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HomeMy WebLinkAboutLIGHTPOLE CALCULATIONSSCANNED BY St. Lucie County LIGHTPOLE CALCULATIONS FOR HA"OUR RIDGE PALM CITY, FL CLIENT: ELECTRICAL SUPPLIES, INC. POLE: ARCHITECTURAL AREA LIGHTING DB25F20-188-PTF-DB-ABT FIXTURE: ARCHITECTURAL AREA LIGHTING PROIx-T3-56LED Sheet Index: Page 1— 4: Wind Loads and Lightpole Data Page 5: Footing Calculation Page 6: Footing Detail Page 7: Table 2-19W, Allowable Stresses (Aluminum) Page 8 — 9: Pole Specification Sheets Page 10: Fixture Specifications Calculations prepared by: David B. Rogers, P.E. 5343 Park Place Circle Boca Raton, FL 33486 561-699-3776 David B. Rogers, P.E. Licensed Engineer #51 State of Florida .�OPrGENSF�s/i * t'! No 54981* * oc = `lei fW:= TATE J •� SOF ............. � FILE COPY STiUCIE COUNTY PLAN REVIEW BLDG: oA->�,y =- , 06 PLUMB - DAM KM- DAiE Proiect Information Project Name Project Number Client Harbour Ridge, Palm City, FL 2019-015 ESI Date 2/9/19 Page Number 1 of 10 Engineer DBR Wind Desian Parameters Governing Code Risk Category of Structure Ultimate Design Wind Speed, Vmc Nominal Design Wind Speed, V�d Wind Directionality Factor, Kd Exposure Category Topographic Factor, Ku Gust Effect Factor, G Net Pressure Coefficient, Cf Liehtpole Data — Upper Shaft Pole Manufacturer Part Number Cross -Sectional Shape Geometry Pole Material Diameter Pole Height Wall Thickness Section Modulus, S Pole Base Elevation, Above Grade Yield Strength, Fy Allowable Bending Stress, Fb Licht Fixture and Accessory Data ASCE 7-10 Il (Table 1.5-1) 170 mph (Figure 26.5-1A) 132 mph 1.0 (Table 26.6-1) C (Section 26.7) 1.0 (Section 26.8) 0.85 (Section26.9) 1.2 (Figure 29.5-1) Architectural Area Lighting DB25F20-188-PTF-DB-ABT round straight 6061-T6 Aluminum 5.0 inches 15.75 feet 0.188 inches 3.30 inches3 4.25 feet above grade 40.0 ksi 10.6 ksi (See attached Table 2-19W) Fixture / Accessory EPA (f) Height (feet) Fixture 1.33 17.375 Arm N/A N/A Accessory #1 Project Name Harbour Ridge, Palm City, FL Date 2/9/19 Page Number 2 of 10 Calculation of Wind Loads Velocity Pressure, qz = 0.00256 Kz Kzt Kd V2 (equation 29.3-1) Design Wind Load, F = qZ G Cf Af (equation 29.5-1) Height Base V U= G Cr d h (ft) � F (Ibs) Above Moment (mph) (psf (in.) (ft) Base (in - z ft K: Ka Ke ft Id 10.75 0.85 1.0 1.0 170 62.89 0.85 1.2 5.0 10.75 4.48 287.31 5.375 18.53 15.75 0.90 1.0 1.0 170 66.59 0.85 1.2 5.0 5.0 2.08 141.49 13.25 22.50 Fixture 0.91 1.0 1.0 170 67.55 0.85 1.33 76.36 17.375 15.92 Totals 505.17 56.95 Calculation of Bending Stress at Bottom of Upper Shaft fb=M/S M = 56.95 (0.6) = 34.17 in -kip fb = 34.17 in -lip / 3.3 inches3 =10.4 ksi Fb =10.6 ksi > 10.4 ksi therefore OK Lightpole Data - Decorative Base Pole Manufacturer Part Number Cross -Sectional Shape Geometry Pole Material