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RC-000069-2016 TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5904 (518)761-8201 a _ Community Development-Building&Codes (518)761-8256 CERTIFICATE OF COMPLIANCE Permit Number: RC-000069-2016 Date Issued: Monday,November 7, 2016 This is to certify that work requested to be done as shown by Permit Number RC-000069-2016 has been completed. Tax Map Number: 295.19-1-19 Location: 4 SHERWOOD DR Owner: MARIO CANGEMI Applicant: Solar City This structure may be occupied as a: Residential Alterations:rafter upgrades for solar panels 798.75 s.f. By Order of Town Board TOWN OF QUEENSSBBURY Issuance of this Certificate of Compliance DOES NOT relieve the }/ V property owner of the responsibility for compliance with Site Plan, ��•••yyyE�� Variance,or other issues and conditions as a result of approvals by the Director of Building&Code Enforcement Planning Board or Zoning Board of Appeals. TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5904 (518)761-8201 Community Development-Building& Codes (518)761-8256 BUILDING PERMIT Permit Number: RC-000069-2016 Tax Map No: 295.19-1-19 Permission is hereby granted to: MARIO CANGEMI,Solar City For property located at: 4 SHERWOOD DR In the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance Type of Construction Owner Name: MARIO CANGEMI Single Family-Alteration $25,272.00 Owner Address: 4 Sherwood DR Total Value $25,272.00 Queensbury,NY 12804 Contractor or Builder's Name/Address Electrical Inspection Agency Solar City PO Box 670 Amsterdam,NY 12010 Plans&Specifications Residential Alterations:rafter upgrades for solar panels 798.75 s.£ $119.82 PERMIT FEE PAID-THIS PERMIT EXPIRES: Saturday,February 11,2017 (if a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the piration*dy, Dated at the Town f Queen ry; February17,2016 SIGNED BY: for the Town of Queensbury. Director of Building&Code Enforcement ACCESSORY STRUCTURE APPLICATION Office Use Only Eris Received DATE Tax Map ID TAx MAP ID 295.19 - 1 - 19 E IV Emit No.ZONINGrnit Fee 19 )nv. r5 ec Fee HISTORIC SITE Yes No 'Q�j Approvals SUBDIVISION NAME Lot# APPLICANT Loreen Meher OWNER Mario Cangemi ADDRESS P.O. BOK 670 ADDRESS 4 Sherwood Dr Amsterdam, NY 12010 Queensbury, NY 12804 PHONE 518 - 332 - 0671 PHONE (518)232-9373 CONTRACTOR Solar City COST OF CONSTRUCTION(ESTIMATED): $ 25,272.00 ADDRESS: P.O. BOX 670 BUILDING ADDRESS: 4 Sherwood Dr Amsterdam, NY 12010 Queensbury, NY 12804 PHONE: 518 - 332 - 0671 CONTACT PERSON FOR BUILDING&CODES COMPLIANCE Loreen Meher PHONE 518-332-0671 TYPE OF CONSTRUCTION Check all that apply Please indicate measurements as required below Boathouse 15`floor sq.ft. 2nd floor sq.ft. Total sq.ft. Height Boathouse with Sundeck Deck Detached Garage(#of cars Dock Pale Bam Porch-open **Porch—3 season. Covered, Enclosed Shed Other Accessory Structure(s) 798.75 **Considered floor area&must comply with FAR(floor area ratio)requirements if located in the WR zone DECLARATION: I acknowledge no construction activities shall be commenced prior to issuance of a valid permit. I certify that the application, plans and supporting materials are a true & complete statement description of the work proposed, that all work will be performed in accordance with the NY State Building Codes, local building laws and ordinances; and in conformance with local zoning regulations. I acknowledge that prior to occupying the facilities proposed, I or