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Home My WebLink AboutBuilding Permit #951-14 - 195 WEBSTER WOODS 7/1/2014t%ORT#1 BUILDING PERMIT 0 TOWN OF NORTH ANDOVER 01 _1d APPLICATION FOR PLAN EXAMIN+ATON Permit NO: Date Received 01 C� Date Issued: V ee, MOO C IMPORTANT: Avolicant must comi)lete all items on this Daize LOCATION 195 Webster Woods Ln Print PROPERTY OWNER Britt, Noreen Print MAP NO: 210/108 PARCEL: 0024 ZONING DISTRICT: Historic District yes no Machine ShoD Villaae ves no TYPE OF IMPROVEMENT PROPOSED USE Residential Non- Residential 0 New Building 210ne family 0 Addition 11 Two or more family 0 Industrial MAlteration No. of units: 11 Commercial 11 Repair, replacement 11 Assessory Bldg 11 Others: 0 Demolition R10ther Solar/PV 0 Septic 0 Well El Floodplain 11 Wetlands 0 Watershed District 11 Water/Sewer Install solar electric Danels to roof of existina home. to be interconnected with the homes' electrical OWNER: Name: Address -Z VA-eA cv. Identification Please Type or Print Clearly) b-Af No(-e-er) Phone: U /7 - Y,�-1 - Z?S-( o CONTRACTOR Name: SolarCity Corp Address: Phone: 24 St. Martin Dr. Bldg.2 Unit 11 Marlborough; MA, 01752 Supervisor's Construction License: Exp. Date: Home Improvement License: 168572 107663 Exp. Date: 978-215-2360 8/29/2017 3/8/2015 ARCHITECT/ENGI NEER YOO Jin Kim Phone: 888-765-2489 x 5743 Address: 3055 Clearview Way San Mateo CA. 94402 Reg. No. 49677 FEE SCHEDULE: BULDING PERMIT. $12.00 PER $1000.00 OF THE TOTAL ESTIMATED COST BASED ON $125.00 PER S.F. Total Project Cost: $ 16, 00 FEE: $ CA Check No.: I -1,�,:Lo fJ Receipt No.: NOTE: Persons contracting with unregistered contractors do not have access to the guarantyfund Y 7 11 0 N? e -0 V , - - -0 Plans Submitted [I Plans Waived [I Certified Plot Plan 11 Stamped Plans 11 TYPE OF SEWERAGE DISPOSAL Public Sewer Tanning/Massage/Body Art F] Swinuning Pools Well El Tobacco Sales Food Packaging/Sales 11 Private (septic tank, etc. Pennanent Dumpster on Site THE FOLLOWING SECTIONS FOR OFFICE USE ONLY INTERDEPARTMENTAL SIGN OFF - U FORM PLANNING & DEVELOPMENT Reviewed On COMMENTS Signature CONSERVATION Reviewed on Sianature COMMENTS HEALTH COMMENTS Reviewed Zoning Board of Appeals: Variance, Petition No: Planning Board Decision: Comments Sianature Zoning Decision/receipt submitted yes Conservation Decision: Comments Water & Sewer Connection/signature & Date Driveway Permit DPW Town Engineer: Signature: Located 384 Osgood Street 'FIRE DEPARTMENT - Temp E)u.mpster on site yes no Located -,at 124 Main Street ,Fire 'Department signature/date COMMENTS Dimension Number of Stories: Total land area, sq. ft.: Total square feet of floor area, based on Exterior dimensions. ELECTRICAL: Movement of Meter location, mast or service drop requires approval of Electrical Inspector Yes No DANGER ZONE LITERATURE: Yes MGL Chapter 166 Section 21A —F and G min.$100-$1000 fine NU I t5 ana IJA I A — (For clenartment use J Notified for pickup Call Email Date Time Contact Name Doc.Building Pennit Revised 2014 mil. Building Department The following is a list of the required forms to be filled out for the appropriate permit to be obtained. Roofing, Siding, Interior Rehabilitation Permits • Building Permit Application • Workers Comp Affidavit • Photo Copy Of H. 1. C. And/Or C. S. L. Licenses • Copy of Contract • Floor Plan Or Proposed Interior Work • Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit Addition Or Decks a Building Permit Application Lj Certified Surveyed Plot Plan • Workers Comp Affidavit • Photo Copy of H.I.C. And C.S.L. Licenses • Copy Of Contract • Floor/Cross Section/Elevation Plan Of Proposed Work With Sprinkler Plan And Hydraulic Calculations (if Applicable) • Mass check Energy Compliance Report (if Applicable) • Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit New Construction (Single and Two Family) a Building Permit Application cj Certified Proposed Plot Plan ci Photo of H.I.C. And C.S.L. Licenses Li Workers Comp Affidavit • Two Sets of Building Plans (One To Be Returned) to Include Sprinkler Plan And Hydraulic Calculations (If Applicable) • Copy of Contract • Mass check Energy Compliance Report • Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg. Permit In all cases if a variance or special permit was required the Town Clerks office must stamp the decision from the Board of Appeals that the appeal period is over. The applicant must then get this recorded at the Registry of Deeds. One copy and proof of recording must be submitted with the building application Doc: Building Permit Revised 2014 Location No. q Date Check 27728 TOWN OF NORTH ANDOVER Certificate of Occupancy Building/Frame Permit Fee $_Ba -6D Foundation Permit Fee Other Permit Fee TOTAL $ Building Inspector CA a CD 0 z r.l. o CD CL CL > cc 0 00 CL cr =r CD 0 ou ou a CD CL 0 S, = CM CD S' U) _0 CD 0 r.qpL 0 7 Lw� U) a @7 0 0 :3 U) a F r_ 0 a U) 0 m 0 :3 CD U) CD U) 0 z 0 CD a 0 CD s ��.j IM 7-.� ca a z r - m Cl) cn 0 0 z cn _0 m m m cn 0 z cn a m 0. q : 0 0 0 -0 C) = " = -11 0 cn = :5. CD > CD CL 0 XD 0 — CD 0 a CL m 0 0 ;a = — a z 0 ==.O 0 iD-. h 0 0 0 r- 0. Fn E*r h =t = 2) Cj) CD C- - CD U) 0 N (D CD 0 CD 2) CD > CL 0 Of CO 0 ca CD I f -Am CD CD E -L 0 0 to -- 2: p 0 U) CD 0 :3 cc h cn z CD o 0 cr > CO) cn 0 =r :3 CL 0 E co CD 0 U) 2. 0 CL u a CD U) U) CD CD CL U) ca < CD fL. In a) -o * CD U) CV ro CD CD 0 CO) = 0 0 —h > P 5 L XIZ CL Ln 3 0 X- (D (D Ln fD z co (D m m M > m z -n S. cu ::o 0 rz aq :r M z m C) q 0 L') < . F) (D m 0 r_ om =r m r— m "a m 0 -n m 0 C: m M r— c M m 0 cu n =r :;o 0 C: aq m 0 C M 0- cu 0 2 M M m 0 Ln (D -D 0 LA (D 3 -n 0 0 0 0 3: m > 0 0 4, "M 0 44� fD 01 The Commonwealth ofMassachusetts Department of Industrial Accidents Office of Investigations 600 Washington Street Boston, MA 02111 kli- wwwmass.gov1dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Leizibly Name'(Business/Organization4ndividual): J_SolarUty Corporation Address: 13055CIearviewWay City/State/Zip: ran Mateo, CA, 94402 Pbone 4: P08-765-2489 Are you an employer? Check the appropriate box: 1.0 1 am a employer with 5000 4. 1 ain a general contractor and I employees (full and/or part-time).* have hired the sub -contractors 213 1 am a sole proprietor or partner- listed on the attached sheet. ship and have no employees These sub -contractors have working for me in any capacity. workers' comp. insurance, [No workers' comp. insurance 5. We are a corporation and its required.] officers have exercised their 3. El I am a homeowner doing all work right of exemption per MGL myself. [No workers' comp. c. 152, § 1 (4), and we have no insurance required.] employees. [No workers' comp. insurance required.] Type of project (required): 6. 0 New construction 7. r3Remodeling 8. [3 Demolition 9. [3 Building addition 1 O.ff3 Electrical repairs or additions 11. [3 Plumbing repairs or additions 12.[MRoof repairs 13.M Other Solar *Any applicant that checks box #1 must also rill out the section below showing their workers' compensation policy information. 1 Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. lContractors that check this box must attached an additional sheet showing the name of the sub -contractors and their workers' coinp. policy information. I am an employer that isproviding workers'compensation insurancefor my employees. Below is thepolicy andiob site information. JLAberty Mulu;l Insurance Company_ Insurance Company Name: IWA 65511 Policy 4 or Self -ins. Lic. #: Expiration Date: 11W; (I)Obsi2er TM77 Job Site Address: City/Statc/Zip: 1ALA&I-Ile C-_ ---I 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 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 thepains andpenalties ofperjury that the information provided above is true and correct. Phone M 1�88-765-2489 - f - 11 OJTtcial use only. Do not write in this area, to be completed by city or town official City or Town: Permit/License # Issuing Authority (circle one): .1. Board of Health 2. Building Department 3. City/Town Clerk 4. Electrical Inspector 5. Plumbing Inspector 6. Other Contact Person: Phone #: R0 DATE IMMIDOWVV) CERTIFICATE OF LIABILITY INSURANCE 08/21/2013 _ED THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS 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, t9b P0111CAIGIS) Must be endorsed. If SUBROGATION IS WAIVED. subject to the term& 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 Ilou of such