Diameter at top Diameter at bottom Height Wall Thickness Section Modulus, S Pole Base Elevation, Above Grade Base Plate Data Base Material Diameter or Side Dimension Architectural Area Lighting DB25F20-188-PTF-DB-ABT round tapered Cast Aluminum 6.0 inches 20.0 inches 4.25 feet N/A N/A 0.0 feet above grade Cast Aluminum 20.0 inches Project Name Date Page Number Anchor Bolt Data Harbour Ridge, Palm City, FL 219/19 3of10 Bolt Specification ASTM A-36 Bolt Diameter 0.75 inches Bolt Length 24.0 inches Bolt Circle Diameter 16.0 inches Yield Strength, Fy 36.0 ksi Allowable Bolt Tension 8.4 kips Light Fixture and Accessory Data Fixture / Accessory EPA (ft2) Height (feet) Fixture 1.33 21.625 Arm N/A N/A Accessory #1 (shaft) 5.375 9.625 Accessory #2 (shaft) 2.5 17.5 Calculation of Wind Loads Velocity Pressure, qz = 0.00256 Kz Ku Kd V2 Design Wind Load, F = qz G Cf Ar (equation 29.3-1) (equation 29.5-1) z ft Kz Kau Ke V (mph) qz (pso G Cr di (in.) I d2 (in.) h (ft) At (ft) F (Ibs) Height Above Base (ft Base Moment (in - kips) 4.25 0.85 1.0 1.0 170 62.89 0.85 1.2 20.0 6.0 4.25 4.60 295.33 2.125 7.53 Fixture 0.91 1.0 1.0 170 67.55 0.85 1 1.33 76.36 21.625 19.82 Acc #1 0.85 1.0 1.0 170 62.89 0.85 5.38 287.31 9.625 33.18 Acc #2 10.901 1.0 1.0 1 170 66.59 0.85 12.50 141.49 17.50 29.71 Totals 1 800.50 90.25 Project Name Harbour Ridge, Palm City, FL Date 2/9/19 Page Number 4 of 10 Calculation of Tension in Anchor Bolts Pole diameter at bottom of pole = 20.0 inches Distance between anchor bolts =16.0 (0.75) / (2)12 = 8.5 inches M = 90.25 (0.6) = 54.15 in -kips Bolt Tension = 54.15 in -kip / (8.5 inches) = 6.4 kips / bolt Allowable Bolt Tension = 8.4 kips > 6.4 kips therefore OK Shear force per bolt = 800.5 lbs (0.6) / 3 =160.0 lbs per bolt Shear in bolt is negligible by observation Check Embedment of Anchor Bolts For plain rods, u = 4.75 X 10"32 (f)'2 / D Assume f c = 3000 psi u = 4.75 X 102 (3.0 ksi)12 / 0.75 inches = 0.347 ksi Required L = T / u (7TD) = 6.4 kips / 0.347 ksi (?T) (0.75 inches) = 7.8 inches Minimum L =12D = 9" Bolt projection above concrete = 4 inches Embedment = 24 inches — 4 inches = 20.0 inches > 9.0 inches therefore OK Project Name Harbour Ridge, Palm City, FL Date 219/19 Page Number 5 of 10 Calculation of Direct Burial Depth for Pole Shaft Calculations based on FBC 2017, Chapter 18 Total Load (P) = 800.5 (0.6) = 480.31bs Base Moment (M) = 90.25 (0.6) = 54.15 in -kips Height of Resultant Load (h) = M/P = 54.15 / 0.4803 =112.7 in. = 9.4 ft Footing dimension (b) = 24.0 inches = 2.0 ft Assumed Burial Depth (d) = 6.0 ft Allowable Lateral Soil -Bearing Pressure (SI) =150 psf/ft (6.0 ft) / 3 = 300 psf (Based on Sandy Soil Profile) A = 2.34P / Sib = 2.34(480.3)/300(2.0) =1.873 lb/ft d = A/2{1+[l+(4.36h/A)]12} d=1.873/2{1+[l+(4.36•9.4/l.873)]12} = 5.42 ft assumed