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Roof Mounted Solar System 2014
Field Inspection Notice Town of Montville Building Department 860-848-3030 Ext. 382 Address: 72 Pheasant Run Job Description: Install a 9KW Solar PV Roof Mounted System Permit Number(s) E2014-0078 Permit Date April 17,2014 Not Approved Approva INSPECTION Comments special Condi` Final inspection and • certificate of approval 06/26/14 W After one re-inspection additional inspection fees payable prior to re-inspection,are as follows: Residential inspections(except SFR C/O& SFR Additions C/O)-$10.00 SFR and Additions CIO re-inspections - $10.00 Commercial re-inspections(except Certificate of Occupancy- $25.00 Commercial Certificate of Occupancy- $50.00 Rev.Date 1/18/06 n' Papel dl Connecticut Light & Power : Work Management System Page 1 of 2 INSPECTOR APPROVED REQUESTS II Please select a town from the drop-down menu below: Towns: 1MONTVILLE V SEARCH Request Date Lit Bldg Street Status )ob Type Approved f No MASSACHUSETTS Dist Resources 0 2272479 6/11/2014 83RD APPROVED Cat 1 Interconnection CHESTERFIELD Dist Resources ❑ 2288008 6/10/2014 866RD APPROVED Cat 1 Interconnection Elec Svc New ❑ 2293134 6/26/2014 2 DENNIS DR APPROVED Residential UG NOND-CT (DV) Dist Resources ❑ 2316650 6/27/2014 72 PHEASANT RUN APPROVED Cat 1 Interconnection Meter Work ❑ 2317001 6/10/2014 912 GRASSY HILL RD APPROVED Only-NOND (CT) Elec Svc RAYMOND HILL Existing 0 2330785 6/12/2014 1353 RD APPROVED Residential OH NOND-CT (DV) Elec Svc New ❑ 2333128 6/20/2014 33 LOOKING GLASS APPROVED Residential UG CIR NOND-CT (DV) CRANDALL HILL Dist Resources 0 2339221 6/24/2014 86RD APPROVED Cat 1 ! Interconnection 3 Fail UnApprove https://www.cl-p.com/wms/Inspector/inspectorapprovals.aspx?nl=insptrkrgst&a=1 6/27/2014 Town of Montville Building Depairtment Phone: 848-7166 ... 310 Norwich New London Tpke Now 848-7231 Building / Trades Permit Permit Number EL2000-152 Permit Date 8/2/00 Permit Type Electrical Permit Code R5 Job Street# 72 Job Location Pheasant Run Map/Block-Lot 028/005-048 Job Description wiring for new house Owner D'Amato Bros. Mailing Address P. O. Box 3063 City Milford State Ct. Zip 06460 Telephone 203-874-5992 Contractor Landers Electric *Mailing Address P. O. Box 879 *City E. Lyme *State Ct. *Zip 06333 *Telephone 859-1422 Lic/Reg Number 101452 Lic/Reg Type El Expiration Date Use Group R4 Size Type Construction 5B Building Value $0.00 Building Fee $0.00 Plumbing Value $0.00 Plumbing Fee $0.00 Heating Value $0.00 Heating Fee $0.00 Electrical Value $0.00 Electrical Fee $0.00 A/C Value $0.00 A/C Fee $0.00 Other Value $0.00 Other Fee $0.00 Total Values $0.00 State Ed Fee $0.00 paid on bldg. Permit C/O Fee $0.00 Plan Review Fee $0.00 •tal -es $0.00 —71 Building Official's Signature . .-� _ _ _, _ _ _ — Date (I-1-31 c ci Required Inspection ❑ Footings-Prior to pouring concrete ❑ Rough Heating and Air Conditioning ❑ Footing Drains/Waterproofing-Prior to backfill ❑ Chimney -One flue above thimble ❑ Framing ❑ Fireplace-Throat k- Rough Electrical ❑ Fireplace-Final ® Electrical Service ❑ Firestopping/Draftstopping ❑ Rough Plumbing- Leak test required ❑ Insulation ❑ Pool Bonding and Electric 0 Final Inspection for Certificate of Occupancy- PRIOR to Use or Occupancy Town of Montville Bu310 Norwich-New London T ke. , Uncasville, Ct . 06382 Tel . 848-7166 ilding Department ************************************************************************* APPLICATION FOR� BUILDING PERMIT OR TRADES PERMIT, Please fill out completelym *y* Owner: �' //�� 6 �� Mailing Address : 7'U City: / �/� C' ( -- Zi06 �bO l,, State: p Code Tel , 17 -��� -5'99 Job Location: �2� �'f elj -� �..rMap/Block/Lot : / �� Contractor : ZrS /e(� y r Mailing i ng Address : ? _ aC»C �'"2_ City : e ************* ******************************p********* ********S 9 Stick Built : Modular Home : *********** Manufactured Home: Commercial : Addition: Garage: Car Port : Shed : Remodeling : Roofing : - Siding : Fireplace : Chimney: Windows : _ Pool : Demolition: Plumbing: Heating : Electrical : onditioning : Gas : Patio: Porch: Deck : Retaining Wall : New: Repair/Replace meat : Job Discription/Materals `l.