman 73 Lexington Street,Ma, of design panmUtxa that very COMMIff tow 02466 su with each strticture.ForensiSUNLIGHT sous atnc�,W.03/10/2011 awtysis ofthasuuctwe for insuc 106 Yd Ave Office 617-332-1870 SUMUCWT An eyharnmd Rep od Aame as aid,aw a*atrape�+bn or damage,wait damage,or non- Fax 617-332-1994 codesits e,widterscungbu7dn,s Hyannisport,lV1A 02647 m,..uaeae„e codes its the sok respona;.ility a www.sunlightsolar.com raM the property owner. HIC#152314 u (� Eclipse Engineering, Inc. 4/1 1 12 0 1 1 Consulting Engineering Roof Framing Brian Hanson, PE SIMPLE SPAN BEAM DESIGN - EXISTING Rafters ,:= kb ft- 1 -2 lb in 2 = lb.fts Design criteria: Allowable Stresses for- Fb:= 875.1.15.1.15.1.0-psi Fb= 1157.2•psi E:= 1400000psi Grade SPF#2 F,:= 135.1.15•psi . F,= 155.3•psi. Total Roof Dead Load- W':= (11.1 + 0.0);psf Wr= 11.1•psf Total Panel Load - wp:= (2.5 +23.1)•psf WP=25.6•psf Span - = 9•fl Roof Tributary Width - WT:= 2-ft Roof Distributed Load - wf:= WT wi+ WT WP wf=73.4•plf Additional Dist. Load - wa:= o•plf Total Distributed Load - w:= wa+Wf w=73.4ft 1-lb Total Point Load - P:= 0.0.1b P=o Dist From Point Load to End a:= 6-ft Dist From Pt. Load to opp end b, :_ L-a b1 =3 ft Maximum Design Moment- M:= 8-w•Lz + L P'a'b1 M =743.2ft•lb Maximum Design Shear- ,:= -L + PL 1 v=330.3lb TRY: (1) 2" x 6"' b:= 1.2.0•in d:= 6.0•in b d2 b d3 A= 12•in2 S= 12•in3 I=36•in4 Actual Shear Stress- f�:= 2 A (L L a1 f„=36.7•psi OK Actual Bending Stress- fb:= S fb=743.18•psi OK 5w•L4 P•a•bi•(a+2•b,) 3•a a+ 2•bi Total Load Deflection - o + 384•E•I 27•E•1-L 0=0.215•in L =502.3 OK A (E) 2" x 6" SPF#2 rafters @ 24 inches on center are ok for the additional panel weight. C6 rLN LIPSE GINEERING INC. _ 421 WEST RIVERSIDE AVE. SPOKANE,WA 99201 SUITE 717 PH:(509)921-7731 3— WWW.ECLIPSE-ENGINEERING.COM A�lEOI DESIGN E' L I . . . ]a V+ ..y' . 11 � 04, 14. . + s. . . . . . . . . . . . �'. p . . 71 . . . . . . . . . �► V. . . . . . . a. . . . . . n h1 ,CLIPSE ENGINEERING INC. 421 WEST RIVERSIDE AVE_ SPOKANE.WA 99201 SUITE 717 PH:(S09)921-7731 a cr �_ WWW.ECLI PSE-E NG I NEER]NG.COM PROJE DESIGN BY: X . z. � � . . I.a" � �- Q•�p,� t t,� �- , , ����s#�3 - . .3 / �l /jam . . . .MAC. . . . . . . . . . . . . . . . . • . . . . . . . . . . v .. . . . . . . .. . . . . . . . . . . . . . . . . Q ly31 :" . . w, zlv� .3W '.)C..iu e . /3H. � O . . . . sJP� 0t . 6y' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VS ��•? �+ . ®p . 1 . . . . . . . . . i t� . . . . . . . . (_� I . Eclipse Engineering,Inc Gehman Vacation Home 4/14/2011 Consulting Engineers roof framing Brian Hanson, P.E. LABEL: (e) ceiling joists without point load lb 1b ,= 13.34•ft a:= 3.5•ft = 9.84•ft ,:= 16 ft ft2 in2 (12 w:= + �l•(10+5.7). w=31.4•p( Fb:= 1.0•1.15.1.3•1000•psi Ft,= 1495•ps J F,:= 1.0.1.0.180•psi JFes= 180•ps Pl := 1 12 �� + 0�•(36.7)� Ib PT =0 :_ 1.7-106•ps L(( 2 M:= (w) (L ) + pl•a.C V:= fi•w-L-w•0-ft) + Pt Cc L 8 L nNv l2 12 L 0:_ 240 M =698.5 ft•lb V=204.41b 3 V S - M h _ 5•w•L4 + Pl•a•c•(a+ 2•c)•[3•a•(a+ 2•c)]0.5 2 F,f ` Fb 384•E•A 27•E•L•0 A,.