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HomeMy WebLinkAboutSOLAR PANEL PLANS REDLINED REVISIONS - 20-00814 - 453 Yale Ave - Solar PanelsAuthor Name Author Email Author Phone No.: Larry Beesley Larry.Beesley@rexburg.org 208-372-2176 Description : 453 Yale Ave - Solar PanelsAddress : 453 Yale AveApplication Type : Document Filename : SOLAR PANEL PLANS - 20-00814 - 453 Yale Ave - Solar Panels.pdf Array Comment Author Contact Information: Corrections in the following table need to be applied before a permit can be issued Review Report Revisions Required Page Reference AnnotationType Author : Department Status Page Review Comments Applicant Response Comments Pg 25 Free text Larry Beesley : Building Open 25 Approved flashing installed with lag mounting systems Pg 27 Free text Larry Beesley : Building Open 27 Solar panels installed a minimum of 3 feet from roof ridge anda minimum of 3 feet from at least one side # 20-00814Solar Panels Report Date: 14-10-2020 Approval of plans does not constitute approval of variance from code Page 1 of 1 Powered by TCPDF (www.tcpdf.org) LEGAL NOTICE DRAWING NOT TO SCALE ALL DIMENSIONS ARE NOMINAL PRODUCT PROTECTED BY ONE OR MORE US PATENTS SOLARMOUNT PART DRAWING 4/28/2020 FLASHLOC COMP KIT REVISION DATE: DRAWING TYPE: DESCRIPTION:F L -A 0 1 PRODUCT LINE: 1411 BROADWAY BLVD. NE ALBUQUERQUE, NM 87102 USA PHONE: 505.242.6411 WWW.UNIRAC.COM SHEET PART TABLE P/N DESCRIPTION 004085M FLASHLOC COMP KIT MILL, 20 PACK 004085D FLASHLOC COMP KIT DARK, 20 PACK 67 8" 31 2" 33 4" 21 4" 5/16" x 4" SS LAG BOLT W/ SS EPDM BONDED WASHER SS SERRATED T-BOLT FLASHLOC BASE MILL OR DARK SS SERRATED FLANGE NUT Cut Sheet See Description / Length 2.44 .58 1.25 2.34 1.99 .66 .46 APPROVED MATERIALS: 6005-T6, 6005A-T61, 6105-T5, 6N01-T6 (34,000 PSI YIELD STRENGTH MINIMUM) XR100 Rail v1.1 VSE Project Number: U3806.0063.201 October 8, 2020 Comet Energy 13601 W McMillan Road, Ste 102 PMB 166 Boise, ID 83713 REFERENCE: Michael Ebert Residence: 453 Yale Avenue, Rexburg, ID 83440 Solar Array Installation To Whom It May Concern: Per your request,we have reviewed the existing structure at the above referenced site.The purpose of our review was to determine the adequacy of the existing structure to support the proposed installation of solar panels on the roof as shown on the panel layout plan. Based upon our review, we conclude that the existing structure is adequate to support the proposed solar panel installation. Design Parameters Code: International Building Code, 2015 Edition Risk Category: II Design wind speed: 115 mph (3-sec gust) per ASCE 7-10 Wind exposure category: C Ground snow load: 50 psf Seismic design category: D Existing Roof Structure Roof structure: 2x4 manufactured trusses @ " O.C. Roofing material: asphalt shingles Roof slope: 27° Connection to Roof Mounting connection: (1) 5/16" lag screw w/ min. 2.5" embedment into framing at max. 48" o.c. along rails (2) rails per row of panels, evenly spaced; panel length perpendicular to the rails not to exceed 67 in Conclusions Based upon our review,we conclude that the existing structure