The URL can be used to link to this page

Home My WebLink AboutB17-1334 000-000-000VINCI -& ASSOCIATES 61rucfura/ Cnpi leers June 26, 2017 ..,Advance Power Redding Subject: Review of minimum footing requirements ' Project (12) Module Photovoltaic Groundmount Installation (1 Array).. Martin Petkov ..... ' 256 Yankee Vista Drive, Concow, CA 95965®®®� ON V&A Project No. 12=3457 The purpose of this report is to provide a site specific analysis of the minimum footing requirements for the photovoltaic array.groundtrac installation at 256 Yankee Vista Drive in Concow, CA 95965. Based upon our review of the 1. Photovoltaic Array,. installed 4 modules high and 3 modules wide. The PV Array shall have *a transverse spacing of approximately 8.00 feet on center and a' longitudinal spacing of 8.00 feet maximum. Based upon a wind speed of 100 mph, Exposure C, it was determined that the minimum required footing depth is. ' 26 inches minimum below grade for a 18 inch diameter pier footing. The footing sizes are based upon the worst case loading due to horizontal and vertical wind loading. In ;addition to our analysis of the foundation, we have reviewed the professional solar - rails and pipes for the added load due to the 20 psf snow load applicable at the site. ' Based upon our analysis, it is recommended that Professional Solar Products.3" deep_ XD rails be utilized supported by 1.5" galv schedule 40 pipe horizontal with supports at... 8'-0" o.c.. Vertical pipes can be 1.5" galv schedule 40. Refer to attached calculations and details for additional information. ' Our professional services have been performed using the degree of care and skill ordinarily exercised under similar circumstances by reputable engineers practicing in this locality. No ' other warranty, expressed or implied, is made as to the professional options included in this report.. We hope p;r/ri(egarding es you with the information you need at this time. Please tall us if you have u t this report. FE�S�c�,� Sincerely �9SR1cN�°`y Fy .VINCI OCIATE$ ' c3 ' � z No. S4411 OwG. Exp. 12/31/17 J s inci, S.E. 9rF OFCA . L' rise No. S-4411 175 E. wiLBUR ROAD, STE. 103 THOUSAND OAKS, CA 91360 ' _ p 805.496-2100 f 805.496-2442 a vinci incise.com DATE: 6/26/2017 VINCI & ASSOCIATES SHEET: Al PROJECT: Martin Petkov i 61rucfural Engineers JOB No.: 12-3457 256 Yankee Vista Drive 175 E. WILBUR ROAD, STE 103 • THOUSAND OAKS, CA 91360 ENGR.: JRV, Concow, CA 95965 p805.496.2100 • f805.496.2442 • esolar@VinciSE.com CLIENT: Advance Power Redding DESIGN DATA: WIND DESIGN CRITERIA: ' BASIC WIND SPEED = 100 mph (ASCE 7-10: Risk