� / /� zi, used : W/// - vj6 - e / 3ize: Type of Heat : 6r/ Fireplace : io. of Stories : No . Rooms : Baths : _ Bre�.._eway : to. Jai age : ,,po _-� V.:k e I hereby certify that the os p d work will conform to the Basic • Wilding Code and all other Codes asadofA � :he Town of Montville and further attestP G by the State of Connecticut, and 7y the owner in fee and that I am authorized tto}�mak_ee oapplicatposed io is authorizedaeit or such work as described above. application for a permit caner/Agent Signature _ C�, Date a'-/3-a.2. MO OF f signed by Contractor , / ,, zy.3a****x************************o*******f *** o********************** * ************ ' Bililding, Department r[ ,, '. r! ! - ., Jr „ Construction Value Building Fee Fee Plumbing --_ __-____ /\ Heating10 Electrical ______ 6Z) Air Cond _ — Q Other - - Certificate of Occupancy _ Y3 Plan Review — Y Total Cash/Check 4 TOWN OF MONTVILLE Building Department 310 NORWICH-NEW LONDON TURNPIKE UNCASVILLE, CT 06382-2599 TEL. (860)848-3030 X382 FAX. (860) 848-7231 ELECTRICAL PERMIT Permit Number: E2OU40018 Date: _— 17-Anr-14"Map/Lot: 1128m05-048 Owner ID: 5488000 Project Location: 72 PHEASANT RUN Unit: Job Description: Install a91C_W__SOlar PVRoo_LIVlounted_Sxstem Owner Nam Jon&Carol A Stockfoi:d Tenant Name N/A Careof: 79 Pheci .s Qakd t CT 06370- Telephone: Applicant Name _Charles M_Loser h Telephone: 12031915-1?04 DBA:Aoston Sanr Lic/Reg Type j1 Lic/Reg N 104618 _355 Sackett Point Road Exp Date: 30,Sema4 yhlnrth Haven C _06473- Conetnuctiorj Vnl un Ramo itiees Constricf'ion.lcik rmoffort Building Value: SIM/_ Building Fee: SQ 0.0_ Use Group: IRC Plumbing Value: S�00 Plumbing Fee: sacci Code: 2005 State Building Code Mechanical Valu S0.00 Mechanical Fe S00f Electrical Value: S3Z500.00 Electrical Fee: S456_01L Construction Type IRC Total Value: S3Z.500.00 Penalty Fee: S0.00 Permit Code: R5 C of 0 Fee: SEM_ Comment Plan Review Fe S0.0EL State Ed Fee: Sg�S Total Fee Paid: 5465.75 It shall be the owners repsonsibility to schedule the following inspections a minimum of 2 business days in advance: Field set of approved construction documents shall be available onsite during all inspections. BUILDING PERMIT INSPECTIONS PLUMBING,MECHANICAL,ELECTRICAL PERMIT INSPECTIONS ❑ Footing-Prior to pouring concrete ❑ R Plumbing and leak test ❑ Deck Piers 0 R Electrical ❑ Backfill-Footing drains and waterproofing ❑ Elec Trench-with conduit installed ❑ Concrete Slab-Prior to pouring concrete ❑ Pool Bonding ❑ Anchor Bolts-with sill plate and prior to floor frami ❑ Electrical Service CRS No: ❑ Framing ❑ R HVAC ❑ Masonry Fireplace Throat or Chimney Thimble ❑ Gas Piping and leak test ❑ Fireblocking Draftstopping INSPECTION REQUIRED UPON COMPLETION ❑ Insulation --•float_ .f Approval • f er ' ate of Occupancy Buildina_Officiaj Acioroval: Town of Montville Building Department 310 Norwich-New London Tpke. Tel. 860-848-3030, Ext 382 Uncasville, CT 06382 Fax. 860-848-7231 RESIDENTIAL PERMIT APPLICATION FORM Permit No.:Eabm—asig Type of Work Occupancy Type Permit Type 0 New Construction La Single Family 0 Addition ❑❑ Plumbin 411 ❑Two-Family Plumbing Alteration 0 Townhouse ❑ Mechanical 0 Accessory Structure -la Electrical CRS#: Property Address: 702P,!ec se nt Qt.4 V) (Number) ( treet) (Unit) Job Description:,,,,sk 11 56,L r P u00 n v S t` -t 36 Poo do 1 � rs Owner: JO h4 re/ Address: 72 Pl e& r City:( 4 Ic41,,/, State:C 7- Zip Code .4237Q Telephone( ) Applicant: CinGe-/e( t4i.. VbSef 4 DBA: o ie" Address:35-3-- SA CK P_- P l v1 Pd City: Isar" , �-t Ci vela State: G T Zip Code:OK y7.3 Telephone a.O ?) (/ - / ZQ ci/ Contractors -Complete the Following: License Type: t; -1 License No.: 10 t'! Y Y-. Expiration Date`"� - 3Ci - I hereby certify that the proposed work will conform to the State Building Code and all other codes as adopted by the State of Connecticut and the Town of Montville and further attest that the proposed work is authori by the gwner in fee and that I am authorized to make application for a permit for such work as described ab•ye. Owner/Agent Signature G 411 Date:,0,j%GQ/ 77 Construction Value Permit Fees Building Value: Building Fee: Plumbing Value: Plumbing Fee: Mechanical Value: Ar Mechanical Fee: Electrical Value: ir.? 7,.SUO cr0 Electrical Fee: Total Value: Penalty Fee: C of 0 Fee: Plan Review Fee: State Ed Fee: Total Fee: frvice4 August 23,2007 Town of Montville Building Department File Receipt Date: 15-Apr-14 ReceiptNo: 9283 Received From: Boston Solar Job Address: 72 Pheasant Run Town Fees Collected State of Connecticut Fees Collected Bldg Cash: #0 .00 State Cash: $0.00 Bldg Check: $465.75 State Check: $9.75 Bldg Credit: #0 .00 State Credit: $0.00 Fire Cash: $0.00 ..._..