is adequate to support the proposed solar panel installation. The glass surface of the solar panels allows for a lower slope factor per ASCE 7,resulting in reduced design snow load on the panels.The gravity loads and;thus,the stresses of the structural elements,in the area of the solar array are either decreased or increased by no more than 5%.Therefore,the requirements of Section 807.4 of the 2015 IEBC are met and the structure is permitted to remain unaltered. 651 W. Galena Park Blvd., Ste. 101 / Draper, UT 84020 / T (801) 990-1775 / F (801) 990-1776 / www.vectorse.com VSE Project Number: U3806.0063.201 Michael Ebert Residence 10/8/2020 The solar array will be flush-mounted (no more than 6"above the roof surface)and parallel to the roof surface.Thus,we conclude that any additional wind loading on the structure related to the addition of the proposed solar array is negligible. The attached calculations verify the capacity of the connections of the solar array to the existing roof against wind (uplift), the governing load case.Regarding seismic loads,we conclude that any additional forces will be small.Conservatively neglecting the weight of existing wall materials,the installation of the solar panels represents an increase in the total weight (and resulting seismic load)of 4.8%.Because the increase in lateral forces is less than 10%,this addition meets the requirements of the exception in Section 807.5 of the 2015 IEBC.Thus the existing lateral force resisting system is permitted to remain unaltered. Limitations Installation of the solar panels must be performed in accordance with manufacturer recommendations.All work performed must be in accordance with accepted industry-wide methods and applicable safety standards.The contractor must notify Vector Structural Engineering,LLC should any damage,deterioration or discrepancies between the as-built condition of the structure and the condition described in this letter be found.Connections to existing roof framing must be staggered,except at array ends,so as not to overload any existing structural member.The use of solar panel support span tables provided by others is allowed only where the building type,site conditions,site-specific design parameters,and solar panel configuration match the description of the span tables.The design of the solar panel racking (mounts,rails,etc.)and electrical engineering is the responsibility of others.Waterproofing around the roof penetrations is the responsibility of others.Vector Structural Engineering assumes no responsibility for improper installation of the solar array. VECTOR STRUCTURAL ENGINEERING, LLC ID Firm License: C2269 10/08/2020 _______________________________________________________ Trevor Hawkes, P.E. ID License: 18683 - Expires: 12/31/2020 Project Engineer Enclosures TPH/cbw 10/08/2020 651 W. Galena Park Blvd., Ste. 101 / Draper, UT 84020 / T (801) 990-1775 / F (801) 990-1776 / www.vectorse.com JOB NO.:U3806.0063.201 SUBJECT:WIND PRESSURE PROJECT:Michael Ebert Residence Label:Note: Calculations per ASCE 7-10 SITE-SPECIFIC WIND PARAMETERS: Basic Wind