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HomeMy WebLinkAboutAPPROVED, Roderick Wright PV Engineering Plans 001.4(1)REVISIONS: DRAWN BY: J.B PAGE: S-2SEAL:STRUCTURAL DIAGRAM & CALCULATION SCALE: NTSMANUEL E. SIQUES, P.E.FLORIDA ENGINEER LICENSE # 202338331 SW 12TH TERRACE,MIAMI, FL 33144.A, 33144TEL (305) 586-4776I CERTIFY THAT THIS PV SYSTEM FULLY COMPLIES WITH THE REQUIREMENTS OF NEC 690. Green Solutions of Florida LLC355 S Ronald Reagan Blvd,Longwood, FL 32750(407) 247-1169 © 2014 IronRidge, Inc. All rights reserved. Visit www.ironridge.com or call 1-800-227-9523 for more information. Version 1.42 XR Rails Attachments Clamps & Grounding Datasheet Design Assistant Go from rough layout to fully engineered system. For free. Go to IronRidge.com/rm MacBook Pro NABCEP Certified Training Earn free continuing education credits, while learning more about our systems. Free Resources Go to IronRidge.com/training XR100 Rail The ultimate residential solar mounting rail. • 8’ spanning capability • Heavy load capability • Clear & black anod. finish Internal Splices All rails use internal splices for seamless connections. • Self-tapping screws • Varying versions for rails • Grounding Straps offered FlashFoot Anchor, flash, and mount with all-in-one attachments. • Ships with all hardware • IBC & IRC compliant • Certified with XR Rails Slotted L-Feet Drop-in design for rapid rail attachment. • High-friction serrated face • Heavy-duty profile shape • Clear & black anod. finish Standoffs Raise flush or tilted systems to various heights. • Works with vent flashing • Ships pre-assembled • 4” and 7” Lengths Tilt Legs Tilt assembly to desired angle, up to 45 degrees. • Attaches directly to rail • Ships with all hardware • Fixed and adjustable End Clamps Slide in clamps and secure modules at ends of rails. • Mill finish & black anod. • Sizes from 1.22” to 2.3” • Optional Under Clamps Grounding Mid Clamps Attach and ground modules in the middle of the rail. • Parallel bonding T-bolt • Reusable up to 10 times • Mill & black stainless T-Bolt Grounding Lugs Ground system using the rail’s top slot. • Easy top-slot mounting • Eliminates pre-drilling • Swivels in any direction Accessories Provide a finished and organized look for rails. • Snap-in Wire Clips • Perfected End Caps • UV-protected polymer XR10 Rail A low-profile mounting rail for regions with light snow. • 6’ spanning capability • Moderate load capability • Clear & black anod. finish XR1000 Rail A heavyweight mounting rail for commercial projects. • 12’ spanning capability • Extreme load capability • Clear anodized finish MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER)Miami, Florida 33175 -2474 BOARD AND CODE ADMINISTRATION DIVISION T (786)315 -2590 F (786) 315 -2599 NOTICE OF ACC EPTANCE (NOA)www.miamidade.gov/economy GAF 1 Campus Drive Parsippany, NJ 07054 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the e xpiration date stated below. The Miami Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION:TOPCOAT ® Waterproofing LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affec TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT:The NOA number preceded by the words Miami followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION:A copy of this entire NOA shall be provided to the user by the man distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises and renews NOA No. 15-0128.10 consists of pages 1 through The submitted documentation was reviewed by Freddy Semino LAG BOLT PULL OUT CALCULATIONS SOUTHERN PINE pe r i nch Thread De pth 297 lbs. SS Lag Bol t 5/16"x4"Mi n. Thread Depth 3" Wood Strength x Thread Depth = Pul l Out Strength 297 lbs. x 3 in = 890 l bs. Al lowable Pul l Out Strength per Lag Bol t 890 lbs. Max. Pull Out Strength Re