-....-.. Fire Check: $0.00 Fire Credit: $0.00 Construction Value: $37,500.00 CheckNo: Demolition Value: 2926 $0.00 Received By: Carmen Kneeland [41-0.-9C3,./0 /. ? /0 Address: 72 Pheasant Run • ITEM QTY $/UNIT TOTAL Building Plumbing Mechanical Electrical BUILDING AREA Basement,Finished SF $ 41.96 $ Interior Renovations SF $ 36.09 $ $ $ - $ AMENITIES Kitchen EA Full Bathroom EA $ $ $ Half-Bathroom EA $_ $ GARAGE Detached SF $ 71.53 $ MECHANICAL Warm-Air n Y/N $ Hot Water n Y/N $ Electric n WN Air Conditioning n Y/N $ $ - ELECTRICAL SERVICE Upgrade Amps Subpanel EA $ 699.00 $ Gen Set EA $ 3,850.00 $ - - SOLID FUEL BURNING APPLIANCES Prefab Metal Fireplace EA $ 6,497.70 $ - Masonry w/1 fireplace EA $ 7,096.65 $ - Masonry w/2 fireplaces FA $ 11,095.70 $ - Wood Stove,free standing EA $ 2,692.25 $ - Wood stove insert EA $ 1,859.77 $ - DECKS,PORCHES,SUNROOMS Deck SF $ 44.07 $ - Porch SF $ 149.38 $- - Sunroom SF $ 176.90 $ _ $ POOLS&HOT TUBS Hot Tub EA $ 8,016.25 $ - $ Inground Pool EA $ 31,550.00 $ - $ Above Ground Round EA $ 6,299.46 $ - $ _ Above Ground Oval EA $ 7,019.75 $ - $ Pool Heater EA $ 8,984.25 $ $ Inflatable Type Pool EA $ 1,200.00 $ - $ - SHEDS w/o electrical SF $ 25.55 $ - w/electrical SF $ 26.85 $ - $ RENOVATIONS Roofing,Overlay SF $ 3.50 $ - Roofing,Strip&reroof SF $ 4.50 $ - Roof Sheathing SF $ 1.51 $ - Siding SF $ 6.75 $ - Windows FA $ 550.00 $ - Skylights EA $ 1,051.10 $ - Doors,Exterior EA $ 601.50 $ - Oil Tank,275 Gallon EA $ - Oil Tank,550 Gallon EA $ MISCELLANEOUS CALCULATIONS $ 37,500.00 TOTALS $ - $ - $ - $ 37,500.00 PERMIT FEE CALCULATIONS Construction Value Fee Building $ _ $ Plumbing y $ $ Mechanical y $ - $ Electrical y $ 37,500.00 $ 456.00 Working before Permit Issuance n $ Certificate of Occupancy Fee $ Plan Review Fee $ State Education Fee $ 9.75 TOTALS $ 37,500.00 $ 465.75 Figures are based on the 2006 RS Means Residential Cost Data , ,, ___, :_. _.„.• --.. — _s. _ • STATE OF CONNECTICUT . : v ,v 1 , :( - I V ELECTRICAL UTILIWE4CONTRACTOR i fiti ci-Tott A swli 1 ,;144.430)6068.i, i kt,..._-.. -0 BROCkleNtiaiv 060.44108 I .4,-,.. _ ,_ ,i. '.v. 44,,.. LIC./REG NQ..i..-_., ....,,,,44.0 EefiVE,10. .;z1.v EXPIRES ELC.0104618.•41..4::.7.01/5241,0014:„.. ..-09/30/2014 1 - .:-.,- -. r . SIGNED - ir ,. LitiA,v -- - - - Apr 09 14 05:11p Jon Stockford 860-848-0567 p.1 SUGEVITY Homeowner's Agent Authorization Form j 0 C al)" (print name) am the owner of the property located at address: 7� PAecrsca:t IL. 4A) oil,�- �• j c 7- 06_5' 70 (print address) I hereby authorize Sungevity or its subcontractor, The Boston Solar Company, to act as my Agent for the limited purpose of applying for and obtaining local building and other permits from the Authority Having Jurisdiction as required for the installation of a Photovoltaic System located on my Property. 9 Customer Signature: Date: t(///// Print Name: e ,�,' S ;c° ��' tic 66 Franklin Street,Suite 310 7. 510.496.5500 866.SUN.4ALL Oakland,CA 94607 USA 510.496.5501 ,;,�;t;•- .. 01/14/2014 05:43 17815955820 AMBROSE INSURANCE PAGE 17/18 Acc•Rc�' CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DDJYYrn I THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS 44 CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER, IMPORTANT: If the certificate holder Is an ADDITIONAL INSURED,the pollcy(les)must be endorsed, If SUBROGATION IS WANED, subject to the terms and conditions of the policy,certain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder In lieu of such endorsemon s), PRODUCER .r CONTA Ambrose Insurance Agency, Inc. NAME 56 Central Ave, c NDEd): 781-592-8200 j c,No)781-595-5820 j Lynn, MA 01901E-MRESS; 1 INaVRERI8) AFFORDINa COVERAGE NaICI INSURED The Boston Solar Co. , LLC INSURER A:Colony INSURER 6:Safety INSURER C'Natxon Union Fire of Pittsburgh _, 10 Churchill Pl, INsuRER D,Liberty Mutual. Lynn, MA 01902 INSURER E COVERAGES INSURER F: CERTIFICATE NUMBER: REVISION NUMBER: This IS TO CERTIFY THAT 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,LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS, 0 TYPE OF INSURANCE " 'I _ • POLICY NUMBER MM/DOYYYYY MMIDo LIMITS I COMMERCLaL ORNPPAL LIAanm _ EACH OCCURRENCE a 1,000,000 CLAIMS-MADE OCCUR OAMgGF IU RENItIJ PREMISES(Ea etourrence) S 100,000 10 A MED EXP(Any on peraani $ 5,000 X GL4046208 2/14/132/14/14 PERSONALS ACV INJURY $ 1,000,000 GENT.AGGREGATE LIMIT APPLIES PER; GENERAL AGGREGATE ® 2,000,000 POLICY+X I IEC ,,,_J LOC OTHER