d = 6.0 ft > 5.42 ft therefore say OK Provide concrete footing 24" diameter x 6'-0" deep by United Concrete Products, LLC. Refer to attached drawing by United Concrete Products for reinforcing and concrete specifications. mi w 2"OPVC SCH'D 40 CAST IN F BOLT PROJ. 3Y2" 6 '-0 is NOTE: IS USED TO SUPPORT B I I P.I W. I BOLT STIR. CIRCLE LPB— LPB— LPB— LPB— i/4" 0 PVC SCH'D 40 Fr3MB--- ;ROUNDCHASE LP B— LPB- 3/4" CHAMFER & LPB— CLASS 'A' FINISH LPB— ON EXPOSED SURFACES 1" X 46" HOG ANCHOR BOLTS BY CUSTOMER HOOPS ® 12"O/C W/ 8-#7 BARS VERT EQUALLY SPACED LIGHT POLE BASES. R IS THE ENGD AN BE SUPPORTED BY T9S BASE 24"0 POLE BASE JOB No. DWG No. TYP. ALL Pale 7 yr ld Table 2-1 SW ALLOWABLE STRESSES FOR BUILDING -TYPE STRUCTURES (WELDED) Allowable Stresses Fln (k4n-) section FM 6061-T6,T6510,T6511 All Products (See note) Axial Tension F,r=15khrV E=10,100krinr axial tension stress on net D2b 12.3 F„=15 k1m2 kr =1 effective area F„ = 24 k/rn2 axial tension stress on gross D.2a 9.1 area Flexure elements in uniform stress F.8.1.1 elements in flexure F.8.1.2, F.4.1 roundtubes F.6.1 rods F.7 Bearing bolts or rivets on holes J.3.7a, J.4.7 bolts on slots, pins on holes, J.3.7b, J.7 flat surfaces Tension Compression 9.1 see B.5.4.1 thru B.5.4.5 and E.4.2 Note: 11.8 11.8 see also F4.2 Welded with 5183, 5356, or 5556, ';I0.6 96' see also F.6.2 or Welded with 4043, 5564, or 5654 11.8 11.8 and s0375"thick 24.6 16.4 Slenderness Fln for FK2 for F/Sb for S Ss& S, S,<S<S, S. Sa% all shapes member budding E.3 kUr 8.7-0.043S 133 51,352/S2 Flexural Compression open shapes lateral -torsional F.2.1 LAr„ch19 102-0.043S 160 86,996/S2 budding dosed shapes lateral -torsional F.3.1 2L6Sd(Cb(IA=) 10.2- 0.082 Sw 6943 23,599 /S budding rectangular bars lateral -torsional F.4.2 (d/t)(Lb/(Ced))m 16.0-0230S 46 11,420/S2 buckling round tubes local budding F.62 Rblt 17.7-0.9336w 121 11.8-0.398S12 390 3,776/[S(1+Sw/.W9 Elementniform Compression flat elements supported on B.5.4.1 b/t 9.1 9.0 12.0 - 0.327 S 25 P-417 /S' one edge in columns whose budding axis is not an axis of symmetry flat elements supported on BS.4.1 b/t 9.1 9.0 12.0-0.327 S 18.4 111 /S one edge in all other columns and all beams flat elements supported on 8.5.4.2 bit 9.1 282 12.0 - 0.105 S 58 346 /S both edges flat elements supported on 8.5.4.4 9.1 21.8 102-0.051 S 133 60,414/S2 both edges and with an intermediate stiffener curved elements supported 8.5.4.5 Rb/f 9.1 46A 11.8-0.30 Si4 390 3,776QS(1+Sw/35)9 on both edges flat elements-ahernate 8.5.4.6 9.1 45.1 12.0-0.066S 92 554/S method Elements --Flexural Compression flat elements supported on 8.5.5.1 bit 11.8 642 16.0 - 0.065 S 123 982 /S both edges flat elements supported on 8.5.5.2 b/t 11.8 11.9 16.0-0.350 S 30 4,932/6- tension edge, compression edge free flat elements