Speed [mph]:115 Notes: Exposure Category:C Risk Category:II Importance Factor, I: ADDITIONAL INPUT & CALCULATIONS: Height of Roof, h [ft]:25 (Approximate)Hip? Comp/Cladding Location:No Enclosure Classification: Zone 1 GCp:0.9 Figure 30.4-2B (enter negative pressure coefficients) Zone 2 GCp:1.7 Zone 3 GCp:2.6 α:9.5 Table 26.9-1 zg [ft]:900 Table 26.9-1 Kh:0.95 Table 30.3-1 Kzt:1 Equation 26.8-1 Kd:0.85 Table 26.6-1 Velocity Pressure, qh [psf]:27.2 Equation 30.3-1 GCpi:0 Table 26.11-1 PRESSURES:Equation 30.9-1 Zone 1, p [psf]:24.5 psf (1.0 W, Interior Zones, beyond 'a' from roof edge) Zone 2, p [psf]:46.2 psf (1.0 W, End Zones, within 'a' from roof edge) Zone 3, p [psf]:70.7 psf (1.0 W, Corner Zones, within 'a' from roof corner) (a= 3 ft) Solar Panel Array Gable/Hip Roofs 7° < θ ≤ 27° Enclosed Buildings Components and Cladding Wind Calculations ()()piphGCGCqp−= JOB NO.:U3806.0063.201 SUBJECT:CONNECTION PROJECT:Michael Ebert Residence Calculate Uplift Forces on Connection Pressure (0.6 Dead -0.6 Wind) (psf) Max Connection Spacing1 (ft) Max Trib. Area2 (ft2) Max Uplift Force (lbs) Zone 1 14.7 4.0 11.2 141 Zone 2 27.7 4.0 11.2 287 Zone 3 42.4 4.0 11.2 451 Calculate Connection Capacity Lag Screw Size [in]:5/16 Cd:1.6 NDS Table 2.3.2 Embedment3 [in]:2.5 Grade: Nominal Capacity [lbs/in]:205 NDS Table 12.2A Number of Screws:1 Prying Coefficient:1.4 Total Capacity [lbs]:586 Determine Result Maximum Demand [lbs]:451 Lag Screw Capacity [lbs]:586 Result:Capacity > Demand, Connection is adequate. Notes 1. 'Max Connection Spacing' is the spacing between connections along the rails. 2. 'Max Trib Area' is the product of the 'Max Connection Spacing' and 1/2 the panel width/height perpendicular to the rails. (2) rails per row of panels. Length of panels perpendicular to the rails shall not exceed 67". SPF (G = 0.42) 3. Embedment is measured from the top of the framing member to the beginning of the tapered tip of the lag screw. Embedment in sheathing or other material is not effective. The length of the tapered tip is not part of the embedment length. VECTOR STRUCTURAL ENGINEERS JOB NO.:U3806.0063.201 SUBJECT:GRAVITY LOADS PROJECT:Michael Ebert Residence CALCULATE ESTIMATED GRAVITY LOADS Roof Pitch: 6.1 :12 ROOF DEAD LOAD (D) Increase due to pitch Material weight [psf] Asphalt Shingles 1.12 2.0 1/2" Plywood 1.12 1.0 Framing 1.00 3.0 Insulation 1.00 0.5 1/2" Gypsum Clg.1.12 2.0 M, E & Misc 1.00 1.5 Total Original Roof DL PV Array DL 1.12 3 DL:1.12 ROOF LIVE LOAD (Lr) Existing Design Roof Live Load [psf]20 ASCE 7-10, Table 4-1 Roof Live Load With PV Array [psf]0 SNOW LOAD (S):w/ Solar Array Roof Slope [x:12]:6.1 Roof Slope [°]:27 Snow Ground Load, pg [psf]:50 ASCE 7-10, Section 7.2 Terrain Category:C ASCE 7-10, Table 7-2 Exposure of Roof:Fully Exposed ASCE 7-10, Table 7-2 Exposure Factor, Ce:0.9 ASCE 7-10, Table 7-2 Thermal Factor, Ct:1.1 ASCE 7-10, Table 7-3 Risk Category:II ASCE 7-10, Table 1.5-1 Importance Factor, Is:1.0 ASCE 7-10, Table 1.5-2 Flat Roof Snow Load, pf [psf]:35 ASCE 7-10, Equation 7.3-1 Minimum Roof Snow Load, pm [psf]:0 ASCE 7-10, Section 7.3.4 Unobstructed Slippery Surface?Yes ASCE 7-10, Section 7.4 Slope Factor Figure:Figure 7-2b ASCE 7-10, Section 7.4 Roof Slope Factor, Cs:0.72 ASCE 7-10, Figure 7-2 Sloped Roof Snow Load, ps [psf]:25 ASCE 7-10, Equation 7.4-1 Design Snow Load, S [psf]:25 1.00 35 Design material weight [psf] 2.2 1.1 3.0 0.5 2.2 1.5 10.6 3.4 #VALUE! 