andorsarnant1*1- PRODUCER 9726293 1-415-546-9300 — CONTACT - OF ANY CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED Axthur J. Gallagher & Co, NAME: Brendan Quinlan AO& 11 surance brokers of California, Inc., License #0726203 I 2SS Battery PHONE M_ No. C311):j15- . ... .. _�36 -4020 1 TYPE OF INSURANCE GENERAL LIABILITY street #450 'A11L ADDREft. �IFIBIICI�R�quinlan@ajg.Cca% LI f M.M I I San Francisco, CA 94111 I LIMITS INSURERIS)AtFORRRING COVERAGE TB2661066265053 NIAIC iWSURED jNSURER A. LIBERTY NUT FIRE INS Co !23035 SOI&rCity Corporation INS ERB: _UA LISPRTY INS CoRp '42404 INSURER C; 13AfAAGrTGRFNrm' - -- -000, 000 30S5 Clearviow Way Deductible: $25,000 IMSURFR D.;_ I�kl�EXP jAny Ono pvrscin) 11 10,000 San,Msteo , CA 94402 INSUP" E: UwVQnM%xC* CERTIFICATE NUMBER! 35272277 REVISION NUMBER: THIS IS TO CERTIFY THAI THE POLICIES OF INSURANCE LISTED BELOW INDICATED. NOTWITHSTANDING ANY REQUIREMENT, HAVE BEEN ISSUED T INSURED NAMED ABOVE FOR THE POLICY PERIOD FERM OR CONDITION OF ANY CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS. EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE lil-S R__ AO& SUBh BEEN REDUCED BY PAID CLAIMS. TYPE OF INSURANCE GENERAL LIABILITY zRim- POLICY NUMBER LI f M.M I I POLICY EXT, MIDD I LIMITS X - TB2661066265053 09/01/1' 09/01/14 EACH OCCURRENCE 2,000,000 COMMrEACL-,L GENERAL LIASILTTY CLADA94AADE OCCUR 13AfAAGrTGRFNrm' - -- -000, 000 X Deductible: $25,000 I�kl�EXP jAny Ono pvrscin) 11 10,000 PFASRNI!�&Aq�LltLJURI� 6 1,000,000 1 GEWL AGGREGATE LIMIT APPLIES PER _�ALAGGREG�qL --- $2,000,000 __�LOC jx POLICY I PR PRODOCTS-COMPIOPAGO S2,0.00,000 A -IF jAU M0131LE UABILITY 4 —WF7n7r 09/0,7rri-c-C-)i�i-3iN—ELbiNULLLIPAIT ANY AUTO ALL I (t4k ocg" BODILY INJURY jPet person) 1,000,000 S kx OWNED SCHEDULED AUTOS HIREDAUTOS — AUTOS 14ON-OWNED AUTOS 0 IL INJURY (Per mcidenti TY iTROPER DAMAGE S j 6 UMBRELLA LIAB CCUR S EXCESS LIAO EACH OCCURRENCE. $ CL�IMS-MADE AGGREGATE S DED I I'R;TENTION WORKERS COMPENSATION AND EMPLOYERS' LIABILITY NC7661066265033 (IN JEXECUTIVE WA766DO66265023 (Ded) -1 1 ER I ANY PROPRIETORIPARTNEIR YIN 1 Retr� 4 09/01/1 � 09/01/14 OFFICERMEMBF.Rf:XCI UDED? MIA 09/01/13 09/01114 E -L (MandalMy in MR) IND $1,000,000 It yes. describe tinder E.L. DISEASE - EA EMPLOYEEJ S 1, ODO, DOD DESCRIPTION OF OPERATIONS below E-POLICYLIMIT J$ 1,000,000 DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES Proof of insurance. SHOULO ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED, BEFORE of Insurance Only THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN I ACCORDANCE WITH I HE, POLICY PROVISIONS AUTHORIZED REPRESENTATIVE 0 1988-2010 ACORD CORPORATION. Ali"rights reserved. ACORD 25 (2010105) The ACORD name and logo are registered marks of ACORD satyasan 35272277 airs -and Business Regulation Office of Consumer Aff 10 Park Plaza - Suite 5170 91 Boston, Massachusetts 02116 Home Improvement Contractor Registration SGA I Co SOLARCITY CORPORATION CRAIG ELLS 24 ST. MARTIN STREET BLD 2 UNIT 11 MARLBOROUGH, MA 01752 Registration: 168572 Type: Supplement Card Expiration: 3/8/2015 Update Address and return card. Mark reason for change. E] Address n Renewal n. Employment [] Lost Card . �/-" f , "em, - #. —.Office of Consumer Affairs& Business Regulation fME IMPROVEMENT CONTRACTOR Registration: 168572 Typ( Expiration: 31812015 Supplement ;ard SOLARCITY CORPORATION CRAIG ELLS 24 ST MARTIN STREET BLD 2UNI IWI-SOROUGH, MA 01752 Undersecretary License or registration valid for individul use only before the expiration date. If found return to: Office of Consumer Affairs and Business Regulation 10 Park Plaza - Suite 5170 Boston, MA 02116 Not vilid-w-ith-o*ut signature Massachusetts - Department of Public sifety Board of Building Rogulitions and Stinciarcis -,noiti4istm 4-ulti-111WI License CS -107663 CRAIG ELLS 206 BAKER STREEI' Keene NH 03431 0812912017 6 Office of Consumer Affairs 10 Park Plaza - Suite 5 170 Boston, Massachusetts 02116 Home Improvement, Contractor Registration SOLARCITY CORPORATION DAVID MILLAR 24 ST. MARTIN STREET BLD 2 UkT,'d 11--� MARLBOROUGH, MA 01752 SCA1 0 20M-051il Office of Consumer Affairs& Business Regulation �9ME IMPROVEMENT CONTRACTOR ist"t. 