supported on 13S.5.3 bk 11.8 143.8 16.0 - 0.029 S 275 2" /S both edges and with a longitudinal stiffener flat elements,altemate B.5.5.4 X� 11.8 41.7 16.0-0.0100S 80 638/S method Elements -Shear flat elements supported on G2 bit 5.5 47.5 7.3-0.038 S 126 38,665 /S2 both edges VI-52 January 2010 60 Harbour Ridge 13132 - Decorative Pole I TYPE 5- ROUND (RD) & FLUTED (FL) DECORATIVE BASE 1. BASE I 2 POLE 1. BASE 2.POLE 3. OAH 3. DAH 1 4. COLOR MAXIMUM ALLOWABLE EPA (MPH) SHAFT WT a5 90 lap 110 120 130 140 150 DB2 51312-188 12' (3.7m) 5' RD x.188' 116 32.3 285 22.7 18.6 15.5 13.1 11.2 9.6 D82 6RWI88 14'(4.3m) 5' RD x ASS* 116 323 28.5 22-7 18.6 15.5 13.1 112 9.6 D82 5R16-188 16 (4.9m) 5' RD x ASS' 123 27.3 23.9 19.0 15.5 12.8 10.8 9.2 79 DB2 6RIS-188 18'(5.6m) SRD x.188' 129 22.8 19.8 15.6 127 105 8.8 7.4 6A 082 6R20488 20'(6.2m) SRDx.188' 136 18.9 16.4 128 10.3 8.5 70 5.9 5.0 DB2 SR22-188 22'(6-8m) 5'RD x.188- 142 16.8 13.5 10.4 8.3 6.8 5.6 4.7 3.9 DB2 5R24-188 24'(74m) 5'R0x.188' 146 13.1 IIA 8.4 6.6 52 4.3 3.6 3.0 DB2 5R25-188 25'(7.7m) 5-RD x.188' 151 11.9 10.0 7.5 5.9 4.7 3.8 3.1 25 DB2 5R14-250 14'(4.3m) 5'RDx.250' 132 35.7 31.5 25.2 20.6 17.2 %5 12.4 10,7 DB2 5R76-250 16' (4.9m) 5' RD x.250' 140 30.5 26.8 21.3 17.4 14.5 12.2 10.4 9.0 D82 51118-250 18' (5.5m) S RD x.250' 150 25.8 22.5 17.8 145 12.0 10.1 8.6 7.3 D82 5R20-250 20' (6.2m) 5- RD x 250' 158 21.8 18.9 14.8 12.0 9.9 8.3 7.0 6.0 DB2 5R22-250 22'(6.8m) 5' RD x.250- 167 18.5 15.9 12.4 9.9 8.1 6.7 5.7 4.8 DB2 5132a250 24' (7.4m) 5' RD x.250' 176 15.7 13.4 10.3 82 6.6 5.5 4.6 3.8 13112 5R25-250 25 (7.7m) 5° RD x.250' 180 14.5 123 9.3 7.4 6.0 4.9 4.0 3.4 082 5FW188 14'(4.3m) 5'FLx.188' 116 21A 19.7 14.8 12-1 10.0 8.2 6.9 5.8 D92 SF16-188 16'(49m) S'FLx.188' 123 178 15.5 12-1 9.8 8.0 6.6 SA 4.5 D32 SFIB-188 18'(S.Sm) 5'FL x,188' 129 14.5 125 9.7 7.8 6.3_.51_4,1-3.3 D82; �!SF20-188 �20:(62ID).N`:A.x.18H'-s19H_11.8�.t0.OVSG=G.1-4.8-3:7-3.0�-2 DB2 5F22-188 22' (6.8m) 5' FL x.1B8' 142 9.4 7.9 5.8 4.6 3.9 26 2.0 1.4 DB2 5F24-18B 24' Q..4m) 5' FL x.188' 148 7.4 6.1 4.3 3.3 2.4 1.7 1.1 0.6 DB2 5F25488 25(77m) SFLxJ88' 151 6.6 52 3.6 27 1.9 1.2 0.7 0.3 Nm2:OwaflhtigN B mesured m faD alpWa. 2 COLOR Standard Coker 3. OPTIONS I ACCESSORIES WH aiec Mk ADS(i0itadlyla6loA°I�muywNSbrofptlAALam6 SL Blair aMpadlapmoWfur=Uztsfioa a4'odpa1e fie BLT A132 Bit AD36aaValunimunedap(er8¢1s1 mmMeaml arvmra DB DA8rons 57/2immOD.pale) DON DaIrGaan Fri I adhowa 4whmnYon0PO) TT Ti ZUR FS1 FwbyoMas) WDB IttamraedRaWar FS2f0aumeweadr=fhse)mlda hwbyo11C13) MOB Rroafmdafic PCRaowpmffiebYaWPhDWRaWbdOM lCEI0e VBU Veda81w Cali top. Sean4s0BempofNpolewdbdaresf hk sS l CRT Corn .sdsams. Roftefbyedmrs) MAL MYhAk hxm RBC(F45fffiienulvnraxpzafeaabmg imtgrelyaeldslm MG dam Gay bapWa lreJiResaNLSapDlaradGevasLreTlOo)mrec0aa inrludearlearin7el¢I