my agents will obtain a certificate of occupancy. I also understand that I/we are required to provide an as-built survey by a licensed land surveyor of all newly constructed facilities prior to issuance of a certificate of occupancy. ✓l have read and agree to the above: Print Name: Loreen Meher Date: 2 - 11 - 16 Signature: - wv �7 Cwt Date: 2 - 11 - 16 1 Town of Queensbury Building&Codes Accessory Structure Application July 2014 Version#53.6-TBD RU SolarCity. February 9, 2016 RE: CERTIFICATION LETTER Project/Job # 1281366 Project Address: Cangemi Residence 4 Sherwood Dr Queensbury, NY 12804 AHJ Queensbury Town, Warren County RECEVED SC Office Amsterdam 2 Design Criteria: Q l -Applicable Codes = 2010 Residential Code of NY State,ASCE 7-05, and 2005 NDS - Risk Category = II - Wind Speed =90 mph, Exposure Category C - Ground Snow Load = 50 psf - MP1 &MP2: Roof DL= 11 psf, Roof LL/SL = 35 psf(Non-PV Areas), Roof LL/SL= 35 psf(PV Areas) - MP3: Roof DL= 9.5 psf, Roof LL/SL = 35 psf(Non-PV Areas), Roof LL/SL= 35 psf(PV Areas) Note: Per IBC 1613.1; Seismic check is not required because Ss = 0.29011 < 0.4g and Seismic Design Category(SDC) = B < D To Whom It May Concern, A jobsite survey of the existing framing system of the address indicated above was performed by a site survey team from SolarCity. Structural evaluation was based on site observations and the design criteria listed above. Based on this evaluationI certify that the existing structure,with upgrades specified in the plans, directly supporting the PV system is adequate to withstand all loading indicated in the design criteria above based on the requirements of the applicable existing building and/or new building provisions adopted/referenced above. Additionally, I certify that the PV module assembly including all standoffs supporting it have been reviewed to be in accordance with the manufacturer's specifications and to meet and/or exceed all requirements set forth by the ASCE 7 standards for loading. The PV assembly hardware specifications are contained in the plans submitted for approval. Additionally a su of the structural review is provided in the results summary tables on the following page. OF NE(�, A` K• Z11C 0F� Paul Zacher, P.E. * n n, Professional Engineer r }' T: 916.961.3960 x101 email: Paul@pzse.com E7�F'.07/31/,1R �S. O 91365- �R0F1r8Sld � 3055 Clearview Way San Mateo,CA 94402 T(650)638-1028 (888)SCOL-CITY F(650)638-1029 solarcity.eom Version #53.6-T6D SolarCity. RU HARDWARE DESIGN AND STRUCTURAL ANALYSIS RESULTS SUMMARY TABLES Landscape Hardware-Landscape Modules' Standoff Specifications Hardware X-X Spacing X-X Cantilever Y-Y Spacing Y-Y Cantilever Configuration Uplift DCR MPI&MP2 48" 23" 39" NA Staggered 33.6% MP3 48" 23" 39" NA Sta ered 29.7% Portrait Hardware-Portrait Modules'Standoff Specifications Hardware X-X Spacing X-X Cantilever Y-Y Spacing Y-Y Cantilever Configuration Uplift DCR MP1&MP2 24" 15" 66" NA Staggered 28.2% M1133 24" 15" 66" NA Staggered 24.9% Structure Mounting Plane Framing Qualification Results Type Spacing Pitch Member Evaluation Results MPI&MP2 Stick Frame @ 24 in.O.C. 220 Member Analysis OK w/Upgrades as Specified in Plans MP3 Stick Frame @ 24 in.O.C. 210 Member Analysis OK Refer to the submitted drawings for details of information collected during a site survey. All member analysis and/or evaluation is based on framing information gathered on site.The existing gravity and lateral load