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Home My WebLink AboutB17-0338 000-000-000United Sun Energy - Solar. Ground Mount - (1) 4 x.9 GM Table at 11.7 kWp with 36 Modules Pie 2 . Estimate#: 171.0094 F lE Design Assumptions: 18 Project Solar Ground Mount Size of Project 11.7 kWp with 36 Modules Module Canadian Solar CS6X-325P with 325 Wp (76.93 x 38.7 x 1.57 inch, 48.5 lbs) Orientation & Tilt Angle Landscape at a 21° Tilt Angle Basic ASCE 7-10 Wind Speed 110 mph (3 second gust) Wind Exposure Category C Snow Load 0 psf Risk Category 5 Altitude 150 ft above sea level . Terrain Type Flat Lot Mean Table Height 4.08 ft Size of Table approximately 13.4 ft x 58.3 ft t: Distance between Posts, Front to Back - 7.3 ft, Left to Right - 12.1 ft :. Total Dead Load 4.45 psf Seismic Zones/Loads up to 0.9 g' • Connection Safety Factor 2.00 Minimum Height Clearance 24" Ground Connection The (10) C -Beam at 40.00" ft'steel Sigma Post lengths have been estimated 22 according to information provided and experience with similar ground mount 10 tables. Foundation engineering by a local, qualified P.E. is highly Code.Compliance 2012 International Building Code (no specific local amendments) ASCE 7-10, CBC 2013, ADM 2010 Item No. Description quantity per Table Total Quantityt 173-X060 Top Rail ST -AK 13/60 (14 ft) 18 18 173-XXXX ST -AK 182%120 (58.3 ft) 2 2 173-0061 Splice 182 4 .4 173-0292 Vertical Post - 037" (3' 1'=) 5 5 173-0296 Vertical Post - 077" (6' 5") 5 5 173-0274 Diagonal Strap - 108" (9'0") 5 5 173-0274 Diagonal Strap - 108" (9' 0") 5 5 173-0053 Bearing Block TH 10 10 702-0381 Module End -Clamp 30-50 (Framed); Z 36 40 700-0155 Module Mid -Clamp 30-50 (Framed) w. Bondir 54 60 704-0044 Cross -Adapter; Z (2) - 72 80 173-0009+0016 M10x080 Bolt w. Serrated Flange Nut (SHCS 1 20 22 173-0010+0016 M10x120 Bolt w. Serrated Flange Nut (SHCS 1 20 22 173-0317 C -Beam at 40.00" 10 10 Option Grounding - (9) Weeb-Lugs: Option End -Caps for 182/120 Rails- (4) End -Caps 182: S:FLEX Inc. Phone: (303) 522-3974 6565 S: Dayton Street - Suite 3650 Fax: (720)292-1858 Greenwood Village, CO 80111 ' Email: inquiry@sflex.com } S:FLEXInc. Phone: (303) 522-3974 6565 S. Dayton Street - Suite 3650 Fax: (720) 292-1858 Greenwood Village, CO 80111 Email: inquiry@sflex.com q ry@sflex.com United Sun Energy - Solar Ground Mount - (1) 4 x 9 GM Table at 11.7 kWp with 36 Modules Page 5, Estimate#: 1710094 @)FLEX Description Qty -s 1 Top Rail 18 2 5 5 5 5 10 40 60 .80 22 22 10 1 parts. SAEX Inc. Phone: (303) 522-3974 6565 S. Dayton Street - Suite 3650 Fax: (720) 292-1858 Greenwood Village, CO 80111 Email: inquiry@sflex.com United Sun Energy - Solar Ground Mount - (1) 4 x 9 GM Table at 11.7 kWp with 36 Modules Page Estimate#: 17 10094 )FLEX jEnd-'-Clamp Installation ?d on Both Sides - S:FLEX Inc. 6565 S. Dayton Street - Suite 3650 Greenwood Village, CO 80111 Please also refer to the assembly instructions at www.sflex.com. Phone: (303) 522-3974 Fax: (720) 292-1858 Email: inquiry@sflex.com i United Sun Energy - Solar Ground Mount - (1)4 z 9 GM Table at 11.7 kWp with 36 Modules Z Estimate#: 1710094 FLEX' S ' ASCE 7-10 Wind Pressure Calculation p = qh G CN p = the net design pressure for the MWFRFSs of monoslope, pitched roofs qh = velocity pressure evaluated at mean roof height, h using the exposure categories defined in 26.7.3 that results in the highest wind loads for any wind direction at the site. G = gust effect factor from Section 26.9 Taken for rigid structures as F 0.85 CN = net pressure coeffient per Fig. 27.4-4 Extrapolated for.tilt angle (see below). 