wiring) AGN Aaigve6= LG uPVGay Premium Cater SHK filammek SPP SgandPeXer SFM Sealoanl WCP WrammAcwff RAL R44digifColm CUSTOM CusmmCOW ARCHITECTURAL AREA UGHRNG 16555 East Gale Ave. I Cityoflndustry I CA91745 P626.9685666 1 F626.369.2695 I vmur".nel Copyright02012I REV6.12 SPECIFICATIONS Base shag be cast aluminum #356 alloy, free of any porosity, fomign materials, or cosmetic fiffem. Base casting shag be heat treated to a T-6 condition, and of uri form wag thickness. with no warping or mold shifting. WARNINGS Caution must be emmised in the selection of a design wind speed wen the pole is M be installed in a special wind region (as indicated by the wind map) or in an was where wind speed is unpredictable. AAL recommends consulfing a local engineer when the pole is to be Installed in an area that may be subject to extreme weather and exposure. Poles installed an structures such as bwldngs and bridges may be subjected to vibration, oscillations, and other fatigue effects which are not covered by the AALwamurty.The use of banners or other appendages can severely affect the loading ofa pole. Nobanrrerorother appendage should be attached to an AAL pole unless approved by AAL. If the products are to be used on an existing foundation or, on other structures, the customer assumes ell responsibility for the structural integrity of the existing foundation, anchorage ar structures and all the consequences arising themfmm CAUTION Poles should never be erected Without the Imrgnawe installed Anchor bolls shag be hot dip galvanized steel. See galvanized hex nuts and gal washers, and a boll circle template shall be Provided- Anchor bolts for poles 14 feet high of less am Ste x 24' x 3'. Anchor bog for poles mom than 14 feet high are 1'x 36' x 4'. CERTIFICATION CerOfied UL 1598 in accordance with Article 410 of ANSUNFPA 70, National Electrical Cade. JOB TYPE MOTES III Ridge D132 - Decorative Pole I TYPE 5' ROUND (RD) & FLUTED (FL) DECORATIVE BASE DIMENSIONS m 0lwou ACCESS P. eonouv�vr ACCESS emMME mnoMviEw pNOIGlE9 PalEISIAYWe Down wRa�CCESaoovERGxow W1 ACCESS &OVER muatF Rx1ur�Mouxrwp aR�7anaR SMOMVow ARGIQl CWN /1IaEAUGH NG 16555Eas1Sale Ave. 1 GSryoflndwW 1 CA91745 P626.966.5666 I F626.969.2695 I wwwae1.0e1 Copynght®2012 1 REV6.12 121 Paia1: 0 tvicto Submitted by SEFL, Inc. Catalog Number. PROL-T3-56LED-4K-700-DB-SF- We: Job Name: G EFL Harbour Ridge I STND_MNT-VVIRED120-277V Notes. SEA INC.18-22W5 Providence® MicroCore-- Large Housing PROL I TYPE FEATURES • Reliable, unifarm, glare free illumination • 3000K, 4000K, 5000K CCT • LifeShieldTM thermal protection • Types 11, III, IV, V and custom • 0-10V dimming ready • 13 standard powder Coat finishes distributions- • integral surge suppression • Upgrade Kits SPECIFICATIONS 33.6'/599mm —1 . Diameter.23.6•/599mm I • Height: 