qui red per Lag Bol t 657.0 Lag Bolt Pull Out Strength Safety Factor 1.4 TRIBUTARY AREAS WIND LOAD CALCULATIONS WIND PRESSURE ZONES ZONE 1 ZONE 2e ZONE 2r ZONE 3 MAX Area 2per ZONE (ft ) 9.3 9.3 9.3 0 MAX UPLIFT per ZONE (lbs.) 399 503 657 0 MecaWind v2375 Software Developer: Meca Enterprises Inc., www.meca.biz , Copyright © 2020 Calculations Prepared by: Date: Feb 16, 2021 File Location : C:\Users \JB Solar Energy \Desktop \FBC 2020 wind cals \HIP.wnd Basic Wind Parameters Wind Load Standard = ASCE 7 -16 Exposure Category = C Wind Design Speed = 175.0 mph Risk Category = II Structure Type = Other Other Structure Type = Solar Panels General Wind Settings Incl_LF = Include ASD Load Factor of 0.6 in Pressures = True DynType = Dynamic Type of Structure = Rigid NF = Natural Frequency of Structure (Mode 1) = 1.000 Hz Zg = Altitude (Ground Elevation) above Sea Level = 0.000 ft Bdist = Base Elevation of Structure = 0.000 ft MWFRSType = MWFRS Method Selected = Ch 27 Pt 1 Topographic Factor per Fig 26.8 -1 Topo = Topographic Feature = None Kzt = Topographic Factor = 1.000 Building Inputs hny : Gap between Panel & Roof (-Y)= 0.500 ft hpy : Gap between Panel & Roof (+Y)= 0.500 ft Lp : Panel Chord Length = 6.800 ft Wp : Panel Width = 3.300 ft Nrows : Number of Rows = 1 Ncols : Nu mber of Columns = 1 Sr : Spacing Between Rows = 0.100 ft Sc : Spacing Between Columns= 0.100 ft Xstart: X distance to Corner = 20.000 ft Ystart: Y distance to Corner = 1.000 ft Exposure Constants per Table 26.11 -1: Alpha: Table 26.11 -1 Const = 9.500 Zg: Table 26.11 -1 Const = 900.000 ft At: Table 26.11 -1 Const = 0.105 Bt: Table 26.11 -1 Const = 1.000 Am: Table 26.11 -1 Const = 0.154 Bm: Table 26.11 -1 Const = 0.65 C: Table 26.11 -1 Const = 0.200 Eps: Table 26.11 -1 Const = 0.200 Gust Factor Calculation: Gust Factor Category I Rigid Structures - Simplified Method G1 = For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.8 Gust Factor Category II Rigid Structures - Complete Analysis Zm = 0.6 * Ht = 15.000 ft Izm = Cc * (33 / Zm) ^ 0.167 = 0.228 Lzm = L * (Zm / 33) ^ Epsilon = 427.057 Q = (1 / (1 + 0.63 * ((B + Ht) / Lzm)^0.63))^0.5 = 0.939 G2 = 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.893 Gust Factor Used i n Analysis G = Lessor Of G1 Or G2 = 0.850 Main Wind Force Resisting System (MWFRS) Calculations for Solar Panels per Ch 29: LF = Load Factor based upon ASD Design = 0.60 hs = Overall height of structure = 13.750 ft h = Mean Roof Height above grade = 13.750 ft Kh = Z < 15 ft [4.572 m]--> (2.01 * (15/zg)^(2/Alpha) {Table 26.1 0 -1}= 0.849 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6 -1 = 0.85 qh = (0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF = 33.94 psf Wind Loads on Solar Panel(s) Per Sec 29.4.4 h = Mean Roof Height = 13.750 ft a = Width for Zone 2 and 3 determination (Per C&C Figure) = 4.500 ft h/2 = Width used to determine if Exposed: h / 2 = 6.875 ft h1 = Dist from Roof to Lower Panel Edge: Min(hny, hnp) = 0.500 ft h2 = Dist from Roof to Upper Panel Edge: Max(hny, hnp) = 0.500 ft d1_li mit = d1 limit for adjacent panels: 4 ft [1.2 m] = 4.000 ft hpt = Height of Parapet = 0.000 ft w = Slope of panel relative to roof: ASIN((h2 -h1)/Lp) = 0.0 Deg Gap_Min = Minimum gap between Panels: Min(Sr, Sc) = 1.2000 in The Gap_Min is at least 0.25 in [6.4 mm] and so it is acceptable Gap_Max = Maximum gap between Panels: Max(Sr, Sc) = 0.100 ft The Gap_Max can b e no more than 6.7 ft [2.04 m] and so it is acceptable 1.5Lp = Distance from end considered exposed: 1.5 * Lp = 10.200 ft LF = Load Factor based upon ASD Design = 0.60 Slope = Roof Slope = 18.43 Deg A = Area of One Panel: Lp * Wp = 22.44 sq ft Ga = Solar Panel Press Equalization Factor {Fig 29.4 -8} = 0.660 The array shall be loc ated 2*h2 (1.000 ft) from roof edge, a gable