2015 IBC, Section 1607.12.5 Existing 35 6.1 27 50 C Fully Exposed 0.9 1.1 II 1.0 35 0 No Figure 7-2b JOB NO.:U3806.0063.201 SUBJECT:LOAD COMPARISON PROJECT:Michael Ebert Residence Summary of Loads Existing With PV Array D [psf]11 14 Lr [psf]20 0 S [psf]35 25 Maximum Gravity Loads: Existing With PV Array (D + Lr) / Cd [psf]24 16 ASCE 7-10, Section 2.4.1 (D + S) / Cd [psf]39 34 ASCE 7-10, Section 2.4.1 Maximum Gravity Load [psf]:39 34 Ratio Proposed Loading to Current Loading:86%OK (Cd = Load Duration Factor = 0.9 for D, 1.15 for S, and 1.25 for Lr) The gravity loads and; thus, the stresses of the structural elements, in the area of the solar array are either decreased or increased by no more than 5%. Therefore, the requirements of Section 807.4 of the 2015 IEBC are met and the structure is permitted to remain unaltered. VECTOR STRUCTURAL ENGINEERS JOB NO.:U3806.0063.201 SUBJECT:GRAVITY LOADS PROJECT:Michael Ebert Residence CALCULATE ESTIMATED GRAVITY LOADS Roof Pitch: 6.1 :12 ROOF DEAD LOAD (D) Increase due to pitch Material weight [psf] Asphalt Shingles 1.12 2.0 1/2" Plywood 1.12 1.0 Framing 1.00 3.0 Insulation 1.00 0.5 1/2" Gypsum Clg.1.12 2.0 M, E & Misc 1.00 1.5 Total Original Roof DL PV Array DL 1.12 3 DL:1.12 ROOF LIVE LOAD (Lr) Existing Design Roof Live Load [psf]20 ASCE 7-10, Table 4-1 Roof Live Load With PV Array [psf]0 SNOW LOAD (S):w/ Solar Array Roof Slope [x:12]:6.1 Roof Slope [°]:27 Snow Ground Load, pg [psf]:50 ASCE 7-10, Section 7.2 Terrain Category:C ASCE 7-10, Table 7-2 Exposure of Roof:Fully Exposed ASCE 7-10, Table 7-2 Exposure Factor, Ce:0.9 ASCE 7-10, Table 7-2 Thermal Factor, Ct:1.1 ASCE 7-10, Table 7-3 Risk Category:II ASCE 7-10, Table 1.5-1 Importance Factor, Is:1.0 ASCE 7-10, Table 1.5-2 Flat Roof Snow Load, pf [psf]:35 ASCE 7-10, Equation 7.3-1 Minimum Roof Snow Load, pm [psf]:0 ASCE 7-10, Section 7.3.4 Unobstructed Slippery Surface?No ASCE 7-10, Section 7.4 Slope Factor Figure:Figure 7-2b ASCE 7-10, Section 7.4 Roof Slope Factor, Cs:1.00 ASCE 7-10, Figure 7-2 Sloped Roof Snow Load, ps [psf]:35 ASCE 7-10, Equation 7.4-1 Design Snow Load, S [psf]:35 1.00 35 Design material weight [psf] 2.2 1.1 3.0 0.5 2.2 1.5 10.6 3.4 #VALUE! 2015 IBC, Section 1607.12.5 Existing 35 6.1 27 50 C Fully Exposed 0.9 1.1 II 1.0 35 0 No Figure 7-2b VECTOR STRUCTURAL ENGINEERS JOB NO.:U3806.0063.201 SUBJECT:MEMBER FORCES PROJECT:Michael Ebert Residence DESIGN LOADS [PSF]:Load Types:Snow Live Dead Existing Roof 35 20 11 Proposed PV Array 35 0 14 (Cd = Load Duration Factor = 0.9 for D, 1.15 for S, and 1.25 for Lr) Label Length 26 Existing Proposed Check M (ft-lb)6651 6993 105%OK Existing Proposed Check V (lb)1023 1068 104%OK Existing Loads (Distributed) Cond Roof Trib (ft) Add'l Live Load (plf) Add'l Dead Load (plf) Bm wt (plf)wLL (plf)wDL (plf) 1 2.00 0 0 0 60.3 18.5 Proposed Loads (Distributed) Cond Dist to Load 'a' (ft) Length of Load 'b' (ft) Δ wLL (plf)Δ wDL (plf) 2 2.0 3.3 0.0 5.9 3 8.7 10.0 0.0 5.9 4 0.0 0.0 0.0 5.9 5 0.0 5.9 6 0.0 5.9 Proposed Loads as Point Loads Cond Dist 'a' (ft) Point Live Load 'PLL' (lb) Point Dead Load 'PDL' (lb) 7 0.0 0.0 8 0.0 0.0 9 0.0 0.0 10 0.0 0.0 11 0.0 0.0 manufactured trusses The gravity loads, and thus the stresses of the structural elements, in the area of the solar array are either decreased or increased by no more than 5%. Therefore, the requirements of Section 807.4 of the 2015 IEBC are met and the structure is permitted to remain unaltered. (D+Lr)/Cd(D+S)/Cd Max Load 24 16 39 42 39 42 0 2000 4000 6000 8000 0 5 10 15 20 25 30 MOMENT (FT-LB) EXISTING PROPOSED -1500 -1000 -500 0 500 1000 1500 0 5 10 15 20 25 30 SHEAR (LB) EXISTING PROPOSED 0 50 100 0 10 20 30 LOAD (LB) EXISTING PROPOSED VECTOR STRUCTURAL ENGINEERS JOB NO.:U3806.0063.201 SUBJECT:SOLAR LAYOUT PROJECT:Michael Ebert Residence ‐PV Array‐  Jinko 315W  ‐Inverter -AC Disconnect -Meter -Main Service FLUSH MOUNT INSTALLATION MANUAL - 3© 2019 IRONRIDGE, INC. VERSION 2.3 CHeCKLIST PRe-INSTALLATION ☐Verify module compatibility. See Page 10 for info. TOOLS ReQUIReD ☐Cordless Drill (non-impact) ☐Impact Driver (for lag bolts) ☐Torque Wrench (0-250 in-lbs) ☐5/16” Socket ☐7/16” Socket ☐1/2" Socket ☐String Line TORQUe VALUeS ☐FlashFoot2 Lag Bolts (7/16" Socket): Fully Seat ☐Bonded Splice Screws (5/16" Socket): 20 in-lbs ☐Grounding Lug Nuts (7/16" Socket): 80 in-lbs ☐Grounding Lug Terminal Screws (7/16" Socket): 20 in-lbs ☐Universal Fastening Object (7/16" Socket): 80 in-lbs ☐Expansion Joint Nuts (7/16" Socket): 80 in-lbs ☐Flush Standoffs (1/2" Socket): 132 in-lbs ☐Microinverter Kit Nuts (7/16" Socket): 80 in-lbs ☐Frameless Module Kit Nuts (7/16" Socket): 80 in-lbs ☐3/8" Bonding Hardware Nuts (7/16" Socket): 250 in-lbs ☐ All Tile Hook Lags (7/16" Socket): Fully Seat ☐All Tile Hook Carriage Bolts (7/16" Socket): 132 in-lbs ☐Knockout Tile Lags (1/2" Socket): Fully Seat ☐Knockout Tile Nuts (1/2" Socket): 132 in-lbs ☐Flat Roof Attachment Nuts (9/16” Socket): 250 in-lbs Þ If using FlashVue or previous version of: FlashFoot, Integrated Grounding Mid Clamps, Grounding Lug, End Clamps, and Expansion Joints please refer to Alternate Components Addendum (Version 1.3). IRONRIDGe COMPONeNTS Bonded SpliceXR Rail L-Foot FlashFoot2 UFO and Stopper Sleeve CAMO Grounding Lug8" Bonding Jumper Expansion Joint Wire ClipEnd Cap Flush Standoff 3/8" BondingHardwareMicroinverter Kit Frameless Module Kit A A B B C C D D E E F F 8 8 7 7 6 6 5 5 4 4 3 3 2 2 1 1 Frameless End/Mid Clamp All Tile Hook FlashingA A B B C C D D E E F F 8 8 7 7 6 6 5 5 4 4 3 3 2 2 1 1 Knockout TileA A B B C C D D E E F F 8 8 7 7 6 6 5 5 4 4 3 3 2 2 1 1 Membrane Flashing All Tile Hook Flat Roof Attachment Approved flashing installed with lag mounting systems Ridges : 3 ‘ Rakes : 3 ‘ Micheal Ebert 453 Yale Ave, Rexburg ID 83440 208-710-6377 Solar panels installed a minimum of 3 feet from roof ridge and a minimum of 3 feet from at least one side