38.95'/989irm • Weight: 471bs • 0—A l33, • IPRatin9:65 38.95/989mm / v 30001lmNnarms, lim any ORDERING INFORMATION MODEL 1 2 3 4 5 6 7 PRDL Light Engine CCT Drive Current Finish Options Controls Mounting 1. LIGHT ENGINE 4. FINISH (CONn 6. CONTROL T2-56LEO Type/I MAL MattaAlaminum PCA-C Rdffiblephdlt�Jl-ConteMarary T356LED TipeN MG Medmn Grey PCAT Ralaheblephahze0-TiatliOam! T456LED Type IV AGN AngqueGmer SCP Slasorconho/Nogmmndb/e" T5-56LE7 TipeV LG L91itfiey 7. MOUNTING TL56LED 45-Leftoulpuf TR-56LEO 45•Rightoulput Premium Color Standard conBgumOori slips over a5•D14 open SHK Stommct top pole ormey choose one. 2. COLOR TEMPERATURE SPP SalfandPepper 3K 30MKCCT, 70CRI SFM See= wall Mount Arm 4K 40WKCCT,70CR1 WCP Weaftwco➢➢er WMA55 WMA56 5K 5000KCCT, 70CR1 RAIL RAL 4drgltCofar Polo Mount An Adifilrontl COTS and 5Poammarroduama0c CUSTOM Custom Calar TRA55 SLA.1 amhe✓aaiWabymquetP 5. OPTIONS (may choose as noted) TRA56 SLAT-2 3. DRIVE CURRENT Finish Pter Moum 700 Ma A, 1328a1Lr SPK Baalrsimsptke PM1 PM2 PM3 450 4502A, 95W& BPS SIR&Pairdadhraw NOTE: 4. FINISH PFN Relal aWillacs Standard Color 4.g1(g8 may choose one UDL U!lMydPosedles r Poleaa�sorywiO/modonsemoranOdayfiphlphaM- WH Arctic White CLR Clalffiefens conholfvCallhmtr Tiitle24sodian 13Ucaepflanre BL aeY Farmmpfelaspsstreet andordednpinkmistioq visR T alfeBlatlr BLm HSS florseSrdeshidOfirType4 wneaaLneVproduet.UsrJaar_ooNra(pra)pamm�b(rV DS DaraBwtm Accessories may choose one : �drrarmnisslani�loolisrequimdWse{arelefy DON Dark Grew EPA-C Egress-ComemleaW canri0me aradjxtmynmMerofSCPsmdms TT AbIsem EPAT efiess-T2Nlioe/f r NmrompahNewiMPCA-CnarPCA-T WDB t9eafhe 8fosm Mountin0 may choose one MDB Blow metallic PT4 Post top filler for a4yf0ammpolo r Car fladory VBU Verde Blue PT23 Silas Over a23B'x4'Tenon CRT Cadet PT3 9sOvera3Y4'Tenon nruc r:Mmd—S -alI JOB 1776D Rowlantl Streetl CSryoF industry 1 CA 91748 1-776D VQ TYPE archtectina' P62& 968.6666 1 F626.36926951."Inat - Copyrighl®20M Jalyl8,26171:32PM NOTES I 1 I Submitted On: Dec 11, 2018 1/3 Index rage � y , SCANNED BY St. Lucie Count y LIGHTPOLE CALCULATIONS FOR HARBOUR RIDGE PALM CITY; FL FILE C®PY CLIENT: ELECTRICAL SUPPLIES, INC. POLE: ARCHITECTURAL. AREA LIGHTING DB25F20-188-PTF-DB-ABT FIXTURE: ARCHITECTURAL AREA LIGHTING PROL-T3-56LED Sheet Index: ST.LUCIE COUNTY PLAN REVIEW Page. 1— 4: Wind Loads and Lightpole Data BLDG: Page 5: Footing Calculation DA��J�, Page 6: Footing Detail ELLq� Page 7: Table 2-19W, Allowable Stresses (Aluminum) DATE: �V —t I Page 8 — 9: Pole Specification Sheets PLUMB: Page 10: Fixture Specifications DATE: MECH: DATE: Calculations prepared by: David B. Rogers, P.E. 5343 Park Place Circle Boca Raton, FL 33486 561-699-3776 David B. Rogers, P. Licensed Engineer; State of Florida 0\j1I111/I//// I\D B- Roc,' z��i O''v� Ns•''k'p /i * No 64981 13 STATE of {!