�q= 1.7•in Sreq=S.6•in heq=19.7•in b:= 2-in h:=.6in b•h2 b•h3 b•h•q I.- 6 •q I:- }2 q A= 12 in S= 12 in 15-(w).(L 4) Pl•a•c•(a+ 2•c)•[3•a•(a+2•c)]0.5 (384)•E•I + 27L.E•I A=0.366•in = if(A>Ate,"ok","ng") := if(S> StQq,"ok" „ng") if(I>I,,q,"ok","ng"1 A= "ok" S= "ok" I="ok" L =437.9 existing 2"xT DF#1 ceiling joists are ok for existing load 1 I Eclipse Engineering,Inc Gehman Vacation Home 4/14/2011 Consulting Engineers roof framing Brian Hanson, P.E. LABEL: (e) ceiling joists with (n) roof point and no live load Ib Ib = �^ = 13.34•ft a:= 3.5•ft Ib 2 2 = 9.84•ft :_ ft ft in 24 0 Ib Fb:= 1.0.1.15•I.3.1000•psi Fb= 1495 ps w:= (12 + 1). �•(0+ 5.7)•ft w= 11.4-p1 F,:= 1.0 1.0.180•psi IF,= 180•ps P, :=112•�� + 0�•(36.7)J lb P, =330.31b E:= 1.7-106 ps• 2 JJ M:— (w)-\L +P, a c 1 Oft P, c 8 L Mvl::= ( .w,.L-w r2 12� +L 0 L \ J 240 M = 1106.3 ft-lb V=319.71b 3 V M 5.w.L4 P,•a•c•(a+ 2•c)•[3•a•(a+ 2•c)]0.5 `°'req'= 2'Fv Seq. Fb ILeq:— 384•E•A + 27•E•L-A Amy=2.7•in Sreq=8.9•in 1„eq=24.6•in b:= 2-in h:= 6in q:= I —� b h q b•h2 b.h3 I:='�� 6 .q 12 q I=36•in A= 12•in S= 12 in 15.(w).(L 4) Pl•a•c•(a+ 2•c)-[3•a•(a+ 2•c)]0.5 (384)•E•I } 27L•E•1 0=0.455•in ,�r= if((A>��"ok",1�g Tl = if(S>S " ,n!d = 1 � n�n' n•c,, ok"� � �; if(I>Ireq, ok", ng A="ok" S= "ok" I__„ok" 351.7 0 existing 2"x6" DF#1 ceiling joists are ok for new point load without live load j 1 �0 I Eclipse Engineering, Inc Gehman Vacation Home 4/14/2011 Consulting Engineers roof framing Brian Hanson, P.E. LABEL: (e) ceiling joists with (n) roof point and no live load lb ALI' _ lb = 13.34•ft a:= 3.5-ft c = 9.84•ft ,:_ !b ft2 in ft 24 0 lb Fb:= 1.0.1.15.1.3.1000•psi IF = 1495 ps w:= i2 +I)•(0.75.10+ 5.7) ft w=26.4p1 F„:= 1.0.1.0.180-psi IF,= 180•ps P' := C24 12 \2 9 + 0)•(0.75.23.1 + 13.64lb Pi =278.31b E:= 1.7.106 PSI . 2 M:= (w---) (L) + P,•a-i 1 0•fi Prc 8 L , ,:= w•L—w•— — L 2 12}+ L �•- 240 M = 1305.8 ft•lb V=381.41b _ 3 V S = M 1 — 5-w-L4 + PI-a•c•(a+ 2•c)•[3•a•(a+ 2.c)]0.5 �� 2 FV rec� Fb n 384•E•© 27•E•L•A - A«y=3.2•in S1ey= 10.5•in heq=3 L3•in b:= 2-in h:= 6in q:= I c b•h2 T:= b-h3 b,A,-= •h•q nxn' q q 6 12 T=36in = 12 in S= 12•in 5 (w) (L4) Pya•c-(a+2•c)•[3•a•(a+2-c)]0.5 (384) E I 27L•E•I 0=0.579•in := if(A>A,, ,"ok" „) := if�S>S,y,„ok„�„ng") = if(I>I,,�,1 ,"ng„) . A="ok" S="ok" I= "ok" L -- =276.4 0 existing Tx6" DF#1 ceiling joists are ok for new point load with live load (using 0.75snow + 0.75Live+Dead) C!1 Company Apr 14,2011 Designer 10:10 AM Job Number Checked By: Envelope Wood Code Checks C � rib_ I t �m Member Shape Co C h Fc' s� Ft' 1' II ,11 b ' Fv' si n 1 M 1 I 6X8FS .909 J7.021 1 2 3 1 0 1 v 1 2 1 .444 1 .825 1 12 L. 1.2 .165 1 3.9-3 tv GAL RISA-31)Version 9.0.1 [NA...1...