27.3.2 Velocity Pressure. qh 0:00256 KZ.K, Kd V2 Constant at sea level = 0.00256 Altitude of this location: 150 feet (above sea level) s Correction of coefficient to: 0.00254 'KZ = the velocity pressure exposure coefficient per table 27.3-1 Page 261 for all heights. For h up to 15', KZ = 0.57 for Exposure Category B, Kz = 0.85 for Category C, and Kz =1.03 for Category D. KZ for this location KZL = the topographic factor. Changes according to hill profiles. See 26.8.1. For flat ground, Ka 1.0 Kd = wind directionality. See Table 26.6-1. Structures except chimneys and trussed towers, Kd 0.85 V2 = basic wind speed in mph, squared. Wind speed for this location= 110 Speed 2= 12100 See section 26.5. For Risk Category II buildings and structures - see Fig 26.5-1A. For Risk Category III & IV buildings and structures - see Fig 26.5-113. For Risk Category. I buildings and structures - see Fig 26.5-1C. 4n = . 0.00254 K: Kz, Kd.V2 = 22.21 psf G =Gust Factor for structure= 0.85 Tilt Angle = 21 Degrees Wind Case A <--- CN p CN Look up from Fig. 27.4-4.. Top CNL _. 176 33.22. psf extrapolated for given'tilt angle. Bottom 4Nw = 1.62 30.58. psf Pressure, p, experienced by top or bottom Wind Case B <--- CN p half of rail supporting modules is given by Top CNL = 0.68 12.84 psf p = qh G CN Bottom CNw' 2.12 40.02.: psf Wind Case A ---> CN p Top CNw = :: -1.38 -26.05. psf. F . Bottom CNL = -1.54. -29.07 psf Wind Case B ---> CN p Top CNw = -2.30 -43.42 psf' ' Bottom -.: CNL= -0.24- -4.53 psf S:FLEX Inc. Phone: (303)522-3974' 6565 S. Dayton Street - Suite 3650 Fax: (720)292-1858 .Greenwood Village, CO 80111 . Email: Inquiry@sflex.com 3) D + S Dead and Snow 4:15. United Sun Energy - Solar Ground Mount - (1) 4 x 9 GM Table at 11.7 kWp with 36 Modules Page 88 Estimate#: 1710094 1.59 « S FLEX D = 4.45 psf Tilt Angle = 21 degrees Dy = D cos angle = 4.15 psf perpendicular to module S = 0.00 psf Sy = S cos angle = 0.00 psf perpendicular to module W = 40.02 psf down W = -43.42 psf uplift - Wind = 40.02 psf down Uplift = -40.40 psf uplift Ballasted roof mount: a Downforce =13:33 Wind Pressure Case B psf down Uplift = -18.21 psf uplift Module Wt. = 2.346 psf psf psf Combinations of Loads per ASCE 7-10 2:4.1. top rail D,W 3) D + S Dead and Snow 4:15. 1.59 4) D + 0.75L + 0.755 Dead, Live & Snow 4.15 1.59 5) D+0.6W Dead, Wind 28.16 1.59 6a) D + 0.75L+ 0.75(0.6W) + 0.75S Dead, Snow & Wind • 22.46 1.59 6b) D + 0.75L + 0.75(0.7E) + 0.75S Dead, Snow & Seismic Wind Uplift Case A 7) 0.6D+0.6W Wind uplift -23.56 Nw - 1.76 8) 0.6D+0.7E Seismic uplift : 41.15 PCF • 106.50 PLF� Max. Downward Load = 28.16 Max. Uplift Load = -23.56 Abs Max_. = 28.16 1.59 Wind Pressures for Footing Reactions: Trib. Width = 3.21 ft CNw= -2.30 CN = -1.38 .-43.42= psf -6.05 psf -139.17 PLF2. Ct-850PLF 03 N-.2 4 .. � CNS _ -1.54 29.07 psf -4.53 psf - -14.52 PLF -93:19 PLF Wind Uplift Case A Wind Uplift Case B , .. CNw = 0.68 Nw - 1.76 12.84 psf 33.22 psf 41.15 PCF • 106.50 PLF� � . CNS = 2..12 .. .. 1 40.02 psf CNt = 1'.62 ' 128.28 PLF 30.58 psf. • . . . 98.03 PLF a Wind Pressure Case A Wind Pressure Case B Z0F.ESS/p Dead Load for top rail: ST -AK 13/60 ? ti A Aq,q Module Wt. = 2.346 psf �� `S 7.519 plf Top rail wt. = 0.648 plf =� -m Total Top Rail Dead Load = 8.167 plf �: 6.+81 672 m Roof Snow Load _ 0 psf d : exP• 06/17 0. plf , S:FLEx Inc. q OF CA1.