'On. 16W2 Type, xpiratio %E n. 318/2015 Supplement 1�ard SOLARCITY CORPORATION DAVID MILLAR 24 ST MARTIN STREET 131- D 2UNI TAAkLBOROUGH, MA 01752 Undersecretary Registration: 168572 Type. Supplement Card Expiration: 3/8/2015 Update Address and return card. Mark reason for change. E] Address F-1 Renewal 7 Employment [ ] Lost Card License or registration valid for individul use only before the expiration date. If found return to: Office of Consumer Affairs and Business Regulation 10 Park Plaza - Suite 5170 Boston, M A 02116 Not vakd withlut signat'u're DocuSign Envelope ID: 54FE495E-DB55-42D8-B9CB-2A8D32DO6B4E $o1arCity. Power Purchase Agreement Congratulations! Your system design is complete and you are on your way to clean, more affordable energy. We estimate that your System's first year annual production will be 8,086 kWh and we estimate that your average first year monthly payments will be $99.80. Over the next 20 years we estimate that your System will produce 154,270 kWh. We also confirm that your electricity rate will be $0.1481 per kWh, fixed for the next 20 years (i.e. electricity rate $0.1481 and tax rate $0.0000). Your Details Exactly as it appears on your utility bill Homeowner's Name & Address Co-owner (if applicable) Service Address Noreen Brift Frank Britt 195 Webster Woods Ln 195 Webster Woods Ln North Andover, MA 01845 North Andover, M.A 01845 As soon as you acknowledge the above design and production details by signing below, we will schedule your installation. If you have any questions or concerns please contact your Sales Representative. Owner's Name: Noreen Britt DoruSigned by: (_ZA& 1�** %--24154BOFD449415 Signature Do S' ed by: 6/19/2014 6W 6/20/2014 1 r2 G260487 Date Co -Owner's Name (if any): Frank Britt Signature Date Signature Date SOLARCITY APPROVED 06/24/2014 MOON RIVE, CEO (PPA) Power Purchase Agreement 3055 CLEARVIEW WAY, SAN MATEO, CA 94402 888.SOL.CITY 1888.765.2489 1 SOLARCITY.COM MA H IC 168572/MA LIC. MR -1 136 A�# aA.SolarCity. 3055 Clearview Way, San Mateo, CA 9"02 (888) -SOL -CITY (765-2489) 1 www.solarcity.com May 19, 2014 Project/Job # 018611 RE: Project: To Whom It May Concern, CER-17IFICATION LETTER Britt Residence 195 Websttr Woods Ln North Andover, MA 01845 Version #35.7 OF YOO AN No. Digitally sjdne7d'U� Yoo Jin Kim Date: 2014.05.19 13:54:49 -07'00' A jobsite survey of the existing framing system was performed by a site survey team from SolarCity. Structural review was based on site observations and the design criteria listed below: Design Criteria: - Applicable Codes = MA Res. Code, 8th Edition, ASCE 7-05, and 2005 NDS - Risk Category = II - Wind Speed = 100 mph, Exposure Category C - Ground Snow Load = 50 psf - Dead Load =12 psf (ALL MPS) Note: Per IBC 1613.1; Seismic check is not required because Ss = 0.33365 < 0.4g and Seismic Design Category (SDC) = C < D On the above reference ' d project, the structural roof framing has been reviewed for loading from the PV assembly on the roof. The structural review only applies to the section(s) of the roof that directly supports the PV system and its supporting elements. After this review it was determined that the existing structure is adequate to carry the PV system loading. I certify that the structural roof framing and the new attachments that directly support the gravity loading from PV modules have been reviewed and determined to meet or exceed requirements of the MA Res. Code, 8th Edition. Please contact me with any questions or concerns regarding this project. Sincerely, Yoo ]in Kim, P.E. Civil Engineer Main: 888.765.2489, x5743 email: ykim@solarcity.com 3055 Clearview Way San Mateo, CA 94402 T (650) 638-1028 (888) SOL -CITY F (650) 638-1029 solarcity.com A- H! A I_t J4 1, � ' ; _) t _' 4 1. r I I i-' �8 -; I,,- llt,146- L, H 1! 