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HomeMy WebLinkAbout1100 Logan Heights Cir solar panels (a-2)l # ILI ZJ:._ LOGAN HEIGHTS STRUCTURAL CALCULATIONS PROPERTY ADDRESS 1000 LOGAN HEIGHTS CIRCLE SANFORD, FLORIDA 32733 EMPIRICAL PROJECT NUMBER 18004 SEPTEMBER 11, 2018 CALCULATIONS BY: BRENTON D. DAILY, P.E. FL No. 81028 f•- O OF 4 149 OAK VIEW CIRCLE, LAKE MARY, FL 33746 T: (407) 848 7877 9/10/2018 Search Results for Map ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact This site will betaken offline on June 30th 2018. Please start using the new site at https:llhazards.atcouncil.org. Search Results 35 l+aw De Leon Port orange Alexander Springs r n 1W u J Ilevie_w, Spring DeLand New Smyyrna 9 Beach `. Query Date: Mon Sep 10 2018 Latitude: 28.7622 The villages Longitude:-81.2778 Deltona Eustis ASCE 7-10 Windspeeds Leesburg Mt Dora Su ord 4 Cana+er8t National 3-sec peak gust in mph*): Seashore' Risk Category I: 126 Apopka Altamonte Mims Risk Category II: 135 Springs Titusville Risk Category III -IV: 144 winter hark MRI** 10-Year: 79 hloam Clermont Orlando CJ MRI** 25-Year: 93 ildiife agement i' MRI** 50-Year: 103 4reaz$ CDMRI** CD100-Year: 112 Opp Swamp Lake Buena tl/t eYnfS$ Vista .. Cocoa ASCE 7-05 Windspeed: Preserve 2i 4 C. 109 (3-sec peak gust in mph) ASCE 7-93 Windspeed: Go gle 96 (fastest mile in mph) Map data ©zealoorlo qap 006. Miles per hour Mean Recurrence Interval Users should consult with local building officials to determine if there are community -specific wind speed requirements that govern. 1=t 0 Print your results WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. http://windspeed.atcounci1.org/index.php?option=com_content&view=article&id=10&dec=1 &latitude=28.7621675&longitude=-81.2778219&risk_catego... 1/2 Project: Logan Heights Solar Photovoltaic Install Project No.: 18004.000 Sheet: 1 of 3 Analysis By: BDD Date: 9/10/2018 Checked By: Date: Wind Analysis: ASCE 7-10. Chapters 26.0-31.0 Wind Loads 26.0 All Methods Unless Otherwise Indicated 1) - Risk Category: Category= II (Table 1.5-1) 2) - Basic Wind Speed: V= 135 MPH (Fig. 26.5-1, choose appropriate map per Risk Category) Enhanced Hurricane Protection Area (EHPA) per recommedation from FBC 2010, chapter 423.25.4, page 4.81 - "...it is highly recommended by the DOE that the shelter be designed using the map wind speed plus forty (40) mph." Risk Category MUST be IV Apply Increase: No - Applying Increase Yields V= 135 MPH Wind Directionality Factor: Kd= 0.85 (Table 26.6-1) Note: Kd shall only be applied when used in conjunction with load combinations specified in 2.3 and 2.4.) 3) -Assume Exposure: C (Open Terrain with Scattered Obstructions: Section 26.7.3) Design for Buildings with Mean Roof Height "h" Less Than or Equal to 60 ft per Section 30.1.1. Mean Roof Height, in feet, except that eave height shall be used for 0:510'.) a) Mean Roof Height = 18 Feet (Nearest 6" interval) (Figure 28.4-1) b) Roof Slope = 4 :12 = 18.43 Degrees (Assumed) c) Least Horizontal Dimension = 61.0 Feet d) Stepped Roof: no (Refer to Figure 6-12 for stepped roof qualifications) e) Roof Type: Gable f) Is a parapet 3'-0" high or greater provided around the entire perimeter of the building? No Velocity Pressure Exposure Coefficient per Section 30.3.2. a) Kh=KZ= 0.88 (Table 30.3-1) 4) - Topographic Factor KZt = 1.0 (Building is not subject to topographic effects per Section 26.8.) 