�W V-1 N� �_o R I O... 1Z a Proiect Information Project Name Project Number 2019-015 Client ESI Date 2/9/19 Page Number 1 of 10 Engineer DBR Harbour Ridge, Palm City, FL Wind Design Parameters Governing Code Risk Category of Structure Ultimate Design Wind Speed, Vwt Nominal Design Wind Speed, Vasd Wind Directionality Factor, Kd Exposure Category Topographic Factor, Kzt Gust Effect Factor, G Net Pressure Coefficient, Cf Lightnole Data — Upper Shaft Pole Manufacturer PartNumber Cross -Sectional Shape Geometry Pole Material Diameter Pole Height Wall Thickness Section Modulus, S Pole Base Elevation, Above Grade Yield Strength, Fy Allowable Bending Stress, Fb Light Fixture and Accessory Data 11 (Table 1.5-1) 170 mph (Figure 26.5-1A) 132 mph 1.0 (Table 26.6-1) C (Section 26.7) 1.0 (Section 26.8) 0.85 (Section 26.9) 1.2 (Figure 29.5-1) Architectural Area Lighting DB25F20-188-PTF-DB-ABT round straight 6061-T6 Aluminum 5.0 inches 15.75 feet 0.188 inches 3.30 inches 4.25 feet above grade 40.0 ksi 10.6 ksi (See attached Table 2-19W) Fixture / Accessory EPA (i) Height (feet) Fixture 1.33 17.375 Arm N/A N/A Accessory Al Project Name Harbour Ridge, Palm City, FL Date 2/9/19 Page Number 2 of 10 Calculation of Wind Loads Velocity Pressure, qz = 0.00256 Kz Kt Kd V2 (equation 29.3-1) Design Wind Load, F = qz G Cf Af (equation 29.5-1) z ft K: Ku Ka V (mph) qz (pso G Cr d (in.) h (ft) a (ft) F (Ibs) Height Above Base ft Base Moment (in - Id s 10.75 0.85 1.0 1.0 170 62.89 0.85 1.2 5.0 10.75 4.48 287.31 5.375 18.53 15.75 0.90 1.0 1.0 170 66.59 0.85 1.2 5.0 5.0 2.08 141.49 13.25 22.50 Fixture 0.91 1.0 1.0 170 67.55 0.85 1.33 76.36 17.375 15.92 Totals 1 505.17 1 56.95 Calculation of Bending Stress at Bottom of Upper Shaft fb=M/S M = 56.95 (0.6) = 34.17 in -kip fb = 34.17 in -kip / 3.3 inches3 =10.4 ksi Fb =10.6 ksi > 10.4 ksi therefore OK Lightpole Data - Decorative Base Pole Manufacturer Part Number Cross -Sectional Shape Geometry Pole Material Diameter at top Diameter at bottom Height Wall Thickness Section Modulus, S Pole Base Elevation, Above Grade Base Plate Data Base Material Diameter or Side Dimension Architectural Area Lighting DB25F20-188-PTF-DB-ABT round tapered Cast Aluminum 6.0 inches 20.0 inches 4.25 feet N/A N/A 0.0 feet above grade Cast Aluminum 20.0 inches Project Name Date Page Number Anchor Bolt Data Harbour Ridge, Palm City, FL 2/9/19 3of10 Bolt Specification ASTM A-36 Bolt Diameter 0.75 inches Bolt Length 24.0 inches Bolt Circle Diameter 16.0 inches Yield Strength, Fy 36.0 ksi Allowable Bolt Tension 8.4 kips Light Fixture and Accessory Data Fixture / Accessory EPA (fO) Height (feet) Fixture 1.33 21.625 Arm N/A N/A Accessory #1 (shaft) 5.375 9.625 Accessory #2 (shaft) 2.5 17.5 Calculation of Wind Loads Velocity Pressure, qz = 