1. � �,;(,l MAJ, !to "� Mi'vl ' '2-- R --B 1�: t H PA 13-3-1 i, I � TPt R 7-- , NA ';(-:, � - , Ak "-0- ' �-I, k , jh� i N LQU 05.19.2014 SleekMountTM PV System. Version #35.7 41"A,SolarCity. Structural Design Software PROJECT INFORMATION & TABLE OF CONTENTS Project Name: Britt Residence AHJ: North Andover Job Number: 018611 Building_Code: MA Res. Code, 8th Edition Customer Name: Britt, N6—reen ... Based On: I . RC 2009 . / IBC 2009 Address: 195 Webster Woods Ln ASCE Code: ASCE 7-05 City/State: North Andover, MA Risk Category: Ji ------ Zip_Code 01845 - Upgrades Req'd? No Latitude Longitude: 42.63526�- _71 .0�3174 Stamp Req'—d5 Yes, SC Office: Marlborough PV Designer: Pete Aldermeshian Grady Koup EOR: Yoo Jin Kim, P.E. Certification Letter 1 Project Information, Table Of Contents, & Vicinity Map 2 Structure Analysis (Loading Summary and Member Check) 3 Hardware Design (PV System Assembly) 4 Note: Per IBC 1613.1; Seismic check is not required because Ss = 0.33365 < 0.4g and Seismic Design Category (SDQ = C < D 195 Webster Woods Ln, North Andover, MA 01845 Latitude: 42.635269, Longitude: -71.053174, Exposure Category: C CALCULATION OF DESIGN WIND LOADS - MPI Mounting Plane Information Roofing Material K, Com.p Roof Table 6-3 PV System Type Wind Pressure Up P(up) Wind Pressure Down I P(downi 1 SolarCity S.1eekMountTM Section, 6.53 Spanning Vents V No Fig. 6-1 Standoff (Atta�hment Hardware)- 1 Comp mqq�� Section 6.5.6.3 Roof Slope qh 400 Fig. 6-11B/C/D-1 Rafter Spacing h 16" O.C. I Secti Framing Type / Direction Y -Y Rafters T -allow Wind Design Criteria Wind Design Code K, ASCE 7-05 Table 6-3 Wind Design Method Wind Pressure Up P(up) Wind Pressure Down I P(downi 1 Partially/Fully Enclosed Method Section, 6.53 Basic Wind Speed V 100 mph Fig. 6-1 Exposure Category 1 C Section 6.5.6.3 Roof Style qh Gable/Hip Roof - Fig. 6-11B/C/D-1 IMean Roof Height h 25 ft I Secti Wind Pressure Calculation Coefficients Wind Pressure Exposure K, 0.95 Table 6-3 Topographic Factor Wind Pressure Up P(up) Wind Pressure Down I P(downi 1 Loo Section, 6.53 Wind Directionality Factor Kd 0.85 Table 6-4 Importance Factor 1 1.0 Table 6-1 Velocity Pressure qh qh = 0.002S6 (Kz) (Kzt) (Kd) (VA 2)(1) 1 Equation 3 psf 1 20.6 psf T -actual I Wind Pressure I Ext. Pressure Coefficient (Up) GCp (ur)) -0.95 Fig. 6-1113/C/D-14AtB Ext. Pressure Coefficient (Down) GCp (Down) 0.88 Fig. 6-118/C/D-14A/B Design Wind Pressure p p = qh (GCp) Equation 6-22 Wind Pressure Up P(up) Wind Pressure Down I P(downi 1 -19.6 psf 18.0 Psf I ALLOWABLE STANDOFF SPACINGS X -Direction Y -Direction Max Allowable Standoff Spacing Landscape 4811 3911 Max Aliowable Cantilever Landscape 1911 NA Standoff Configuration Landscape Staggered Max Standoff Tributary Area Trib 13 sf PV Assembly Dead Load W -PV 3 psf Net Wind Uplift at Standoff T -actual -236lbs Uplift Capacity of Standoff T -allow 500lbs IStandoff Demand/Capacity F DCR 47.2% X -Direction Y -Direction Max Allowable Standoff Spacing Portrait 3211 6511 Max Allowable Cantilever Portrai t NA Standoff Configuration Portrait Staggered Max Standoff Tributary Area Trib 14 sf PV Assembly Dead Load WTV 3- psf Net Wind Uplift at Standoff T -actual -262 lbs Uplift Capacity of Standoff T -allow 500 lbs IStandoff Demand/Capacity DCR 52.5% CALCULATION OF DESIGN WIND LOADS - MP2 Mounting Plane Information Roofing Material Wind Pressure Exposure Comp Roof 0.95 PV System Type topographic Factor Solkity SleekMount'" 1.00 Spanning Vents V No Fig. 6-1 Standoff (Attachment Hardware) Importance Factor QomQ N2qnLLtRg Q Section 6.5.6.3 Roof Slope Velocity Pressure 1 200 Fig. 6-11B/C/ID-14A/B Rafter Spacing I h 1611 O.C. Section 6.2 �ij Framing Type / Direction Y -Y Rafters T -allow Wind Design Criteria Wind Design Code Wind Pressure Exposure ASCE 7-05 0.95 Wind Design Method topographic Factor Partially/Fully Enclosed Method 1.00 Basic Wind Speed V 100 mph Fig. 6-1 Exposure Category Importance Factor C Section 6.5.6.3 Roof Style Velocity Pressure 1 Gable/Hip Roof Fig. 6-11B/C/ID-14A/B IMean Roof Height I h 25 ft Section 6.2 �ij Wind Pressure Calculation Coeffidents -0.88 Fig. 6-11B/C/D-14A/B Wind Pressure Exposure K� 0.95 Table 6-3 topographic Factor -18.0 Psf 10.0 Psf 1.00 Section 6.5.7 Wind Directionality Factor Kd 0.85 Table 6-4 Importance Factor 1 1.0 Table 6-1 Velocity Pressure 1 qh 1 qh 0.00256 (Kz) (Kzt) (Kd) (V-2) (1) Equation 6-15 1 20.6 psf -283lbs I Wind Pressure I Ext. Pressure Coefficient (UP) GC, (u,) -0.88 Fig. 6-11B/C/D-14A/B Ext. Pressure Coefficient (Down) GC, (pow,) 0.45 Fig. 6-11B/C/D-14A/13 Design Wind Pressure p p = qh (GC,) Equation 6-22 Wind Pressure Up P(Upl Wind Pressure Down 11)(down) -18.0 Psf 10.0 Psf ALLOWABLE STANDOFF SPACINGS X -Direction Y -Direction Max Allowable Standoff Spacing LandscaR�- 64" 391f Max Allowable Cantilever Landscape. 