5) - Gust Effect Factor = 0.85 per Section 26.9.1, Rigid Structure. 6) - Enclosure Classification: Enclosed 7) - Internal Pressure Coefficient: (per Section 26.11) GCp;=. 0.18 or -0.18 (Table 26-11.1) Project: Project No.: M6Analysis By: E Checked By: 8) • Velocity Pressure: (per Section 27/28/29/30.3.2) qZ=0.00256KZKZtKdV2 (psf) a) All Cases: qZ=qh= 34.90 psf Logan Heights Solar Photovoltaic Install 18004.000 Sheet: 2 of 3 BDD Date: 9/10/2018 Date: 9) • Parapet MWFRS Design Wind Pressure (Directional and Envelope Procedure): (per Section 27/28.4.5) Pp = gpGCP„ pp = 52.35 psf (Windward parapet) pp = -34.90 psf (Leeward parapet) where: PP = combined net pressure on the parapet due to the combination of the net pressures from the front and back parapet surfaces. Plus (and minus) signs signify net pressure acting toward and away from) the front (exterior) side of the parapet. qP = velocity pressure evaluated at the top of the parapet qp=0.00256KZKZtKdV2 where: T/ Parapet elevation, "h" = 18 Feet (Nearest 6" interval) Velocity Pressure Exposure Coefficient per Section 30.3.2. a) Case 1 , Kh=KZ= 0.88 (Table 30.3-1) qp= 34.90 psf GCp„ = combined net pressure coefficient 1.5 for windward parapet 1.0 for leeward parapet Project: Project No.: Logan Heights 18004.000 Solar Photovoltaic Install Sheet: 3 of 3 ZML Analysis By: BDD Date: 9/10/2018 Checked By: Date: 10) • Parapet Component and Cladding Design Wind Pressure: (per Section 30.7.1.2) P=Ptabte((EAF)(RF)Kv] where: p = combined net pressure on the parapet due to the combination of the net pressures from the front and back parapet surfaces. Plus (and minus) signs signify net pressure acting toward and away from) the front (exterior) side of the parapet. Ptabte = Pressure from Table 30.7-2 Part 4 evaluated at appropriate wind velocity and height Exposure Category C EAF= Exposure adjustment factorfrom Table 30.7-2 RF= Effective are reduction factor from Table 30.7-2 KZt = Topographic factor as defined in Section 26.8 Note: Case A: Load Case A shall consist of applying the applicable positive wall pressure from the table to the front surface of the parapet while applying the applicable negative edge or corner zone roof pressure from the table to the back surface. Case B: Load Case B shall consist of applying the applicable positive wall pressure from the table to the back of the parapet surface, and applying the applicable negative wall pressure from the table to the front surface. Edge and corner zones shall be arranged as shown in Table 30.7-2. Table Pressure, "Ptable"= Zone 4 0.0 PSF <---- Case 1 Table 30.7-2, p 327 0.0 PSF <---- Case 2 Table 30.7-2, p 327 Zone 5 0.0 PSF <---- Case 1 Table 30.7-2, p 327 0.0 PSF <---- Case 2 Table 30.7-2, p 327 Exposure Adjustment Factor, "Height"= 15 FT Exposure Category = B Load Case 1 , p (psf) Tributary Area (sf) Interior Zone 4 Edge Zone 5 10 0.0 0.0 20 0.0 0.0 50 0.0 0.0 100 0.0 0.0 200 0.0 0.0 500 0.0 0.0 Load Case 2 , p (psf) Tributary Area (sf) Interior Zone 4 Edge Zone 5 