\..A...1Engineedng\E ceiling be ] Pa ge ge Company Apr 14,2011 Designer 10:09 AAA ,lob Number Checked By: Envelope Member Section Deflections e L 1r-I4 � m Member See x rinl LC n n t L U Ratio Ratio C 1 M1 max 0 1 1 0 1 0 1 NC 1 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 max 0 1 -.164 1 0 1 0 1 1046,664 1 NC 1 4 n 0 1 -.401 2 0 1 0 1 429.164 2 NC 1 5 3 max 0 1 -.2 9 1 010 1 7 8 1 _NC 1 6 1 min 0 1 -.561 0 1 0 1 4306.75 2 2 NC 1 7 4 max 0 1 -.162 1 0 1 0 1 1 6 1 NC 1 0 1 -.399 2 0 1 0 A 431.818 2 NC 1 9 5 max 0 1 0 1 0 1 0 11 NC 1 NC 1 10 min �01 1 9 1 1 0 1 1 NC 1 NC 1 Gt.c,r.a 9�L►^ ►� �f Z y p bpt RISA-30 Version 9A:1 [N:1...1...\..A...\Engineering\E ceiling beam.r3dj Page 1 i 780 CMR_ STATE BOARD OF BUILDING REGULATIONS AND STANDARDS BUILDING PLANNING FOR SINGLE-AND TWO-FAMILY DWELLINGS TABLE 5301.2(4) S MASSACHUSETT BASIC WIND SPEEDS �90 MPH 90 MPH 100 MPH 110 MPH Adams Acton New Braintree Abington Middleton Acushnct Alford Agawam New Marlborough Amesbury Milford Aquinnah Ashfietd Amherst New Salem Andover Millis arnatab V'F_ Becket Asbbmnbam North Brookfield Arlington Mitivtlle Bourne Bernerdaton Ashby Northampton, Ashland Milton Brewster Buckland Athol Northborough Attleboro Nabant Carver Cheshire Auburn Northfield Avon Natick Chatham Clarksburg Ayer Oakham Bedford Needham Chillmark Colrain Barre Orange Bellingham Newbury Dartmouth Commington Belchertown Otis Belmont Newburyport Dennis Dalton Berlin Palmer. Barkley Newton Duxbury Egremont Blandford Paxton Beverly Norfolk Eastham Florida Balton Pelham Billerica North Andover Edgartown Great Barrington Boxborougb Pepperell Blackstone North Attieborough Fairhaven Greenfield Boylston Petershem Boston North Reading Fall River Hancock Brimfield Phillipaton Boxford Northbridge Falmouth Hawley Brookfield Princeton Braintree Norton Freetown Heath Carlisle Rolyalston Bridgewater Norwell Gay Head Hinsdale Chariton Russell Brockton Norwood Gosnold Lanesborough Chelmsford Rutland Brookline Oxford Halifax Lee Cheater Sandisfield Burlington Peabody Harwich Lenox Chesterfield Shirley Cambridge Plainville Kingston Leyden Chicopee Shrewsbury Canton Quincy Lakeville Middlefield Clinton Shatesbury Chelsea Randolph Marion Monroe Conway South Hadley Cohasset Raynham Marshfield Monterey Deerfield Southampton Concord Reading Mashpee Mount Washington Dracut Southbridge Danvers Rehoboth Mattepoisett New Ashford Dunstable Southwick Dedbam Revere Middleborough North Adams EastBrookfieid Spencer Dighton Rockland Nantucket Peru East Longmeadow Springfield Douglas' Rockport New Bedford Pittsfield Easthampton Sterling Dover Rowley Oak Bluffs Plainfield Erving Stow Dudley Salem Orleans Richmond Fitchburg Sturbridge East Bridgewater Salisbury Pembroke Rowe Gardner Sunderland Easton Saugus Plymouth Savoy Gill* Templeton Essex Seekonk Proyincetown Sheffield Goshen Tolland Everett Sharon Rochester Shelburne Granby Townsend Foxborough Sherborn Sandwich Stockbridge Granville Tyngsborough Framingham Somerville Scituate Tyringbam Groton Wales Franklin Southborough Somerset Washington Hadley Ware Georgetown Stoneham Swansea West Stockbridge Hampden Warren Gloucester Stoughton Tisbury Williamstown Hardwick Wwwiek Grafton Sudbury TM= Windsor Harfield Wendell Groveland Sutton Wareham Worthington Harvard West Boylston Hamilton Swampscott