Category 1 per Table 1.5-1 & Figure 26.5-1C) WIND EXPOSURE = C GROUND SNOW LOAD — 20 psf SOLAR MODULE ARRAY DATA ' Sloped Dimension of Array = 164 in Angle of Array = 15 .degrees Slope of Array: _ 3.11 :12, No. of Modules in Transverse Direction = 4 No. of Modules in Longitudinal Direction = 3. ' Total No. of Modules in Project = 12 Transverse Post Spacing = 8 Pl- ft ' ILongitudinal Post Spacing = 8:00 ft Number of supports - Transverse Direction = 2 ' Diameter of Pier Footing = 18 in . . Number of Arrays = 1 Array Uniform Load = 2.8 psf SOIL DESIGN CRITERIA (Based upon Chapter-18 of CBC) Allowable Soil Bearing Pressure = 1500 psf IAllowable Soil Lateral Bearing = 200 pcf (CBC 1806.3.4) + Allowable Shaft Skin Friction / Cohesion = i 130 pcf ,y •. J r PROJECT: Marfln Petkdv PAGE : CLIENT:.256 Yankee Vista DnvelConcow�CA 95965'Z4 b DESIGN BY : JOB NO.: 15 457 �' DATE 06126717- REVIEW BY AA* Wlnd'Analysfs'fCrApen`Struc_ tuF�e ($olar Panels)Ba�sed on�ASCEY7x2010 :/.' 20.16 CBC . INPUT DATA: " Exposure category (B, C or D) = C w Importance factor, 1.0 only, (Table 1.5-2) 1w = 1.00 Basic wind speed (ASCE 7-1026.5.1) V _ �. j1,00 mph - 0 Topographic factor (26.8 & Table 26.8-1) Kn _ ,.„nr,1 0 Flat slope Height - Height of mean roof h= 6 ft s y 2 Roof slope 12 7 Roof length L = X10, ft Roof horizontal projected width B = 10 ' ft Effective area of component / cladding a A =` 10 ftZ 8, ofOJeC,0dI DESIGN SUMMARY " 1. Main Wind -Force Resisting System Max horizontal force / base shear from roof = + 0.58 kips +. . + :; is .06 kips (eave & columns increasing) E 0.64 kips Max vertical download force = 2.25 kips + C. Max vertical uplift force = 2.11 kips f '' k,. Max moment at centroid of base from roof = ' 6.34 ft -kips + .-..'•0.63 ft -kips (eave & columns increasing) 4 E 6.98 ft -kips 2. Component and Cladding Elements Max inward pressure 'L = 56 psf Max net outward pressure = 66 psf r ANALYSIS - Velocity pressure F qn = 0.00256 KIN Ke Kd VZ = 18.50 psf where: 4n =velocitY Pressure at mean roof height, h. (E4 28.3-1 page 298 Eq. 30.3-1 page 316) Kn = velocity pressure exposure coefficient evaluated at height, h, Crab. 28.3-1, pg 299) = 0.85 Kd = wind directionality factor. (fab. 26.6-1, for building, page 250) = 0.85 h = height of mean roof l = 6.00 It ' Main Wind -Force Resisting System (Sec. 27.4.3) p=gnGCN F=pAf _ where: G= gust effect factor. (Sec. 26.9) = 0.85. 