PRODUCT$ w -COMpa A°° $ 000,000 AUTOMOBILE LIA EIL1Ty $ I': ANYAUTO (Ea eceldmnt) $ 1,O O O,O O O B ALL NEO l SCHEDULED BODILY INJURY(POP Parson) $ AUTOS BODILY INJURY(Par accident) $ X HIRED AUTOS NON-OWNED 6216592 1/23/141/23/15 --I. — .,.,, 1AUTOS (Par accident) S UMeREL!q LIAR g OCCUR $ , C x ExCEss UAB �CLAIMS-MAGE ][ EACH OCCURRENCE S 5,000,000 DED RETENTION S EBU067910167 2/73/132/13/14 AGGREGATE s 5,000,000 WORKERS COMPENSATION - $ AND EMPLOYERS'LIABILITY I STATUTE I X I DRH ANY PROPRIETCRVARTNERPEXECUT,Vg Y!N D OMPICEIINEmem exc LUDEC7 ®NIA 'E.I.EACH ACCIDENT 3 1,000,000 (Mlnd■roryInNH) WC2-31S-384393-014 1/14/141/14/15 E.L. DISEASE-EA EMPLOYE' $ 1,000,000 fDESRCRPaIEuOdeOPERATIDN9 balOW E,L,DISEASE-POLICYLIMIT $ 1,000(000 DESCRIPTION OF OPERATIONS/LOCATIONS r VEHICLES (ACORD 101,Ad:Itloral Remarks Schedule,may be attached If morn 2 Solar Panel Installation pace la required) CERTIFICATE H01-71: -ER CANCELLATION . Town of Montville SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE I THE Attn. : Building Dept. ACCORDANCE WITH THE POL POLICY PROVISIONS.NOTICE WILL BE DELIVERED IN Town Ball i Monttivil7e, CT 06353 AUTHORIZED RESENTN aCORD25(2013/04) t 1988-2013 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD (Ali Structural Consulting 35 Kendall Court Bedford, MA 01730 PHONE 1,973.406.8921 EAH-1 CoNsuL-riNci Ela€ne@EAHStructural.com March 31,2014 To: Sungevity 66 Franklin Street Oakland,CA 94607 Subject: Structural Certification for Installation of Solar Panels Stockford Residence 72 Pheasant Run Oakdale,CT.06370 To Whom It May Concern, A design check for the subject residence was done on the existing roofing and framing systems for the installation of solar panels over the roof. From a field inspection of the property,the existing roof support structures were observed as follows: The roof structure of(MP1)consists of composition shingle on roof plywood that is supported by fink trusses that are spaced at @ 24"o.c..The trusses have a max projected horizontal span of approximately 30'-0"between exterior load bearing walls,and a slope of 22 degrees.The top chords are 2x6 sections,the bottom chords are 2x6 sections and the web members are 2x4 sections.The truss members are connected by steel gusset plates.The max unsupported projected horizontal top chord span is approximately 8'-3". The roof structure of(MP2)consists of composition shingle on roof plywood that is supported by fink trusses that are spaced at @ 24"o.c..The trusses have a max projected horizontal span of approximately 20'-0"between exterior load bearing walls,and a slope of 22 degrees.The top chords are 2x6 sections,the bottom chords are 2x6 sections and the web members are 2x4 sections.The truss members are connected by steel gusset plates.The max unsupported projected horizontal top chord span is approximately 5'-4". The existing roof framing system of(MP1)is judged to be adequate to withstand the loading imposed by the installation of the solar panels. No reinforcement is necessary. The existing roof framing system of(MP2)is judged to be adequate to withstand the loading imposed by the installation of the solar panels. No reinforcement is necessary. The spacing of the solar standoffs should be kept at 48"o.c.with a staggered pattern to ensure proper distribution of loads. I further certify that all applicable loads required by the codes and design criteria listed below were applied to the Ironridge solar rail system and analyzed.Furthermore,the installation crews have been thoroughly trained to install the solar panels based on the specific roof installation instructions developed by Ironridge for the racking system and Ironridge for the roof connections. Finally, I accept the certifications indicated by the solar panel manufacturer for the ability of the panels to withstand high wind and snow loads. Design Criteria: • Applicable Codes=2009 IBC/IRC,ASCE 7-05,and 2005 NDS • Roof Dead Load=8 psf(MP1) -- 8 psf(MP2) • Roof Live Load=20 psf • Wind Speed=115 mph,Exposure C • Ground Snow Load=30 psf - Roof Snow Load=21 psf Stockford_Structural_Calcs 1 IVitAkre EAH Structural Consulting 35 Kendall CourtBedford,MtA0173r PHONE 1.978,406.8921 EAH 1 Ctata zt ^rItd Elaine@EAHStructural,com Please contact me with any further questions or concerns regarding this project. .;‘a CONN 't� Sincerely, s��. w y`` ;f Elaine Huang, P.E. "7Ru�'. 