ridge, or a hip ridge. Solar Panel Exosure Criteria: Due to complex solar arrays, the software does not automatically determine if a panel is exposed. The following criteria must be used by the designer to d etermine if a panel is considered 'Exposed'. If any one of these criteria are met then the panel is considered Exposed: 1) The distance to adjacent solar array or building edge 'd1' is > 4 ft [1.2 m] 2) The distance to adjacent panel 'd2' > 4 ft [1.2 m] Wind Pressures for Solar Panel(s) per Sec 29.4.4 All wind pressures include a load factor of 0.6 Zone Exposed Ge Ge GCp GCp_Neg GCp_Pos p p Uplift Down Fig Uplift Down Uplift Down psf psf ---- ------- ------ ----- ------- ------- ------- ------ ----- 1 Yes 1.500 1.000 30.3 -2E -1.279 0.560 -42.94 12.53 2e Yes 1.500 1.000 30.3 -2E -1.611 0.560 -54.10 12.53 2r Yes 1.500 1.000 30.3 -2E -2.103 0.560 -70.63 12.53 3 Yes 1.500 1.000 30.3 -2E -1.611 0.5 60 -54.10 12.53 1 No 1.000 1.000 30.3 -2E -1.279 0.560 -28.62 12.53 2e No 1.000 1.000 30.3 -2E -1.611 0.560 -36.07 12.53 2r No 1.000 1.000 30.3 -2E -2.103 0 .560 -47.09 12.53 3 No 1.000 1.000 30.3 -2E -1.611 0.560 -36.07 12.53 Notes: Zone = Zone based upon 'GCP Fig' Exposed = Exposed panel per Eqn 29.4 -6 Ge = Factor per Eqn 29.4 -6 GCrn_nom= Nominal press coeff per Fig 29.4 -7 GCrn = Gp*Gc*Ge*GCrn_nom [Eqn 29.4 -6] p = qh*GCrn [Eqn 29.4 -5] Area = Area of Zone is based upon area of one panel: 22.44 sq ft + Pressures Acting TOWARD Surface - Pressures Acting AW AY from Surface Origin of X/Y system is at the geometric center of the building The array shall be located 2*h2 (1.000 ft) from roof edge, a gable ridge, or a hip ridge. The roof shall be designed for both of the following: 1) The case where solar collectors are present. Solar panel loads applied simultaneously with roof wind pressures per normal roof design without those roof pressures applied to sections of the roof where solar panels are not covering roof. 2) Case where solar arrays have been removed. RAIL SPAN: 175MPH EXP: C SNOW LOAD: 0 EXPOSED MOD. EDGE MOD. G1 G2 G3 G1 G2 G3 G1 G2 G3 NOTE: AT THE END OF THE ARRAY MOUNTS 2’ OC 5/16” SS LAG BOLT 5/16” SS FENDER WASHER ALLOWABLE LOAD: 890 lbs. MAX. DISTRIBUTED LOAD: 329 lbs ALUMINUM L-FOOT ALLOWABLE LOAD: 707 lbs. MAX. DISTRIBUTED LOAD: 657 lbs 3/8” SS 18-8 BOLT 3/8” SS SERRATED FLANGE NUT ALLOWABLE LOAD: 11,930 lbs. MAX. DISTRIBUTED LOAD: 657 lbs ROOF DECK 2X4 RAFTERS 24” O.C. SLOPE: 18.05 DEGREES SEALANT 1/4” Stainless Steel Bolt 3/8” Stainless Steel Bolt Tension Strength(lb): 6,010 Tension Strength(lb): 14,830 Shear Strength(lb): 5,300 Shear Strength(lb): 11,930 Bolt Tension And Shear Strength Chart 1/4” SS BOLT 1/4” SS SERRATED FLANGE NUT ALLOWABLE LOAD: 6,010 lbs. DISTRIBUTED LOAD: 363.8 lbs 18-8 ALUMINUM END CLAMP & MID CLAMP ALLOWABLE LOAD: 529 lbs DISTRIBUTED LOAD: 363.8 lbs SOLAR MODULE: 18.05 sq-ft ALUMINUM RAIL ALLOWABLE LOAD OVER 36”: 200 plf DISTRIBUTED LOAD OVER 36”: 161 plf ATTACHMENT DIAGRAM 2 ROWS OF RAILS PER MODULE * Rails, L-Foot, Mid-clamps & End-clamps are extruded using one of the following aluminum alloys: 6005-T5, 6105-T5, 6061-T6 Lag Screw Installation Guidelines 1. Determine location for the L-Bracket on roof by drilling through the center of truss from bottom with 5/32” drill bit. 2. Mark mounting holes for L-Bracket on underlayment. Mounting holes should be centered on the trusses. 3. Drill 15/64” pilot hole. 4. Apply sealant to bottom of L-Bracket. 5. Place L-Bracket over roof underlayment with holes in roof. 6. Apply sealant to bottom of L-Bracket, apply sealant to lag screws, and fasten L-Bracket securely to trusses. 7. Apply additional sealant to top assembly to be sure all penetrations are sealed. 3”3”Project: Roderick Wright894 Woodlands Dr, Port St. Lucie, FL 34952DATE: 10/14/2021