10 0.0 0.0 20 0.0 0.0 50 0.0 0.0 100 0.0 0.0 200 0.0 0.0 500 0.0 0.0 Governing Load Case » p (psf) Tributary Area (sf) Interior Zone 4 Edge Zone 5 10 0.0 0.0 20 0.0 0.0 50 0.0 0.0 100 0.0 0.0 200 0.0 0.0 500 0.0 0.0 Project: Logan Heights Solar Photovoltaic Install Project No.: 18004 Sheet: 1 of 2 Analysis By: BDD Date: 9/10/2018 Checked By: Date: I. Components & Cladding: Wind Pressure Summary Roof Pressure Summary Table Tributary Area (ft) Interior Zone 1 (psf) Edge Zone 2 (psf) Corner Zone 3 (psf) Positive Negative Positive Negative Positive Negative 10 23.7 37.7 23.7 65.6 23.7 97.0 20 21.6 36.3 21.6 M 60.7 21.6 91.1 50 18.8 35.2 18.8 53.7 18.8 82.0 100 16.8 1 34.2 16.8 48.2 16.8 76.1 200 16.8 34.2 1 16.8 48.2 16.8 76.1 500 16.8 34.2 16.8 48.2 16.8 76.1 Overhang Tributary Area (ft) Edge Zone 1 &2 (psf) Corner Zone 3 (psf) 10 76.8 129.1 20 76.8 116.9 50 76.8 99.8 100 1 -76.8 87.2 200 76.8 87.2 500 76.8 87.2 Wall Pressure Summary Table: Not Tributary Area (ft) Interior Zone 4 (psf) Positive NM NegativE 10 41.2 44.7 20 39.4 742.9 50 37.3 40.5 100 34.9 38.4 200 33.2 36.3 500 30.7 34.2 Corner Zone 5 (psf) ositive Negative 41.2 55.1 39.4 51.7 37.3 meµ. 46.8 34.9 A 42.9 33.2 39.1 30.7 34.2 Edge / Corner Distance: a = 6.1 ft Parapet Design Pressures - MWFRS Windward parapet 52.3 psf Leeward parapet 34.9 psf 18004 Logan Heights -Solar Photovoltaic Install BDD Sheet: 2 of 2 Roof Pressure Summary Table Reduced Wind Pressures) Tributary Area (ft) Interior Zone 1 (psf) Edge Zone 2 (psf) Corner Zone 3 (psf) Positive Negative Positive I Negative Positive Negative 10 14.2 22.6 14.2 39.4 14.2 58.2 20 13.0 21.8 13.0 36.4 13.0 54.7 50 11.3 21.1 11.3 32.2 11.3 49.2 100 10.1 1 -20.5 10.1 28.9 10.1 45.6 200 10.1 20.5 10.1 28.9 10.1 45.6 500 10.1 1 -20.5 10.1 28.9 10.1 45.6 THIS TABLE HAS LOAD FACTOR OF .6' WIND APPLIED Wall Pressure Summary Table: Reduced Wind Pressures Tributary Area (ft) Interior Zone 4 (psf) Corner Zone 5 (psf) Positive Negative Positive Negative 10 24.7 26.8 24.7 33.1 20 23.7 25.8 23.7 31.0 50 22.4 24.3 22.4 28.1 100 20.9 23.0 20.9 25.8 200 1. 21.8 19.9 23.5 500 18.4 20.5 18.4 20.5 THIS TABLE HAS LOAD FACTOR OF .6 * WIND APPLIED PV MODULE BRAND = TYPE SERIES PV MODULE THICKNESS (T) PV MODULE WIDTH (W) = PV MODULE LENGTH (L) = OPERATING WEIGHT (WT) ROOF RAFTER TYP (ROOF ATTACHMENTS - SHOULD ALWAYS BE EMBEDDED INTO ROOF RAFTERS STRUCTURAL MEMBERS SEE PANEL CUT SHEET SOLAR MODULE SEE PANEL CUT SHEET 0.125 ft 3.33 ft 5.42',- ft 41.89 lb SVAP KSTANDOFF WITH CONE RASHM, TYP. 149 OAK VIEW CIRCLE LAKE MARY, FL 32746 EMAIL: MAIL@EMPIRICAL-DESIGN.COM TRIBUTARY AREA (At) 12 sf PANEL PRESSURE _ a3.49 psf WIND UPLIFT= 58.2 psf NET UPLIFT = 54.71 psf FACTOR OF SAFETY (FS) _ 1.67 TOTAL TENSION = 1096.37 lb SCREWS PER CONNECTION TENSION PER SCREW = 548.19 lb/screw LATERAL FORCE LATERAL WIND PRESSURE = 33.1 psf LATERAL TRIB AREA = 0.50 sf TOTAL LATERAL FORCE = 316.55 lb/screw SHEAR FORCE IN EACH SCREW, -71 FACTOR OF SAFETY (FS) 1.67 SCREWS PER CONNECTION SHEAR FORCE IN EACH SCREW 13.82 lb/screw 149 OAK VIEW CIRCLE LAKE MARY, FL 32746 EMAIL: MAIL@EMPIRICAL-DESIGN.COM SNAPNRACK STANDARD RAIL SNAPNRACK SNAPNRACK CHANNEL NUT STANDOFF CLAMP -SNAPNRACK RUBBER RAtN COLLAR