287m Project Engineer +, F 'r„4/0t;ht. %N Stockford_Structural_Calcs 2 EAH Structural Consulting 35 Kendall Court Bedford,MA 01730 PHONE 1.978.406.8321 E' cantr �»ca Etaine@EAH5trudural.com Gravity Loading Roof Snow Load Calculations p9=Ground Snow Load= 30 psf Pf=0.7 Ce Ct I pg (ASCE7-Eq 7-1) Ce=Exposure Factor= 1 (ASCE7-Table 7-2) C,=Thermal Factor= 1 (ASCE7-Table 7-3) I=Importance Factor= 1 p,=Flat Roof Snow Load= 21.0 psf Ps=CsPt (ASCE7-Eq 7-2) Cs=Slope Factor= 1 pS=Sloped Roof Snow Load= 21.0 psf PV Dead Load=4 psf(Per Sungevity) Roof Dead Load(MP1) Composition Shingle 4.00 Roof Plywood 2.00 2x6 Top Chords @ 24"o.c. 1.15 Vaulted Ceiling 0.00 (Ceiling Not Vaulted) Miscellaneous 0.85 Total Roof DL(MP1) 8.0 psf DL Adjusted to 22 Degree Slope 8.6 psf Roof Dead Load(MP2) Composition Shingle 4.00 Roof Plywood 2.00 2x6 Top Chords @ 24"o.c. 1.15 Vaulted Ceiling 0.00 (Ceiling Not Vaulted) Miscellaneous 0.85 Total Roof DL(MP2) 8.0 psf DL Adjusted to 22 Degree Slope 8.63 Stockford_Structural_Calcs 3 EAH Structural Consulting 35 Kendall Court Bedford,MA 01730 PHONE 1.978.406.8921 EAH CONSULTING Elaine@EAHStructuraLrom Wind Calulations Per ASCE 7-05 Components and Cladding Input Variables Wind Speed 115 mph Exposure Category C Roof Shape Gable/Hip Roof Slope 22 degrees Mean Roof Height 20 ft Building Least Width 40 ft Effective Wind Area 17.5 ft Design Wind Pressure Calculations Wind Pressure P=qh*(G`Cp) qh=0.00256*Kz*Kzt*Kd"V^2*I (Eq_6-15) Kz(Exposure Coefficient)= 0.9 (Table 6-3) Kzt(topographic factor)= 1 (Fig.6-4) Kd(Wind Directionality Factor)= 0.85 (Table 6-4) V(Design Wind Speed)= 115 mph I Importance Factor= 1 (Table 6-1) qh= 25.90 Standoff Uplift Calculations Zone 1 Zone 2 Zone 3 Positive GCp= -0.85 -1.45 -2.30 0.40 (Fig.6-11) Uplift Pressure= -22.01 psf -37.55 psf -59.57 psf 10.4 psf X Standoff Spacing= 4.00 4.00 4.00 Y Standoff Spacing= 2.75 2.75 2.75 Tributary Area= 11.00 11.00 11.00 Footing Uplift= -242 lb -413 lb -655 lb Standoff Uplift Check Maximum Design Uplift= -413 lb Standoff Uplift Capacity = 400 ib Error- Footing Uplift Too High Fastener Capacity Check Fastener= 1 -5116"dia Lag Number of Fasteners= 1 Embedment Depth= 2.5 Pullout Capacity Per Inch= 250 lb Fastener Capacity= 625 lb w/F.S.of 1.5= 417 lb 417 lb capacity>413 lb demand T herefore,OK Stockford Structural Calcs 4 EAH Structural Consulting 35 Kendall Court Bedford,MA 01730 PHONE 1-978,.406.8921 EAH CostenfiLTINra Elaine@EAHStructuraLcom Framing Check (MP1) PASS w=67 plf Dead Load 8.6 psf PV Load 4.0 psf Snow Load 21.0 psf O Governing Load Combo=DL+SL Member Span=8'-3" Total Load 33.6 psf Member Properties Member Size S(inA3) I(in^4) Lumber Sp/Gr Member Spacing 2x6 7.56 20.80 SPF#2 @ 24"o.c. Check Bending Stress Fb(psi)= fb x Cd x Cf x Cr (NDS Table 4.3.1) 875 x 1.15 x 1.3 x 1.15 Allowed Bending Stress=1504.3 psi Maximum Moment = (wL^2)/8 = 572.206 ft# = 6866.47 in# Actual Bending Stress=(Maximum Moment)/S =908 psi Allowed>Actual--60.4%Stressed -- Therefore,OK Check Deflection Allowed Deflection(Total Load) = L1180 (E=1400000 psi Per NDS) = 0.55 in Deflection Criteria Based on = Continuous Span Actual Deflection(Total Load) = (w*LA4)/(185*E*I) = 0.100 in = L/990 > L/180 Therefore OK Allowed Deflection(Live Load) = L1240 0.412 in Actual Deflection(Live Load) = (w*L^4)/(185*E*I) 0.063 in L/1572 > L/240 Therefore OK Check Shear Member Area= 8.3 inA2 Fv(psi)= 135 psi (NDS Table 4A) Allowed Shear = Fv*A = 1114 lb Max Shear(V)=w*L/2 = 277 lb Allowed>Actual--25%Stressed — Therefore,OK Stockford_Structural_Calcs 5 EAt-I Structural Consulting 35 Kendall Court Bedford, MA 0€1. 30 PHONE 1.978.406.8921 CAt-I €*a 4i._'r tniCf Elaine@EAHStructural.com ................_._.........__._.. Framing Check (MP2) PASS w=67 plf Dead Load 8.6 psf PV Load 4.0 psf Snow Load 21.0 psf 2x6 Top Chords @ 24"o.c. 0 Governing Load Combo= DL+SL Member Span=5'-4" Total Load 33.6 psf Member Properties Member Size S(in^3) I Ong) Lumber Sp/Gr Member Spacing 2x6 7.56 20.80 SPF#2 @ 24"o.c. Check Bending Stress Fb(psi)= fb x Cd x Cf x Cr (NDS Table 4.3.1) 875 x 1.15 x 1.3 x 1.15 Allowed Bending Stress= 1504.3 psi Maximum Moment = (wL^2)/8 = 239.134 ft# = 2869.61 in# Actual Bending Stress=(Maximum Moment)/S =379.5 psi Allowed>Actual-25.3%Stressed -- Therefore,OK Check Deflection Allowed Deflection(Total Load) = . 