2411 NA Standoff Configuration Landscape Staggered Max Standoff Tributary Area Trib 17 sf PV Assembly Dead Load W -PV 3 psf Net Wind Uplift at Standoff --.W-PV T -actual -283lbs Uplift Capacity of Standoff T -allow 500lbs IStan off Demand/Ca6kity- DCR 56.5% X -Direction Y -Direction Max Allowable Standoff Spacing Portrait 48" 6511 ax Allowable Cantilever Portrait 1811 NA Standoff Configuration Portrait Staggered Max Standoff Tributary Area Trib 22 sf PV Assembly Dead Load W -PV 3 psf Net Wind Uplift at Standoff T -actual -353 lbs Uplift Capacity of Standoff T -allow 50016S lStandoO Demand/Ca6acity I QCk 1 70.7% CA LCULATION OF DESIGN WIND LOADS'- MP3 Mounting Plane information Roofing Material K� Comp Roof Table 6-3 PV System Type Kt SolarCity SleekMountTM section 6.51.7 - Spanning Vents V No Fig. 6-1 Standoff (Attachment Hardware) I comp N641A� Section 6.5.6.3 Roof Slope qh 200 Fig. �-��B/C/D-14A/B Rafter Spacing 16" O.C. Sect Framing Type / Direction Y -Y Rafters T -allow Wind Design Criteria Wind Design Code K� ASCE 7-05 Table 6-3 Wind Design Method Kt Partially/Fully Enclosed Method section 6.51.7 - Basic Wind Speed V .1.00 mph Fig. 6-1 Exposure Category I C Section 6.5.6.3 Roof Style qh Gable/Hip Roof Fig. �-��B/C/D-14A/B IMean Roof Height 25 , ft Sect Wind Pressure Calculation Coefficients Wind Pressure Exposure K� 0.95 Table 6-3 Topographic Factor Kt .1 0 section 6.51.7 - Wind Directionality Factor Kd 0.85 Table 6-4 Importance Factor I L'd Table 6-1 Pressure qh qh 0.00256 (Kz) (Kzt) (Kd) (VA2) (1) Equation 6-15 I ,Velocity 1 20.6 psf I I � Wind Pressure I Ext. Pressure Coefficient (Up) GCp (up) -0.88 Fig. 6-11B/C/D-14A/B Ext. Pressure Coefficient (Down) GC, (ppwn) 0.45 Fig. 6-11B/C/D-14A/B Design Wind Pressure p p = qh (GC,,) Equation 6-22 Wind Pressure Up P(unl Wind Pressure Down I P(down) 1 -18.0 psf 10.0 psf I ALLOWABLE STANDOFF SPACINGS X -Direction Y -Direction Max Allowable Standoff Spacing La�ndscape 6411 3911 Max Allowable Cantilever -Landscape -18" NA Standoff configuration Landscape Staggered Max Standoff Tributary,Area Trib 17 sf PV Assembly Dead Load W -PV 3 psf Net Wind UplifCat Standoff f-ktual -3 -283lbs Uplift Capacity of Standoff T -allow 500lbs IStand Demand/Cipacity bcR 56.5% X -Direction Y -Direction Max Allowable Standoff Spacing Portrait 48" 6511 Max Aliowable Cantilever Portr�it -18" NA Standoff Configuration Portrait Staggered Max Standoff Tributary Area - Trib 22 sf PV Assembly Dead Load W -PV 3 psf Net Wind Uplift at Standoff T -actual .-353 lbs Uplift Capacity of Standoff T -allow 500 lbs IStandoif bernand/Capacit� 15CR 70.7% LOAD ITEMIZATION - ALL MPS PV System Load Non -PV Areas PV Module Weight (pso Hardware Assembly Weight (ps f) 2.5 psf 0.5 psi PV System Weight (Psf) 3.0 psf Roof Dead Load Non -PV Areas Material Load Roof Category Description LO ALL MPS Table 4-1 Roofing Type At Comp Rpof 2 Layers 5.0 psf Re -Roof to 1 Layer of Comp? ASCE Eq: 7.4-1 No W. Underlayment R, -Roofing Paper 0.5 psf Plywood Sheathing R2 Yes 1.5 psf Board Sheathing Lr None Equation 4-2 Rafter Size and Spacing Lr 2 x 12 @ 16 in. O.C. 3.5 psf Vaulted Ceiling Table 7-3 No ,Miscellaneous Miscellaneous Items 1.5 sf ITotall Roof Dead Load 7.3.4 & 7.10 12 psf (ALL MPS) 12.0 Dsf Reduced Roof LL Non -PV Areas Value ASCE 7-05 Roof Live Load LO 20.0 psf Table 4-1 Member Tributary Area At < 200 sf Roof Slope ASCE Eq: 7.4-1 5/12 W. Tributary Area Reduction R, I Section 4.9 Sloped Roof Reduction R2 0.975 Section 4.9 ,Reduced Roof Live Load Lr Lr = Lo (Rj) (112) Equation 4-2 lReduced Roof Live Load Lr 19.5 psf (ALL MPS) 19.5 Psf Reduced Ground/Roof Live/Snow Loads Code Ground Snow Load pg 50.0 psf ASCE Table 7-1 Snow Load Reductions Allowed? PS -PV Yes ASCE Eq: 7.4-1 70% Effective Roof Slope 200 ASCE Eq: 7.4-1 Horiz. Distance from. Eveto Ridge W. 14.1 ft 3S.0 psf Snow Importance Factor 1, 1.0 Table 1.5-2 Snow Exposure Factor Partially Exposed Table 7-2 1.0 Snow Thermal Factor Ct All structures except as