INSTALLS 14 OVER TOP OF FLASHING SNAPNRACK STANDOFF SHAFT HO (VARIOVS SIZES INCLUDING 7, 9.5, 12, AND 18" SHAFTS) LAG SCREW 15 TYPICAL FOR SECURING STANDOFF BASE TO ROOF RAFTER, 2.5" MIN EMBEDMENT INTO RAFTER TYP. SNAPNRACK STANDOFF-, BASE HO, 6-HOLE ROOF RAFTER OR STRUCTURAL MEMBER SEAL PENETRATION AND UNDER BASE WITH APPROPRIATE ROOF SEALANT IF 2 LAG SCREWS ARE USED, LOCATE SCThEW$ IN OPPOSITE CENTER HOLES ON BASE ROOF DECKING TYP. SNAPNRACK STANDOFF MOUNTING POINT FOR USE ON ALL ROOF SURFACES LAG SCREW PROPERTIES, DIAMETER 5/16 in 1MINIMUMTHREADPENETRATIONI2.5in I EXISTING FRAMING 2x4 WOOD TRUSS MEMBERS SPACED AT 24" O.C. 149 OAK VIEW CIRCLE LAKE MARY, FL 32746 EMAIL: MAIL@ EMPIRICAL-DESIGN.COM 0 LAG SCREW DESIGN NATIONAL DESIGN SPECIFICATIONS FOR WOOD APPLICABLE CODES CONSTRUCTION (2015 EDITION) FLORIDA BUILDING CODE (2017) EXISTING SPECIES COMBINATION SOUTHERN PINE 2 x 4 WOOD TRUSSES SPA. 24" O.C.) SPECIFIC GRAVITY (G) (TABLE 12.3.3A) G = 0.55 LAG SCREW DIAMETER 5/16 DESIGN VALUES WITHDRAWAL LATERAL PRELIMINARY DESIGN VALUE 307 lb/in (TABLE 12.2A) 140 lb (TABLE 12J) LAG SCREW THREAD PENETRATION (MIN.) FOR A 3" LENGTH SCREW 2.5 in APPENDIX L -TABLE L2) PRELIMINARY DESIGN VALUE 767.50 lb Cd - LOAD DURATION FACTOR SECTION 2.3.2) 1.6 1.6 Cm - WET SERVICE FACTOR TABLE 11.3.3) 1.0 1.0 Ct-TEMPERATURE FACTOR T <= 100 F (TABLE 11.3.4) 1.0 1.0 Cg - GROUP ACTION FACTOR N/A 0.98 Cc - GEOMETRIC FACTOR SECTION 12.5.1) N/A 1.0 Ceg - END GRAIN FACTOR SECTION 12.5.2) 1.0 1.0 Cti - DIAPHRAGM FACTOR N/A 1.0 SECTION 12.5.3 Ctn - TOE NAIL FACTOR SECTION 12.5.4 1.0 1.0 LAG SCREW PENETRATION FACTOR N/A N/A FINAL DESIGN VALUE 1 228 Ib 219 Ib TABLE 11.3.1 SCREWS NEEDED 548/1228 = 1 13.8/219 = 1 SCREWS PROVIDED 2 MINIMUM EDGE DISTANCE REQUIREMENTS L/D = 2.5" / 5/16" = 8 (8>6) FOR SCREWS WHEN L/D>=6 REQUIRED SPACING = 1.5*D = 0.47" TABLE 12.5.1C) PROVIDED 1.0" MINIMUM SPACING REQUIREMENTS L/D = 2.5" / 5/16" = 8 (8>6) FOR SCREWS WHEN L/D>=6 REQUIRED SPACING = 5*D = 1.56" TABLE 12.5.1D PROVIDED 2.5" 149 OAK VIEW CIRCLE LAKE MARY, FL 32746 EMAIL: MAIL@EMPIRICAL-DESIGN.COM MAXIMUM WIND LOAD CAPACITY ONE LAG SCREW WITH 2.5" EMBEDMENT IN SYP = 307 lb/in * 2.5 in = 767.50 lb (PULL OUT) TWO SCREWS WITH SHORT TERM WIND LOAD = 2 SCREWS * 767.50 lb * 1.6 = 2456 lb (TENSION) TRIBUTARY AREA FOR WORST CASE - ZONE 2 = 12 sf NET UPLIFT (W) = 2456lb/12sf W = 204.67 psf UPLIFT ACTUAL WIND PRESSURE USING 139 MPH AT 10 PSF ZONE 1 = El psf ZONE 2 = psf ZONE 3 = psf CHECK EXISTING VERTICAL LOAD EXISTING STRUCTURE SUPERIMPOSED LOAD (ESTIMATED) DEAD LOAD 25+10 = 35 psf LIVE LOAD 30 psf TOTAL LOAD `65 psf PROPOSED STRUCTURE SUPERIMPOSED LOAD PHOTOVOLTAIC MODULE OPERATING WEIGHT 2.32 psf SAFETY FACTOR `' ,1,` 2 ADDITIONAL DEAD LOAD 2.32psf*2 = 4.64 psf EXISTING DEAD LOAD 35 psf LIVE LOAD 0 psf TOTAL LOAD 39 64 psf s A641 idt I OAK 149 OAK VIEW CIRCLE LAKE MARY, FL 32746 EMAIL: MAIL@EMPIRICAL-DESIGN.COM PRESSURE ON PANELS AREA ZONE 1 * WIND 1) + (AREA ZONE 2 * WIND 2) + (AREA ZONE 3 * WIND 3) / 100% PRESSURE — (0 * 0)+(100% * 39.4 psf)+(0 * 0) / 100 PRESSURE = _ 39.4 psf PROPOSED PANELS MINIMUM DESIGN WIND LOAD PRESSURE = 39.4 PSF 149 OAK VIEW CIRCLE LAKE MARY, FL 32746 EMAIL: MAIL@EMPIRICAL-DESIGN.COM