180 (E= 1400000 psi Per NDS) = 0.355 in Deflection Criteria Based on = Simple Span Actual Deflection(Total Load) = (5*w*L^4)/(384*E*I) = 0.043 in = L/1489 > L/180 Therefore OK Allowed Deflection(Live Load) = L/240 0.266 in Actual Deflection(Live Load) = (5*w1^4)/(384*E*I) 0.027 in L/2371 > L/240 Therefore OK Check Shear Member Area= 8.3 in^2 Fv(psi)= 135 psi (NDS Table 4A) Allowed Shear = Fv*A = 1114 lb Max Shear(V)=w*L/2 = 179 lb Allowed>Actual--16.2%Stressed -- Therefore,OK Stockford_Structural Calcs 6 EAH Structural Consulting 35 Kendall Court Bedford, MA 01730 PHONE 1.978,486.8921 EAH CONSULTING c Elaine@EAHStructural.com March 31,2014 To: Sungevity 66 Franklin Street Oakland,CA 94607 Subject: Structural Certification for Installation of Solar Panels Stockford Residence 72 Pheasant Run Oakdale,CT.06370 To Whom It May Concern, A design check for the subject residence was done on the existing roofing and framing systems for the installation of solar panels over the roof. From a field inspection of the property,the existing roof support structures were observed as follows: The roof structure of(MP1)consists of composition shingle on roof plywood that is supported by fink trusses that are spaced at @ 24"o.c..The trusses have a max projected horizontal span of approximately 30'-0"between exterior load bearing walls,and a slope of 22 degrees.The top chords are 2x6 sections,the bottom chords are 2x6 sections and the web members are 2x4 sections.The truss members are connected by steel gusset plates.The max unsupported projected horizontal top chord span is approximately 8'-3". The roof structure of(MP2)consists of composition shingle on roof plywood that is supported by fink trusses that are spaced at @ 24"o.c..The trusses have a max projected horizontal span of approximately 20'-0"between exterior load bearing walls,and a slope of 22 degrees.The top chords are 2x6 sections,the bottom chords are 2x6 sections and the web members are 2x4 sections.The truss members are connected by steel gusset plates.The max unsupported projected horizontal top chord span is approximately 5'-4". The existing roof framing system of(MP1)is judged to be adequate to withstand the loading imposed by the installation of the solar panels. No reinforcement is necessary. The existing roof framing system of(MP2)is judged to be adequate to withstand the loading imposed by the installation of the solar panels. No reinforcement is necessary. The spacing of the solar standoffs should be kept at 48"o.c.with a staggered pattern to ensure proper distribution of loads. I further certify that all applicable loads required by the codes and design criteria listed below were applied to the Ironridge solar rail system and analyzed. Furthermore,the installation crews have been thoroughly trained to install the solar panels based on the specific roof installation instructions developed by Ironridge for the racking system and Ironridge for the roof connections. Finally, I accept the certifications indicated by the solar panel manufacturer for the ability of the panels to withstand high wind and snow loads. Design Criteria: • Applicable Codes=2009 IBC/IRC,ASCE 7-05,and 2005 NDS • Roof Dead Load=8 psf(MP1) -- 8 psf(MP2) • Roof Live Load=20 psf • Wind Speed=115 mph, Exposure C • Ground Snow Load=30 psf - Roof Snow Load=21 psf Stockford_Structural_Calcs 1 EA-I Structural Consulting 35 Kendall Court 134-4 Bedford MA 017.30 PHONE 1..978.405 g21 EAH to { t Ttfti Ei3Inez@EAHStrudural.com Please contact me with any further questions or concerns regarding this project. Sincerely, • Elaine Huang, P.E. 2a77e ' ,'�'4�� % C13c: �?cEti5 ?: Project Engineer '' F�Stop� ��.` `<<{rrrrrr�4tii Stockford_Structural_Calcs 2 • EMI H Structural Consulting 35 Kendall Court • Bedford,MA 011.730 PHONE 1.973.406.8921 AH CONt e.T+ Elaine@EAHStructural,com EGravity Loading Roof Snow Load Calculations pg=Ground Snow Load= 30 psf Pt=0.7 Ce C,I P9 (ASCE7-Eq 7-1) Ce=Exposure Factor= 1 (ASCE7-Table 7-2) C,=Thermal Factor= 1 (ASCE7-Table 7-3) I= Importance Factor= 1 pf=Flat Roof Snow Load= 21,0 psf Ps=CsPt (ASCE7-Eq 7-2) Cs=Slope Factor= 1 pS=Sloped Roof Snow Load= 21.0 psf PV Dead Load=4 psf(Per Sungevity) Roof Dead Load(MP1) Composition Shingle 4.00 Roof Plywood 2.00 2x6 Top Chords @ 24'o.c. 1.15 Vaulted Ceiling 0.00 (Ceiling Not Vaulted) Miscellaneous 0.85 Total Roof DL(MP1) 8.0 psf DL Adjusted to 22 Degree Slope 8.6 psf Roof Dead Load(MP2) Composition Shingle 4.00 Roof Plywood 2.00 2x6 Top Chords @ 24"o.c. 1.15 Vaulted Ceiling 0.00 (Ceiling Not Vaulted) Miscellaneous 0.85 Total Roof DL(MP2) 8.0 psf DL Adjusted to 22 Degree Slope 8.63 Stockford_Structural_Calcs 3 EAH Structural Consulting 35 Kendall Court Bedford,MA 01730 PHONE 1.97B<406.3921 r ?4 r':tr a,i_ri -TING Eiaine@EAHStructuraLr_om ..._.._.._.