0 = roof angle ,, = 14.51 � degree < 45 deg. [Satisfactory] A, = roof actual area. = 51.6 ft 2, windward = 51.6 ftZ, leeward - CN = net force coefficients. (Fig. 27.4-4, page 267) Check Fig. 27.4-4 limitation h / B = 0.60 within [0.25 , 1.0] [Satisfactory] 0 WIND TO BOTTOM, 7 = 0° - WIND TO TOP, 7 = 180° CLEAR FLOW OBSTRUCTED 'CLEAR FLOW OBSTRUCTED CASE CNw CNS CW CNS CNw CNS CNw CNS 14.51 A -0.88 -1.28 -1.09. -1.50 1.27 1.59 0.36 -1.11 5 -13.84 -20.13 -17.19 -23.58 20.03 25.05 5.67 -17.40 F ki s ' -0.71 -1.04 -0.89 -1.22 1.03 1.29 0.29 -0.90 B -1.87 0.00 -2.07 -0.61 1.79 0.58 1.17 -0.30 s -29.36 0.00 -32.61 -9.64 28.09 9.13 18.46 -4.72 F kis -1.52 0.00 -1.68 -0.50 1 1.45 1 0.47 1 0.95 1 -0.24 r. DATE: 6/26/2017 VIN 'C I & ASSOCIATES SHEET: 'A3 PROJECT: Martin Petkov cSlruclu nal Cingmeers JOB NO.: 09-3457 256 Yankee Vista Drive 175 E. WILBUR ROAD, STE 103 • THOUSAND OAKS, CA 91360 _ ENGR.: JRV COncow, CA 95965 p 805.496.2100 • f 605.496.2442 • e vinci@VinciSE.com CLIENT: Advance Power Redding _ ' FOOTING DESIGN - PV Sloped Dimension: 164 in 4 f>TYPICALARRAY`�_ PV Array Angle: 15 -degrees Post Spacing: 8.00 ft ' No. of Supports: 2 Footing Diameter (d): 18 in MAXIMUM VERTICAL FORCE: 2.25 k / (10.0 x 10.0) = 22.54 psf x 0.6'= 13.52 psf MAXIMUM UPLIFT FORCE: 2.11 k / (10.0 x 10.0 ) = 21.12 psf x 0.6 = 12.67 psf ASD Factor GROUNDTRAC SYSTEM CAST INTO EARTH Maximum Vertical Load: (Worst Case: DL + 0.75 Wind + 0.75 Snow) P = 0.75 13.52 psf + 2.8 psf DL + - 20 psf snow x 0.75 27.94 psf P = 27.94 psf x ( 158 " /12"/ft) x( 96.0 " /12"/ft) = 2951 lbs for 2 Supports ' P = 1475 lbs/footing Try 18" diameter footing Soil Bearing= 1475 / (p x 0.75) = 835.4 psf << 1995 psf 1500 psf x 1.33 (CBC Table 1806.2) Maximum Uplift Load: Therefore O.K. P = 12.67 psf ( 2.8 psf DL x .6) = 10.99 psf P = 10.99 psf x ( 158 " /12"/ft) x ( 96.0 " /12"/ft) = 1161 lbs for 2 Supports - ' P = 580 lbs/footing Try 18" diameter x 26 " footing Allowable uplift = Concrete DL + Soil Cohesion ( 130 psf x 1.33 ) per CBC Table 1806.2 ' [ (7I: x (d/2)2) x 150 pcf x 2.2 ft ] + [ (71 x d) x' 2.15 ft x 172.9 psf] = 2320 lbs Design Ratio = ( 2,320 lbs / 580 lbs) _ 4.0 Therefore O.K. R 1 1 ' _ DATE: 6/26/2017 VINCI $ ASSOCIATES SHEET: A4 PROJECT: Martin Petkov 61ruclura/ &ylneers JOB No.: 09-3457 256 Yankee Vista Drive 175 E. WILBUR ROAD, STE 103 - THOUSAND OAKS, CA 91360 ENGR.: JRV Concow, CA 95965 p805.496.2100 - f805.496.2442 - evinci@VinciSE.com ' CLIENT: Advance Power Redding DESIGN OF PIER FOOTING & POST CHECK,.kWIN:D= Post Spacing: 8.00 ft Number of Columns: 2 Horizontal Load: 9.6 psf Exposed wind surface 3 ft -DESIGN BASED UPON NON -CONSTRAINED CBC FORMULA: (CBC Section 1807.3.2.1) P d = (AQ) (1 + ( 1 + (4.36h/A) )^.5)) A = (2.34 • P) / (S1 - b) III h Id GOVERNS >>> DESIGN COLUMN P = 96 lbs = 9.6 psf x 8.0 