carrying members were evaluated in accordance with the IBC and the IEBC. 3055 Clearview Way San Mateo, CA 94402 T(656)638-1028 (888)SOL-CITY F(650)638-1029 solarcity.com STRUCTURE ANALYSIS - LOADING SUMMARY AND MEMBER CHECK - MP1 & MP2 Member Properties Summary MPI & MP2 Horizontal Member Spans Upgraded Rafter Properties Overhang 1.16 ft Net W 3.00" Roof System Properties Span 1 12.50 ft E uiv D 6.43" Number of Spans w/o Overhang) 1 Span 2 Nominal Yes Roofing Material Comp Roaf Span 3 A 19.30 in A2 Re-Roof No Span 4 Sx 20.70 in.^3 Plywood Sheathin Yes Span 5 Ix 66.61 in.114 Board Sheathing None Total Rake Span 14.73 ft TL Defi'n Limit 120 Vaulted Ceiling No PV 1 Start_ 3.75 ft Wood Species SPF Ceiling Finish 1/2"Gypsum Board PV 1 End 13.67 ft Wood Grade #2 Rafter Slope 220 PV 2 Start Fb 875 psi Ratter Spacing 24"Q.C. PV 2 End F„ 135 psi Top Lat gracing Full PV 3 Start E 1400000 psi Bot Lat Bracing At Supports PV 3 End Emin 510000 psi Member Loading Summary Roof Pitch 5/12 Initial Pitch Adjust Nan-PV Areas PV Areas Roof Dead Load DL 11.0 psf x 1.08 11.9 Psf 11.9 psf PV Dead Load PV-DL 3.0 psf x 1.08 3.2 psf Roof Live Load RLL 20.0 psf x 0.95 19.0 psf Live/Snow Load LL/SL":' 50.0 psf x 0.7 1 x 0.7 35.0 psf 35.0 psf Total Load(Governing LC I TL 1 1 46.9 psf 1 50.1 PSf Notes: 1. ps=Cs*pf;Cs-roof,Cs-pv per ASCE 7[Figure 7-2] 2. pf=0.7(Ce)(C)(IS)p4; Ce=0.9,q=1.1,Is=1.0 Member Design Summary (per NDS) Governing Load Comb CD CL + CL - CF Cr D + S 1.15 1.00 0.96 1.2 1.15 Member Analysis Results Summary Governing Analysis Max Demand @ Location Capacity I DCR Result Bending .i. Stress 1107 psi 7.5 ft 1389 psi 0.80 Pass s CALCULATION OF DESIGN WIND LOADS - MPI & MP2 Mounting Plane Information Roofing Material Comp Roof PV System Type SolarCity SleekMount"" Spanning Vents No Standoff(Attachment Hardware) Comp Mount Type C Roof Slope 220 Rafter Spacing 24" O.C. Framing Type Direction Y-Y Rafters Puriin Spacing X-X Purlins Only NA Tile Reveal Tile Roofs Only NA Tile Attachment System Tile Roofs Only NA Standing Seam[Trap Spacing SM Seam Only NA Wind Design Criteria Wind Design Code ASCE 7-05 Wind Design Method Partially/Fully Enclosed Method Basic Wind Speed V 90 mph Fig.6-1 Exposure Category C Section 6.5.6.3 Roof Style Gable Roof Fig.6-118/C/D-14A/B Mean Roof Height h 25 ft Section 6.2 Wind Pressure Calculation Coefficients Wind Pressure Exposure KZ 0.95 Table 6-3 Topographic Factor K, 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 qh qh= 0.00256(Kz) (Kzt)(Kd) (V^2) (I) Equation 6-15 16.7 psf Wind Pressure Ext. Pressure Coefficient U GC -0.88 Fig.6-11B/C/D-14A/B Ext. Pressure Coefficient Down G o.wn) 0.45 Fig.6-118/C/D-14A/8 Design Wind Pressure p p = qh(GC ) Equation 6-22 Wind Pressure U -14.6 psf Wind Pressure Down o 10.0 psf ALLOWABLE STANDOFF SPACINGS X-Direction Y-Direction Max Allowable Standoff Spacinq Landscape 48" 39" Max Allowable Cantilever Landscape 23" NA Standoff Configuration Landscape Staggered Max Standoff Tributary Area Trib 13 sf PV Assembly Dead Load W-PV 3.0 psf Net Wind Uplift at Standoff T actual -168 Ibs Uplift Capacity of Standoff T-allow 500lbs Standoff Demand/Capacity DCR 33.6% X-Direction Y-Direction Max Allowable Standoff Spacing Portrait 24" 66" Max Allowable Cantilever Portrait 151" NA Standoff Configuration Portrait Staggered Max Standoff Tributary Area Trib 11 sf PV Assembly Dead Load W-PV 3.0 psf Net Wind Uplift at Standoff T-actual -141 lbs Uplift Capacity of Standoff T-allow 500 lbs Standoff Demand/Capacity DCR 28.2% STRUCTURE ANALYSIS - LOADING SUMMARY AND MEMBER CHECK - MP3 Member Properties Summary MP3 Horizontal Member Spans Rafter Properties Overhang 3.32 ft Actual W 1.50" Roof System Properties Span 1 10.18 ft Actual D 5.50" Number of Spans w/o Overhang) 1 Span 2 Nominal Yes Roofing Material Comp Roof Span 3 A 8.25 in.112 Re-Roof No Span 4 S. 7.56 in.