Welfleet Holden WestBrookfreld Hanover Taunton WestTisbury Holland West Springfield Hansa Tewksbury Westport Holyoke Westfield Haverhill Topefield Yarmouth Hubbardston Westford Hingham Upton Hudson Westhampton Holbrook Uxbridge Huntington Westminster Holliston Wakefield Lancaster Whatay, mm Walpole Lawrence Wilbraham Hopkington Waltham Leicester Williamsburg Hull Watertown Leominster Winchendon Ipswich Wayland Leverett Worcester Lexington Webster Littleton Lincoln Wellesley Longmeadow Lynn Woubam Lowell Lynnfield West Bridgewater Ludlow Malden West Newbury Lunenburg Manchester Westborough Maynard Mansfield Weston Methuen Marblehead Westwood Millbury Marlboroug h Weymouth Monson Medfield Whitman Montague Medford Wilhnington Montgomery Medway Winchester Melrose Winthrop Mandan Woburn Merrimac Wrentham 12/28/07 (Effective 111/08) 780 CMR-Seventh Edition 141 `, Eclipse Engineering, Inc. gehman vacation 4/11/2011 Consulting Engineers Solar Support System Brian Hanson, PE SOLAR ARRAY CONNECTION TO EXIST ROOF - Zone 'I AL.= lb- 2 := lb•fi l := lb-in 2 := 1000•lb•in 2 Wind Loading -ASCE STANDARD -ASCE 7-05 Section 6.4.2.2 -Wind Loads on Components and Cladding -Simplified Method: 3-Second Wind Gust(Basic Wind Speed)- �:= 110 mph Importance Factor- 1,:= 1.00 Net Design Wind Pressure-Figure 6-3- pnet30:= 21.8-psf Velocity Pressure Exp. Coefficient Table 6-3- X:= 1.35 For 20 ft to 25 ft above grade-exp C Topographic Coefficients Figure 64- x, := 0.21 x,:= 1.0 K3:= 1.0 Topographic Factor-6.5.7.2 - x,,:= (I +x, K2•x3)2 x�,= 1.5 Note:As perASCE -6.5.7.1: ,cam,= 1.0 6.5.7.1 -#3, the structure is not located in the upper one-half of the hill - #4, H/Lh = 0.155 and is less than 0.20 Velocity Pressure-6.5.10- pnet:= X-Kzt-1w-pne00 pnet=29.4 ft7 z•lb Length of Solar Panel - Le:= 44-in Spacing of Base Supports- Sb:= 48-in Height of Solar Rack- hp:= 6-in Worst Case Area of Solar Panel @ support- Ap:= i.3,•Sb Ap= 14.667 f12 worst case for offset panel Uplift per Bracket- Tb:= pnet•Ap Tb=431.61b Shear Force per Bracket- Vb:= Pnefhp'Sb, Vb=58.9lb Number of Screws per bracket- NS:= 1.0 Tension per Screw- TS:= Tb Ts=431.6lb Ns Shear Force per Screw- VS:= Nb VS=58.9lb S For 5/16"screw T,:= NS 683-lb V,:= 160•lb 2.5" into rafters Combined Loading - vs 4- rs = 1 Must Be Less than 1.00 V1, TC USE: 5/16" DIAMETER LAG SCREWS spaced maximum 48" on center perpendicular to slope and 44" on center parallel to slope Eclipse Engineering, Inc. Gehman Vacation Home 4/44/2011 Consulting Engineers Solar Support System Brian Hanson, PE �OLAR ARRAY CONNECTION TO (E) ROOF - Zone 3 or 2 s := lb-ft-2 &f= lb-ft 1 w= lb-in 2 s':= 1000•lb-in 2 Wind Loading -ASCE STANDARD -ASCE 7-05 Section 6.4.2.2 -Wind Loads on Components and Cladding-Simplified Method: 3-Second Wind Gust(Basic Wind Speed)- lyl:= 110 mph Importance Factor- 1w:= 1.00 Net Design Wind Pressure- Figure 6-3- Pnet30:= 25.5-psf Velocity Pressure Exp. Coefficient Table 6-3- X:= 1.35 For 20 ft to 25 ft above grade-exp C Topographic Coefficients