ft x 3 ft / 2 columns h = 6 ft (Average Height) S1 = 266 psf/ft x (d/3) (includes 1.33 increase for wind) b = 18 in (diameter or diagonal of square) Try d = (ft) S1 @ (1/3)d (psf) A Calc d (ft) 1.15 153 0.979 3.07 1.4 186 0.804 2.73 1.65 219 0.682 2.48 1.9 253 0.593 2.29 2.1.5', ME"EMIEZ 2.4 319 0.469 2.00 M., = Ph = 576 ft -lbs S., = M., / Fb = 0.30 in Fb = 0.66 x 35,000 psi ASTM A53, Gr B »»> USE: 1-1/2" Schedule 40 Pipe S = 0.33 in with 18 inch diameter x 26 inch MIN. deep concrete footing. DATE: 6/26/2017 VINCI $ ASSOCIATES SHEET: 131 ' PROJEC' O cSfruc/ural 6nyrneers JOB NO.: 12-3457 0 175 E. WILBUR ROAD, STE 103 • THOUSAND OAKS, CA 91360 ENGR.: JRV 0 p805.496.2100 • f805.496.2442 • evinci@VinciSE.com CHECK RAIL TO SPAN SUPPORTING DEAD LOAD + SNOW LOAD 'SPAN, 1� LOADING TYPE: Uniform SPAN: 8.00 ft UNIFORM LOAD: PV = 2.77 ft x 2.8 psf. = 7.756 ' Snow = 2.77 ft x 20 psf = 55.4 . Wind = 0 ft x 15.14 psf = 0 0 w 63.156 #/ft R1 = 253 lbs R2 = 253 lbs Aluminum S = w 1` = 0.23 in' ' 8 Fb A = 1.5 w (1-2d) = 0.02 inZ r •- 2 Fv »» USE: 3" Prosolar Rail ( Alt: - ) (S = 0.63 in3, A= 0.696 inz, • 1 1ro 1 1 1 1, 1 1 0.750" 0.750- 1.500" 01 FTI I SECTION PROPERTIES saos Ixx 0,830 in 4 lyy 0,283in 4 Sxx(max) 0.630 in 3 Syy(max) 0.378 in 3 Sxx(min) 0.484 in 3 Syy(min) 0.377 in 3 rxx 1,092 In ryy 0,638 in Area. Perlm, 0.696 in 2 Weight 15.873 'in Wall Thk, 0.810 lbs/ft 0,000 in ' I DATE: 6/26/2017 VINCI & ASSOCIATES SHEET: B2 PROJEC' 0 cSfrucfurai Cnyineers JOB NO.: X09-3457 0 175 E. WILBUR ROAD, STE 103 . THOUSAND OAKS, CA 91360 ENGR.: JRA/ 0 p805.496.2100 . f805.496.2442 -'evinci@VinciSE.com CHECK RAIL TO SPAN SUPPORTING.DEAD LOAD + WIND SPAN LOADING TYPE: Uniform SPAN: 8.00 ft UNIFORM LOAD: PV = 1.75 ft x 2.8 psf = 4.9 Snow = 0 ft x 20 psf = 0 Wind = 1.75 ft x 15.14 psf = 26.4993 0 0 w 31.3993 #/ft R1 = 126 lbs R2 = 126. lbs Aluminum S = w 1' = 0.11 in' 8 Fb A = 1.5 w (1-2d) = 0.01 in 2 Fv »» USE: 3" Prosolar Rail ( Alt: - ) (S = 0.63 -in3 A= .0.696 inz, O to O ic 0.750" 0.750- 1.500" SECTION PROPERTIES F6005 box Sxx(max) Sxx(min) 0.830 'In 4 0.630 In 3 0.484 in 3 lyy Syy(max) Syy(min) 0,283 in 4' 0.378 in 3 0.377 in 3 rxx 1,092 In ryy 0,638 in Area Perim; 0.696 in 2 Weight 15,873 In Wall Thk, 0.810 16S/ft 0,000 in DATE: 6/26/2017 V I N C 1 Ss A S S O C UA T E S SHEET: 133 1 PROJEC' 0 cSlruclurai (inyineers JOB NO.: '09-3457 0 175 E. WILBUR ROAD, STE 103 • THOUSAND OAKS, CA 91360 ENGR.: JRV .0 p805.496.2100 • f805.496.2442 • evinci@VinciSE.com CHECK RAIL TO SPAN SUPPORTING DEAD LOAD + 0.75 SNOW + 0.75 WIND ' SPAN 1� LOADING TYPE: Uniform SPAN: 8.00 ft UNIFORM LOAD: PV = 2.55 ft x 2.8 psf = 7.14 ; ' Snow = 2.55 ft x 15 psf = 38.25. \ Wind = 2.55 ft x 11.36 psf = 28.9599 = 0 0 w = 74.3499 #/ft R1 = 297 lbs R2 = 297 lbs Aluminum S = w 1` = 0.20 in' s ' 8 Fb A = 1.5 w (1-2d) = 0.03 inZ 2 Fv ' »» USE: 3" Prosolar Rail ( Alt:-) - (S = 0.63 in3, A= 0.696 int, - Y 0 ba 0,830 in 4 lyy 0.283 in 4 M 0,630 in 3 Syy(max) 0.378 in 3 S)oc(min) O Syy(min) 0.377 in 3 rxx 1,092 In M 0,638 in Area Perlm, X X 0.810 lbs/ft 0,000 in ' Y M 1 ' 0.750" 0.750" 1.500" r' 0 I SECTION PROPERTIES . sari ba 0,830 in 4 lyy 0.283 in 4 Sxx(max) 0,630 in 3 Syy(max) 0.378 in 3 S)oc(min) 0,484 in 3 Syy(min) 0.377 in 3 rxx 1,092 In ryy 0,638 in Area Perlm, 0.696 in 2 Weight 15,873 in Wall Thk, 0.810 lbs/ft 0,000 in DATE: 6/26/2017 V I N C' 1 • & ASSOCIATES SHEET: B4. PROJEC' 0 cslruclura/ 6nrfineers JOB NO.: 09-3457 0 175 E. WILBUR ROAD, STE 103 • THOUSAND OAKS, CA 91360 ENGR.: JRV 0 p805.496.2100 • f805.496.2442 • evinci@VinciSE.com CHECK PIPE TO SPAN SUPPORTING DEAD LOAD + SNOW LOAD SPAN LOADING TYPE: Uniform SPAN: 8.00 ft UNIFORM LOAD: PV = 5.50 ft x 2.8 psf = 15.4 Snow = 5.50 ft x 20 psf = 110 Wind = 0.00 ft x 15.14 psf = 0 = 0 = 0 w = 125.4 #/ft R1 = 502 lbs R2 = 502 lbs STEEL S = w V = 0.24 in' 12 Fb A = 1.5 w (1-2d) = 0.05 int 2 Fv »» USE: 1.5" Sched 40 Galy Pipe ( Alt: - ) (S'= 0.326 in', A = 0.799 int I u 1 DATE: 6/26/2017 V I N C I $'ASSOCIATES SHEET: -135 ' PROJEC" 0 c3irucfural 6n9ineers JOB NO.: X09-3457 0 175 E. WILBUR ROAD, STE 103 • THOUSAND OAKS; CA 91360 ENGR.: JRV 0 p805.496.2100 • f805.496.2442 • evinci@VinciSE.com - CHECK PIPE TO SPAN SUPPORTING DEAD LOAD + WIND ' SPAN �2 LOADING TYPE: Uniform SPAN: 8.00 It _ UNIFORM LOAD: PV = 5.50 It x 2.8 PSI = 15.4 'Snow= 0.00 It x 20 PSI = 0 Wind = 5.50 It x 15.14 Psf = 83.2834 0 1 = 0 , w = 98.6834 #/ft R1 = 395 lbs ' R2 = 395 lbs, STEEL S = w V — 0.19 in' ' 12 Fb . —^ A = 1.5 w (1-2d) — 0.04 int 2 Fv ' »» USE: 1.5" Sched 40 Galy Pipe ( Alt: - ) (S = 0.326 in', A = 0.799 inz, 1 DATE: 6/26/2017 V I N C I Ss ASSOCIATES PROJEC' 0 cSlruchwai &pneers 0 175 E. WILBUR ROAD, STE 103 • THOUSAND OAKS, CA 91360 0 p805.496.2100 • f805.496.2442 • evinci@VinciSE.com SHEET: JOB NO.: ENGR.: Bs' '09-3457 JRV CHECK PIPE TO SPAN SUPPORTING DEAD LOAD + 0.75 Snow + 0.75 WIND SPAN LOADING TYPE: Uniform SPAN: .8.00 ft UNIFORM LOAD: PV = 5.50 ft x 2.8 psf = 15.4 Snow = 5.50 ft x 15 psf = 82.5 i Wind = 5.50 ft x 11.36 psf = 62.4626 = 0 = 0 w = 160.363 #/ft R1 = 641 lbs R2 = 641 lbs STEEL S = w 1` = 0.31 in' 12 Fb A = 1.5 w (1-2d) = 0.07 int 2 Fv »» USE: 1.5" Sched 40 Galv Pipe ( Alt: - ) _ (S = 0.326 in', A = 0.799 inz,