indicated otherwise Table 7-3 1.0 Minimum Flat Roof Snow Load (w/ Pf-min 35.0 psf 7.3.4 & 7.10 Rain -on -Snow Surcharge) Flat Roof Snow Load Pf pf = 0.7 (C�) (Ct) (1) pg; pf 2: pf-min Eq: 7.3-1' 35.0 psf 70% ASCE Design Sloped Roof Snow Load Over Surrounding Roof Surface Condition of Surrounding C�, All Other Surfaces Figure 7-2 Roof PS -PV 1.0 ASCE Eq: 7.4-1 70% Design Roof Snow Load Over Ps -roof = (Cs -roof) Pf ASCE Eq: 7.4-1 Surrounding Roof Ps -roof 70% 3S.0 psf ASCE Design Sloped Roof Snow Load Over PV Modules Surface Condition of PV Modules CS _P1 Unobstructed Slippery Surfaces 1.0 Figure 7-2 Design Snow Load Over PV Modules PS -PV Ps-py = Xs-pv) Pf ASCE Eq: 7.4-1 70% 3S.0 psf WoodWorks' SOMMEFOO? "01) "SFGN May 19, 2014 14:35 MP1.wwb Design Check Calculation Sheet WoodWorks Sizer 10. 1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area No 12.00 (16.0)* psf SL Snow Full Area Yes 50.00 (16.0)* psf -PVDL Dead Full Area No 3.00 (16.0)*-Psf *Tributary Width (in) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in): V1-5 ----- ----- of V-21' 12'-9.7" Unfactored: Dead 183 151 Snow 468 389 Factored: Total 651 540 Bearing: FItheta 589 589 Capacity Joist 822 540 Supports 651 716 Anal/Des Joist - 0.79 1.00 Support 1.00 0.75 Load comb #2 #4 Length 0.56 0.61 Min req'd 0.56** 0.61 Cb 1.68 1.00 Cb min 1.68 1.00 Cb support 1.25 1.25 1 Fcp sup 1 1 6251 1 6251 "Minimum bearing length governed by the required width of the supporting member. Mpi Lumber -soft, S -P -F, No.1/No.2, 2x12 (1-112"xll-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Roof joist spaced at 16.0" c/c; Total length: 17'-5.8"; Pitch: 10/12; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); F1I WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN T, Fj- K "A", 7. WoodWorks@ Sizer 10.1 Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value AnalysiS/Design Shear fV = 33 Fv1 = 155 fv/Fvl = 0.21 Bending(+) fb = 588 Fb' = 1157 fb/Fbl = 0.51 Bending(-) fb = 24 Fb' = 403 fb/Fbl = 0.06 Live Deflln 0.19 = L/982 0.76 = L/240 CRITICAL LOAD COMBINATIONS: 0.24 Total Deflln 0.26 = L/709 1.01 = L/180 .0.25 Additional Data: FACTORS: F/E(psi)CD Cm Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv1 135 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fbl+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 4 Fb 875 1.15 1.00 1.00 0.349 1.000 1.00 1.15 .1.00 1.00 - 2 Fcpl 425 - 1.00 1.00 - - - - 1.00 1.00 - - El 1.4 million 1.00 1.00 - - 1.00 1.00 - 4 Emin' 0.51 million 1.00 1.00 - - 1.00 1.00 - 4 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V 419, V design 366 lbs Bending(+): LC #4 = D+S (pattern: sS), M = 1550 lbs -ft Bending(-): LC #2 = D+S, M = 63 lbs -ft Deflection: LC #4 = (live) LC #4 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S12, X=L+S or L+Lr, pattern load in this span _=no Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI 249eO6 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow... Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle FItheta calculated for each support as per NDS 3.10.3 Page 2 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5. SLOPED BEAMS: level bearing is required for all sloped beams. 6. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. COMPANY PROJECT WoodWorks 0 SOFTWARE FOR WOOD DESIGN May 19,2014 14:351 MP2.wwb Design Check Calculation Sheet WoodWorks Sizer 10. 1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit 530 Bearing: tern Start End Start End DL Dead Full Area No FItheta 12.00 (16.0)* psf SL Snow Full Area Yes 50.00 (16.0)* psf PVDL Dead Full Area No 530 3.00 (16.0)* psf *Tributary Width (in) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 14l -61 of 11-21f 13'-2.6" Unfactored: Dead Snow Factored: Total 155 483 128 402 637, 530 Bearing: FItheta 464. 