Figure 6-4- K, := 0.21 K,:= 1.0 K3:= 1.0 Topographic Factor-6.6.7.2 - K.:= (l + Kl•K2•K3)2 KA= 1.5 Note:As perASCE-6.5.7.1: U= 1.0 6.5.7.1 -#3, the structure is not located in the upper one-half of the hill - #4, H/Lh =0.155 and is less than 0.20 Velocity Pressure-6.5.10- pm:= X-Kzt.Iv.ptret30 34.4 ft-7 lb Length of Solar Panel - LP:= 48.in Spacing of Base Supports- Sb:= 24•in Height of Solar Rack- hp:= 6-in Worst Case Area of Solar Panel @ support- Ap:= Lp•Sb Ar=8 ft2 worst case for offset panel Uplift per Bracket- Tb:= pnet-Ap Tb=275.41b Shear Force per Bracket- vb:= pm•hP Sb Vb=34.41b Number of Screws per bracket- N$:= 1.0 Tension per Screw- Ts:= N Tb T$=275.41b s Shear Force per Screw vs:= Ns vs=34.4lb s Fors/16" screw Tc:= NS 683.1b V,.= 160•lb 2.5" into rafters Combined Loading- vs + TS =0.618 Must Be Less than 1.00 VC T. USE: 5/16" DIAMETER LAG SCREWS spaced maximum 24"on center perpendicular to slope and 72" on center parallel to slope C1b L y Eclipse Engineering, Inc. Structural Consultants SUNLIGHT SOLAR FIELD SURVEY FORM Gehman Vacation Project Address: 106 3`d Ave Hyannis port, MA 02647 Building Department Name: r BUILDING DIVISION Director:Thomas Perry Telephone: 508-862-4038 200 Main Street,Hyannis,MA 02601 Office Hours:8:30a.m.to 4:30p.m As-built Date, 1922 Height from finish grade to roof eave (ft): 12'Approx Height from finish grade to roof peak (ft):30'Approx How many stories: 2 Metal Rooting(yes or no): No Sheathing Thickness(inches): 3/4"lapp board Asphalt shingles(yes or no): yes Roof Pitch: 45 degrees Wood Rafters: Yes • Width: 2"true • Depth: 6"true Horizontal Span(ft): 9' Spacing (inches): 24" O.C> Species and Grade: unknown GENERAL BUILDING INFORMATION: See additional roof layout, page 4 of visio design. m. ELECTRICAL ESIGN i PV J)�ODULE RATINGS git STC SOURCE COMBINER RATINGS INVERTER RATINGS Temperatures�02647 NSTAR r MODULE MANUFACTURER: Schuco Average High:26'C MAX OCPD RATING(A):15 INVERTER MODEL:3000 SOL UTILITY •„ MODULE MODEL#: MPE 225 PS09 Record Low:-24'C OCPD AMPERAGE RATING(A):15 MAX DC VOLT RATING(V):600 SERVICE OCPD VOLTAGE RATING(V):600 MAX POWER @ 40°C(W):3000 OPEN-CIRCUIT VOLTAGE(Voc): 36.88 NOMINAL AC VO OPERATING VOLTAGE(Vmp): 29.76 E(V):240 MAX AC CURRENT(A):13 OPERATING CURRENT(Imp): 7.55 ( :20 NSTARA)MAX OCPD RATING SHORT-CIRCUIT CURRENT(Isc): 8.27 uTlLmr MAXIMUM POWER(W):225 a Voc,TEMP COEFF(mV or°le/°C)=.1325 METER r INVERTER ' M _ rn Located Revenue Grade Basmeni Monitoring PVI-3000 System In p DC Basement DISCONNECT n #OF MODULES IN SERIES: 14 1�A 200A MAIN 20 A AC j SERVICE NEL DC(:) C. C ............... ... j 4 .......................... ................ ........._. ¢ GROU DING M :EL-c RODE M ;� _ O DC DISCONNECT RATINGS a DISCONNECT AMP RATING(A):30 DISCONNECT VOLT RATING(V):600 Symbol Conventions: AC DISCONNECT RATINGS Date: 2-Pole DISCONNECT AMP RATING(A):30 03/08/201• —� Circuit Breaker DISCONNECT VOLT RATING(V):240 CONDUITS SIZING NEMA 3R OUTSIDE AC Drawn By 1"PVC OUTDOOR DISCONNECT o Fuse 1"EMT INDOOR ago TDM � WIRE SEL ECTION FOR DC AND AC �'*'o nnect Visible Break -Revision it Knife Switch. CONDUCTORS 690.53 PHOTOY/OLTAIC I?9MR,SOURCE �a SIGN ON DC DISCO SERVICE PANEL RATINGS ROOF:10 AWG USE-2 OUTDOOR RATED ................. GEC(to electrode) GROUND:6 AWG STRANDED OPERATING CURRENT(A):7.63 BUS AMP RATING(A):200 Equoment AC RUN:1013 RX OPERATING VOLTAGE(V):413 SERVICE VOLTAGE(1/):240 Sheet*. Grounding DC RUN:8 THHN MAX SYSTEM VOLTAGE(V):537.8 MAIN AMP RATING(A):200 Conductor SHORT CIRCUIT CURRENT(A):10.23 C.n T'3 ARRAY DESIGN / SITE DIAGRAM COPYRKM WN S11lR c4m SOLARA:NRR( rm AIIri�JAs:oerorzi Rq-l- VIEW PANEL ORIENTATION (TRUE) ROOF PITCH (DEGREES) —iewmi". a! or&.l 9W 9.erF-M W he mbwiW wd adyea to ams AERIAL-OVERHEAD 170 45 moo F. South M M M�- ��=rya r4io�,c �c y a M r 7 d 2 rn C o � Date: Schuco 3961# F MPE 220 PS09 03ro812011 Drawn By: TDM 65,E Revision#: 1 cJ� 39" Sheet 9. 1 PP-_ c S o Wind Uplift: secure Mean Height of Roof: 30 ft. Exposure category: B This installation of. 14 SPR-230-WHT panels is strategically connected to the existing structure's underlying frame of rafters y with no fewer than 35 lag screws,for a combined hold-down strength of 21,540 lbs. (details below).. 9�r This will retain 100%stability in event of the worst-case scenario: 100 mph stead wind or a 3-second gust of 116 mph. r,�P Y p Y g P ��mw� a€ 53 � Ir. g 95 Deadload: minimal Rafters: 2x6 24in.oncenter Span:@ Sp n 108 in. The total deadload added to the existing structure by this system is 552 lbs. which is concentrated on 35 roof-points. Each point exerts 16 lbs.of down-pressure onto 6.25 square feet of roof membrane or 2.5 psf. This roof is code-certified to support 10.00 psf.This solar array will exert .2.5 psf.downward pressure on the roof. o n. � > Snowload: reduced Slope: 45 degrees c� Snowload on a roof is partly determined by the slope factor(CsIp,)which begins to decline from 1.Oto 0 at 20degree slope on slippery PV panels;Csi,,only begins to decline from 1.0 to Oat 45 degree slope on a non-slippery,asphalt shingle surface. w � Wes' Details:each 4"lag screw will imbed 23/4"of threaded shank into the rafter,providing a pull-out resistance of 624lbs. This local wind ion °:0, o ff. o zone may exert 50 Ibs.of uplift on each square foot of array,so total hold-down of 9,247 lbs. is required for this array. f -- Ns -- o N 11, ff Sunlight Solar has 35 lag screws x 62416s hold-down per lag screw,or 21,840 lbs of hold-down,or 236 % . A ;; of the hold-down strength required to withstand the worst-case scenario uplift.Formula: Ps=Ai P530(from IBC 1609.6.2.1) Ja a • e a s a . e e a ® aea an ea a wn ea f» on on en rs rx 12, ,t ,a ,�c? Zv t s3 Ya 1. $3�Lh� ge� a wam+eetsv.n �y� a,cam490ftwr+. 1 4 p.1 \ NI p Ln.. {��� s � Gry,ersu!tb<aa \ pmy anaana: q L unabsu.. tt lhwASV Y 1 fM &i00eN 3 vtacal L PON IN IN=ale ' u la.efStAu t 6 A Q � � �'. 1� - i s �.•�'� s �._"�' ,_ � C-0 A001 Slope Hoof slope F1104:91C 7.2. Graphs for Oe,eraninfft ftaof Sic"Favor C fw`f%*"and Ce'W Rnoh