__.......... ._...........__.........__............ Wind Calulations Per ASCE 7-05 Components and Cladding Input Variables Wind Speed 115 mph Exposure Category C Roof Shape Gable/Hip Roof Slope 22 degrees Mean Roof Height 20 ft Building Least Width 40 ft Effective Wind Area 17.5 ft Design Wind Pressure Calculations Wind Pressure P=qh`(G*Cp) qh=0.00256*Kz*Kzt*Kd*V^2*I (Eq_6-15) Kz(Exposure Coefficient)= 0.9 (Table 6-3) Kzt(topographic factor)= 1 (Fig.6-4) Kd(Wind Directionality Factor)= 0.85 (Table 6-4) V(Design Wind Speed)= 115 mph I Importance Factor= 1 (Table 6-1) qh= 25.90 Standoff Uplift Calculations Zone 1 Zone 2 Zone 3 Positive GCp= -0.85 -1.45 -2.30 0.40 (Fig.6-11) Uplift Pressure= -22.01 psf -37.55 psf -59.57 psf 10.4 psf X Standoff Spacing= 4.00 4.00 4.00 Y Standoff Spacing= 2.75 2.75 2.75 Tributary Area= 11.00 11.00 11.00 Footing Uplift= -242 lb -413 lb -655 lb Standoff Uplift Check Maximum Design Uplift= -413 lb Standoff Uplift Capacity = 400!b Error- Footing Uplift Too High Fastener Capacity Check Fastener= 1 -5116"dia Lag Number of Fasteners= 1 Embedment Depth= 2.5 Pullout Capacity Per Inch= 250 lb Fastener Capacity= 625 lb w/F.S.of 1.5= 417 lb 417 lb capacity>413 lb demand Therefore,OK Stockford_Structural_Calcs 4 • EAti Structural Consulting 35 Kendall Court Redford,MA 01730 PHONE 1.9378,4€06.8921 EAH cru Elaine EAHStrudsaral,ccm Framing Check (MP1) PASS w=67 plf Dead Load 8.6 psf PV Load 4.0 psf Snow Load 21.0 psf '4V311.0' ; , • Governing Load Combo=DL+SL Member Span=8'-3" Total Load 33.6 psf Member Properties Member Size S(in^3) I(in^4) Lumber Sp/Gr Member Spacing 2x6 7.56 20.80 SPF#2 @ 24"o.c. Check Bending Stress Fb(psi)= fb x Cd x Cf x Cr (NDS Table 4.3.1) 875 x 1.15 x 1.3 x 1.15 Allowed Bending Stress=1504.3 psi Maximum Moment = (wL^2)/8 = 572.206 ft# = 6866.47 in# Actual Bending Stress=(Maximum Moment)/S =908 psi Allowed>Actual--60.4%Stressed -- Therefore,OK Check Deflection Allowed Deflection(Total Load) = L/180 (E=1400000 psi Per NDS) = 0.55 in Deflection Criteria Based on = Continuous Span Actual Deflection(Total Load) = (w*L^4)/(185*E*I) = 0.100 in = L/990 > L/180 Therefore OK Allowed Deflection(Live Load) = L/240 0.412 in Actual Deflection(Live Load) = (w*L^4)/(185*E*I) 0.063 in L/1572 > L/240 Therefore OK Check Shear Member Area= 8.3 inA2 Fv(psi)= 135 psi (NDS Table 4A) Allowed Shear = Fv*A = 1114 lb Max Shear(V)=w*L/2 = 277 lb Allowed>Actual--25%Stressed -- Therefore,OK Stockford_Structural_Calcs 5 EAH Structural Consulting 35 Kendall Court Bedford, MA 01730 PHONE 1,978.406.0921 EAH CONSULTiNO Elaine E4H tructural.r_cynt Framing Check (MP2) PASS w=67plf Dead Load 8.6 psf PV Load 4.0 psf Snow Load 21.0 psf 2x6 Top Chords @ 24'o.c. 0 Governing Load Combo=DL+SL Member Span=5'-4" Total Load 33.6 psf Member Properties Member Size S(in9) I(in^4) Lumber Sp/Gr Member Spacing 2x6 7.56 20.80 SPF#2 @ 24"o.c. Check Bending Stress Fb(psi)= fb x Cd x Cf x Cr (NDS Table 4.3.1) 875 x 1.15 x 1.3 x 1.15 Allowed Bending Stress= 1504.3 psi Maximum Moment = (wL^2)/8 = 239.134 ft# = 2869.61 in# Actual Bending Stress=(Maximum Moment)/S =379.5 psi Allowed>Actual-25.3%Stressed -- Therefore,OK Check Deflection Allowed Deflection(Total Load) = L1180 (E= 1400000 psi Per NDS) = 0.355 in Deflection Criteria Based on = Simple Span Actual Deflection(Total Load) = (5*w*L^4)/(384*E*I) = 0.043 in = L/1489 > L/180 Therefore OK Allowed Deflection(Live Load) = L 240 0.266 in Actual Deflection(Live Load) = (5*w*LA4)/(384*E*I) 0.027 in L/2371 > L/240 Therefore OK Check Shear Member Area= 8.3 inA2 Fv(psi)= 135 psi (NDS Table 4A) Allowed Shear = Fv*A = 1114 lb Max Shear(V)=w*L/2 = 179 lb Allowed>Actual--16.2%Stressed -- Therefore,OK Stockford Structural Calcs 6 Town of Montville Building Department CONSTRUCTION PERMIT APPROVAL Applicant is responsible for obtaining all of the required approvals. No .ermit will be issued until all the re.uired si.natures are obtained. Property Address ►s ,l\ C Sb\(( Pv Q00 10 ,0 5Ls-+c�yi Job Description 31_1z - 1 V ei5 ..e �-��<s� Required Department Permit Issuance Approval Approval Tax Collector .uY� J'�/a-r. �— -f 7)Sf Signature/date Comments: ' ■ Planning &Zoning Signature/date ► Comments: !