464 Capacity Joist 639 530 Supports 637 894 Anal/Des Joist 1.00 1.00 Support 1.00 0.59 Load comb #2 #4 Length 0.54 0.76 Min req'd 0.54** 0.76 Cb 1.69 1.00 Cb min 1.69 1.00 Cb support 1.25 1.25 Fcp sup 1 1 6251 625 "Minimum bearing length governed by the required width of the supporting member. MP2 Lumber -soft, S -P -F, No.I/No.2, 2x12 (1-1/2"xi'll-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Roof joist spaced at 16.0" c/c; Total length: 14'-6.0"; Pitch: 4.5/12; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); MP2.wwb WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN WoodWorks@ Sizer 10.1 Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value AnalysiS/Design _ Shear fv = 38 Fv1 = 155 fv/Fvl = 0.24 Bending(+) fb = 599 Fb1 = 1157 fb/Fbl = 0.52 Bending(-) fb = 23 Fb' = 462 fb/Fb1 = 0.05 Live Defl1n 0.14 = <L/999 0.64 = L/240 CRITICAL LOAD COMBINATIONS: 0.22 Total Defl1n 1 0.19 = L/819 0.86 = L/180 0.22 Additional Data: FACTORS: F/E(pSi)CD Cm Ct CL CF Cfu Cr Cfrt Ci Cn LC# FV1 135 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fbl+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 4 Fb,- 875 1.15 1.00 1.00 0.400 1.000 1.00 1.15 1.00 1.00 - 2 Fcpl 425 - 1.00 1.00 - - - 1.00 1.00 - - El 1.4 million 1.00 1.00 - - 1.00 1.00 - 4 Emin' 0.51 million 1.00 1.00 - - 1.00 1.00 - 4 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V 501, V design 427 lbs Bending(+): LC #4 = D+S (pattern: sS), M = 1580 lbs -ft Bending(-): LC #2 = D+S, M = 60 lbs -ft Deflection: LC #4 = (live) LC #4 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S12, X=L+S or L+Lr, =no pattern load in this span - Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI 249eO6 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow.. Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle FItheta calculated for each support as per NDS 3.10.3 Page 2 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5. SLOPED BEAMS: level bearing is required for all sloped beams. 6. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. COMPANY PROJECT WoodWorks SOffWAIPF FOS? WOOD MOGN May 19,2014 14:361 MP3.wwb Design Check Calculation Sheet WoodWorks Sizer 10. 1 Loads: Load Type Distribution Pat- Location [ft] magnitude Unit 732 626 tern Start End Start End DL Dead Full Area No 12.00 (16.0)* psf SL Snow Full Area Yes Capacity 50.00 (16.0)* psf PVDL Dead Full Area No 732 3.00 (16.0)* 626 *Tributary width (in) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in): 16-9 V 01 11-211 15'-4.5" Unfactored: Dead Snow 178 554 152 475 Factored: Total 732 626 Bearing: FItheta 464 464 Capacity Joist 732 626 Supports 793 1055 Anal/Des Joist 1.00 1.00 Support 0.92 0.59 Load comb #2 #4 Length 0.68 0.90 Min req'd 0.68 0.90 Cb 1.55 1.00 Cb min 1.55 1.00 Cb support 1.25 1.25 Fcp sup 1 6251 1 6251 MP3 Lumber -soft, S -P -F, No.1/No.2,2xI2 (11-1/2"xIIII-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Roof joist spaced at 16.0" c/c; Total length: 16'-9.8"; Pitch: 4.5/12; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); MP3.wwb WoodWorks@ Sizer SO FTWARE FOR WOOD DESIGN WoodlWorks@ Sizer 10.1 Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis value Design Value AnalysiS/Design _ Shear fv = 46 Fv1 = 155 fv/Fvl = 0.29 Bending(+) fb = 836 Fb' = 1157 fb/Fbl = 0.72 Bending(-) fb = 23 Fb1 = 403 fb/Fb1 = 0.06 Live Defl1n 0.28 = L/655 0.76 = L/240 0.37 Total Defl1n 0.37 = L/497 1.01 = L/180 LC #4 = (total) 0.36 Additional Data: FACTORS: F/E(psi)CD Cm Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv1 135 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fbl+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 4 Fbl- 875 1.15 1.00 1.00 0.348 1.000 1.00 1.15 1.00 1.00 - 2 Fcpl 425 - 1.00 1.00 - - - - 1.00 1.00 - - E'' 1.4 million 1.00 1.00 - - 1.00 1.00 - 4 Emin' 0.51 million 1.00 1.00 - - 1.00 1.00 - 4 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V 590, V design 515 lbs Bending(+): LC #4 = D+S (pattern: sS), M = 2204 lbs -ft Bending(-): LC #2 = D+S, M 60 lbs -ft Deflection: LC #4 = (live) LC #4 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S12, X=L+S or L+Lr, =no pattern load in this span Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI 249eO6 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow... Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle FItheta calculated for each support as per NDS 3.10.3 Page 2 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5. SLOPED BEAMS: level bearing is required for all sloped beams. 6. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. 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