�Phone: (303) 522-3974 6565 S. Dayton Street - Suite 3650 ' Fax: (720) 292-1858 Greenwood Village, CO 80111 Email: Inquiry@sflex.com United Sun Energy - Solar Ground.Mount - (1) 4 x 9 GM Table at 11.7 kWp with 36 Modules } Estimate#: 1710094 r. : r (( • F`E/�i'" t r e�oFESs,o �SA•A�� 9�Fy 42 ,L t;a Bearing Block . Iw o S1672 a a > exp.06l17- J Verkal Post . `r�yTTR CT.U�� FOF,C'gL�F0? r r " Digitaliy.Signed by 1 :James A. Aloins; S.E. 0" r 71 Proiect Location: •' f 20" 15" r" Solar Address 611 54" "be^, ` Not shown here is the rebar which should used according to common pratice. DIA,24" ,. t Post Spacing Front to Back '= 7.35 ft (7'4.1) a 'Post Spacing between braced frames = 12.15 ft (12' 2") r,- Maximum Vertical Force per post= 2.91k ^' ..�. • r - , MaximumHips orizontaLForceperpost= 1.12 .. :kips'for•wiridpressure YVlna praswre wusin, uplift Wlna pressure causl iiannpression Y. .;t ..:.. Mazimum'Momentper,post= 24.71kip-in for wind pressure 1 Maximum Vertical Uplift Force per post= -2.43 •kips Main uplift ro•,a uplltfo . • _ " ` Maximum Horizontal Force per post = 0.97 Maximum Moment per ost'= 21.35' P P kips for Wind uplift kip -in in for wind.pressure P P ll compression ramie. ul it Sigma Post Capacity Mxx = 37.71 ki -in!,.- � ` Concrete in contact with soils by code must have:aL 3500 psi compressive strength. ` The location's frost depth requirement is 12" (to be verified by customer):`. • _ ,r S:FLEXInc. 4_ ' _ '. Phone: (303) 522-3974 ' ! 6565 S. Dayton Street - Suite 3650 Fax: (720) 292-1858. . 17 - Greenwood village, e0 80111. Email: inquiry@sflex.com " r CLASS OF MATERIALS VERTICALFOUNDATION LATERALBEARINO • PRESSURE 17-ERWIN CoeMe_Iont Of frlelbM , Foundation Design PRESSURE (Pat) (pSOk below natural grade) ' Piers 12,000 1,200. Uplift Check — Uplift Max = 2430 # (from RISA) 4,000. 400 Pier Diameter = 2.00 ft. — I Sandy gravel and/orgravel(GW Pier Length = 4.50 ft. 200 0.35 Coh = 130 psf and GP), R DL= 2120.58 # 1 R Coh = 3675.672 # DL + 50% Coh = 3958.416 # silty gravel and clayey gravel Use 2.00 dia. X 4.50 long concrete pier 150 0.25 F.S. = 1.63 r Lateral Resistance 1 d = O.Mj l + [ I + (4.36h/A'2 } (Equation 18-1) page 155 A = 234PI(Sib) d= 4.55 ft. (Minimum depth of embedment) A= 3.25 clayey sift; silt and sandy silt b = 2.001 ft. (pier diameter) h = 1.67 ft. (dist. From ground to point of app.) P = 1120 # (applied lateral load) S 1= 403 psf (two times tabular value) Section 1806.3.4, page 149 202 psf (allowable lateral bearing pressure at 1/3 depth-33% duration increase) 100 psf/ft. (presumptive lateral bearing pressure) Table 1806.2, page 149 Trial d = 4.55 ft. (trial Depth) Minimum ft. diameter pier with embedmet depth = 4.55 ft. MIN 2.00 TABLE 1606.2 ' tr PRESUMPTIVE LOAD-BEARING VALUES CLASS OF MATERIALS VERTICALFOUNDATION LATERALBEARINO • PRESSURE LATERAL SLIDING RESISTANCE CoeMe_Iont Of frlelbM CoSwon(Pef)* - PRESSURE (Pat) (pSOk below natural grade) 1. Crystalline bedrock 12,000 1,200. 0.70 — 2. Sedimentary and foliated rock 4,000. 400 035 — I Sandy gravel and/orgravel(GW 3,000 200 0.35 I — and GP), 1 4. Sand, silty sardt, clayey sand, silty gravel and clayey gravel 2000 150 0.25 — (SW. SP, SM, SC,,GM and G_ C) 1 5..Clay, sandy clay,, silty clay, clayey sift; silt and sandy silt 1.500 L00 — 130 (CL. A1L; M.H and CH) For SI:. I pound per square foot = 0.0479kPa; 1 pound per square foot per foot = 0.157 Wa/m. a. CnWiclent to be multiplied by the dead load. b. Cohesion 4ohte to be multiplied by the contact area, as limited by Section 1806:3.2. 5