® Fire Marshal 4( ( 5(`-(. Comments: Signature/date St4 Nt l 1 f l� ❑ Health Department Required for properties with private septic or well Comments: ✓® WPCA, Administrative , /f vii/1 Required for properties on sewer Q Sig ture/ to Comments: ❑ WPCA, Operations When Required by WPCA Signature/date Comments: ❑ Department of Public Works Required when project includes driveway work or certain drainage requirements Signature/date Comments: ❑ Montville Police Department • Required for all permits EXCEPT one and two family residential Signature/date Comments: ❑ State Dept. of Transportation Re•uired for Structures over 100 000 s..ft or with more than 200 .arkin• s.aces-Official co. of STC Certificate of 0.enation re•uired-.er CGS 14-311 Signature/date Building Department Review Complete Signature/date Qevised May 23,2011 a I m l z No„ - 3 �3SbW •O 0 n J Na tYa- 20 Goa= zf • 3 I- W H o�< Z e zi jQ°ij CO rn ❑ O p X p } Qoa p F.<f wg 85 ,I>g5. � CO< J g 0 as s; < sots � _ „z, meg w w > ¢ CO o� re Wr> m�_7 v n L Q ❑ J 0 H < .. a z a m W °$�¢W° Y ° 1 z a W W < Z2z J "3ooa=Vyi a U W W 0 O w a z < m a D g3a° LL o J .0- 2L..=--G C g CO U c7 < O g o 0 oi9 z a m m-- ,3 _=m w rr m • ^• o —g O J mg o _ O rc ? 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N E).j F i-m> > E5 aoint0m I— � ' • APPLICATIONS Suitable for use as follows: STRANDED COPPER O • For use in solar power applications CONDUCTORS O • Rated 90°C for exposed or concealed wiring in wet or dry locations • Rated for direct burial N SPECIFICATIONS CG • Stranded copper conductors *may • XLP insulation v • UL Subject 4703 0—€ • UL 44 • Meets the requirement of UL 854 for TYPE USE-2 CONSTRUCTION • Southwire PV Photovoltaic Wire is manufactured using stranded copper conductors with N single layer XLP insulation • Bare or Tinned Conductors ICs. • -40°C to+90°C • Sunlight Resistant • RoHS Compliant • Direct Burial • Sample Print Legend: Bare or Tinned SOUTHWIRE E316464 (0) (UL) PV WIRE 10 AWG (5.26mm2) CU 2000V 90C Stranded Copper WET OR DRY (-40°C) WET OR DRY-40°C SUN RES DIRECT BURIAL VW-1 OR Conductors RHW-2 2000V—RoHS XLP Insulation WEIGHTS , MEASUREMENTS AND PACKAGING Direct Burial -40°C to+90°C AWG SIZE NO.OF STRANDS INSULATION NOMINAL OR NET WEIGHT THICKNESS 2000 Volts 14 19 0.075 0.220 31.9 12 19 0.075 0.237 41.3 10 19 0.075 0.261 56.6 8 19 0.085 0.312 85.7 14 / 0.075 0.220 31.9 12 7 0.075 0.237 41.3 10 7 0.075 0.261 56.6 8 7 0.085 0.312 85.7 Other sizes and strand configurations are available upon request.Also available in various colors. 0 green0Spec �?; Southwire LISTED RoHSCompliant O % OEM Division RSTC Enterprises Inc 2214 Heimstead Road S lapeck Eau Claire, WI 54703 PV RC>C)F_AAOUiVT EINCLCASURE 715-830-9997 Outdoor enclosure: Model - 0786-3R 01604 (for Sungevity) Asphalt roof systems ETL Listed and labeled Report#3125796 CRT-001b Revised March 22, 2012 • UL50 Type 3R, 11 Edition Electrical equipment enclosures • CSA C22.2 # 94-M91 special purpose enclosures (2006) Basic specifications a Material - 18 Gauge Galvanized 90 Steel Process - Seamless draw(stamped) Flashing- 15" x 15" x Height- 2.625" Cavity- 8" x 9" x 2.5" (162 Cubic inches) Finish- Powder coat(1100 hours salt spray) Assembly: • Base and cover punched for matched assembly • Base pre punched for 7 holes for roof deck mounting • Base - 5 predetermined dimples for fittings or conduit Base plate: • 16 gauge galvanized steel • Fastened to base - toggle fastening system • Finish— Powder coat(1100 hours salt spray) • 5 roof deck knockouts >t)t ALn ( k 0786 314 0 1 • Knockout sizes — 3 -.5" 1 -.75" 1 - 1" • Rail— 7" slotted 35mm installed with steel stud/star nut Internal Components: 4— 1450.1B Black terminal blocks (ABB M6/8 -40c to 110c 600V-50A, 22-8AWG) Positive side 4—1450.1G Gray terminal blocks (ABB M6/8 -40c to 110c 600V-50A, 22-8AWG) Negative side 2—Terminal block rail stops 2 -.75" gland fittings (5 -5.6mm holes with membrane) 1 —3/8" straight thru gland fitting ( ground wire) Ground—installed with steel stud/star nut dual position Wire size -2/0-14 Strain Clip—Aluminum riveted Hardware pack: 7 - 1"Truss head screws 4 -.5" 8-32 thread cutting screws 4- Bonded seal washers #10 2— 10-32 1/7" Steel studs 2—10-32 3/8" steel star nuts 1 —Foam gasket seal 1 —Installation instructions > >- Lu C'7 0 O w y IL W Q c r2 �O� z J 0 }irin ^ O Lu `� QOO C U z 3 ui 0 c\i IT O ci %4.---.1 n UZ Q Lo — a to o � � X o00 0 V) D O . a. 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