^3 Plywood Sheathing Yes San 5 I 20.80 in.^4 Board Sheathing None Total Rake Span 14.46 ft TL DefPn Limit 120 Vaulted Ceiling No PV 1 Start 5.83 ft Wood Species SPF Ceiling Finish 1/2"Gypsum Board PV 1 End 12_.58 ft Wood Grade #2 Rafter Slope 210 PV 2 Start Fb 875 psi Rafter Spacing 24"O.C. PV 2 End F„ 135 psi Top Lat Bracing Full PV 3 Start E 1400000 psi Bot Lat Bracing At Supports PV 3 End Em; 510000 psi Member Loading Summary Roof Pitch 5/12 Initial Pitch Adjust Nan-PV Areas PV Areas Roof Dead Load DL 9.5 psf x 1.07 10.2 psf 10.2 psf PV Dead Load PV-DL 3.0 psf x 1.07 3.2 psf Roof Live Load RLL 20.0 psf x 0.98 19.5 psf Live/Snow Load LL/SL"2 50.0 psf x 0.7 1 x 0.7 35.0 psf 35.0 psf Total Load(Governing LC TL 1 45.2 psf 48.4 psf Notes: 1. ps =Cs*pf; Cs-roof, Cs-pv per ASCE 7[Figure 7-21 2. pf=0.7(Ce)(C)(IS)pq; Ce=0.9,Ct=l.l, I5=1.0 Member Design Summary (per NDS) Governing Load Comb CD CL + CL - CF Cr D+S 1.15 1.00 1 0.65 1.3 1.15 Member Analysis Results Summary Governing,Analysis Max Demand I @ Location Capacity DCR Result Bending + Stress 1545 psi 1 9.0 ft 1504 psi 1.03 Pass CALCULATION OF DESIGN WIND LOADS - MP3 Mounting Plane Information Roofing Material Comp Roof PV System Type SolarCity SleekMountT"^ Spanning Vents No Standoff Attachment Hardware Comp Mount Type C Roof Slope 210 Rafter Spacing 24" O.C. Framing Type Direction Y-Y Rafters Purlin Spacing X-X Purlins Only NA Tile Reveal Tile Roofs Only NA Tile Attachment System Tile Roofs Only NA Standing Seam/Trap Spacing SM Seam Only NA Wind Design Criteria Wind Design Code ASCE 7-05 Wind Design Method Partially/Fully Enclosed Method Basic Wind Speed V 90 mph Fig. 6-1 Exposure Category C Section 6.5.6.3 Roof Style Gable Roof Fig,6-11B/C/D-14A/B Mean Roof Height h 15 ft Section 6.2 Wind Pressure Calculation Coefficients Wind Pressure Exposure KZ 0.85 Table 6-3 Topographic Factor Krt 1,00 Section 6.5.7 Wind Directionality Factor Kd 0.85 Table 6-4 Importance Factor I 1.0 Table 6-1 qh = 0.00256(Kz) (Kzt)(Kd)(V^2)(I) Equation 6-15 Velocity Pressure qn 15.0 psf Wind Pressure Ext. Pressure Coefficient U GC) U -0.88 Fig.6-11B/C/D-14A/B Ext. Pressure Coefficient Down Gqp Down 0.45 Fig.6-11B/C/D-14A/B Design Wind Pressure p p = qn(G ) Equation 6-22 Wind Pressure Up POP] -13.1 psf Wind Pressure Down dawn 10.0 psf ALLOWABLE STANDOFF SPACINGS X-Direction Y-Direction Max Allowable Standoff Spacing Landscape 48" 39" Max Allowable Cantilever Landscape 23" NA Standoff Configuration Landscape Staggered Max Standoff Tributary Area Trib 13 sf PV Assembly Dead Load W-PV 3.0 psf Net Wind Uplift at Standoff T-actual -148 lbs Uplift Capacity of Standoff T-allow 500 lbs Standoff Demand/Capacity DCR 29.7% X-Direction Y-Direction Max Allowable Standoff Spacing Portrait 24" 66" Max Allowable Cantilever Portrait 15" NA Standoff Configuration Portrait Staggered Max Standoff Tributary Area Trib 11 sf PV Assembly Dead Load W-PV 3.0 psf Net Wind Uplift at Standoff T-actual -125 lbs Uplift Capacity of Standoff T-allow 500 lbs Standoff Demand/Capacity DCR 24.9%