0.00256 Kz Kzt Kd V2 Design Wind Load, F = qz G CfAf (equation 29.3-1) (equation 29.5-1) z ft K. Kt Kd V (mph) q� (psO G Cr di (in.) d2 (in.) h (ft) (ft) F (Ibs) Height Above Base ft Base Moment (in - Id s 4.25 0.85 1.0 1.0 170 62.69 0.85 1.2 20.0 6.0 4.25 4.60 295.33 2.125 7.53 Fixture 0.91 1.0 1.0 170 67.55 0.85 1 1.33 76.35 21.625 19.82 Acc#1 0.85 1.0 1.0 170 62.89 0.85 5.38 287.31 9.625 33.18 Acc #2 0.90 1 1.0 1.0 170 66.59 0.85 2.501 141.49 17.50 29.71 Totals 1 800.50 90.25 Project Name Harbour Ridge, Palm City, FL Date 2/9/19 Page Number 4 of 10 Calculation of Tension in Anchor Bolts Pole diameter at bottom of pole = 20.0 inches Distance between anchor bolts =16.0 (0.75) / (2)'n = 8.5 inches M = 90.25 (0.6) = 54.15 in -kips Bolt Tension = 54.15 in -kip / (8.5 inches) = 6.4 kips / bolt Allowable Bolt Tension = 8.4 kips > 6A kips therefore OK Shear force per bolt = 800.51bs (0.6) / 3 =160.0 lbs per bolt Shear in bolt is negligible by observation Check Embedment of Anchor Bolts For plain rods, u = 4.75 X 10-32 (f c)m / D Assume.f c = 3000 psi u = 4.75 X 10-32 (3.0 ksi)12 / 0.75 inches = 0.347 ksi Required L = T / u (7TD) = 6.4 kips / 0.347 ksi (a) (0.75 inches) = 7.8 inches Minimum L =12D = 9" Bolt projection above concrete = 4 inches Embedment = 24 inches —4 inches = 20.0 inches > 9.0 inches therefore OK Project Name Harbour Ridge, Palm City, FL Date 219/19 Page Number 5 of 10 Calculation of Direct Burial Denth for Pole Shaft Calculations based on FBC 2017, Chapter 18 Total Load (P) = 800.5 (0.6) = 480.31bs Base Moment (M) = 90.25 (0.6) = 54.15 in -kips Height of Resultant Load (h) = M/P = 54.15 / 0.4803 =112.7 in. = 9.4 ft Footing dimension (b) = 24.0 inches = 2.0 ft Assumed Burial Depth (d) = 6.0 ft Allowable Lateral Soil -Bearing Pressure (Si) =150 psf/ft (6.0 ft) / 3 = 300 psf (Based on Sandy Soil Profile) A = 2.34P / Sib = 234(480.3)/300(2.0)=1.8131b/ft d = A/2{ 1+[l+(4.36h/A)]"2) d=1.873/2{1+[l+(4.36*9.4/1.873)]121= 5.42 ft assumed d = 6.0 ft > 5.42 ft therefore say OK Provide concrete footing 24" diameter s 6'-0" deep by United Concrete Products, LLC. Refer to attached drawing by United Concrete Products for reinforcing and concrete specifications. & O -ta REBAR W.W. MESH NOTES:. _ C.Y. WLi fba EIGHT GRADE 60 W=65. D=70 CONCRETE 4,000 PSI ® 28 DAYS P. W. STIR. 2500.50 _ _ .. _. " REDLINE BOLT STR.# POUR POUR- PDOUT CIRCLE LPB— LPB- 2" OPVC SCH'D 40 CAST IN / BOLT PROJ. 3Y2" NOTE: THIS STRUCTURE IS USED TO RESPONSIBILITY TO DETERMINE B JJOB NAME: CUSTOMER: LPB- 1/4" 0 PVC SCH'D 40 LPB— ;ROUND CHASE Lp8— LPB— LPB- 3/4" CHAMFER & U'B— CLASS 'A' FINISH LPB— ON EXPOSED SURFACE 1" X 46" HOG ANCHOR BOLTS BY CUSTOMER #4 HOOPS ® 12"0/C W/ 8—#7 BARS VERT EQUALLY SPACED LIGHT POLE BASES. IT IS THE AN BE SUPPORTED BY THIS a 24"0 POLE BASE DWG No. SHEET TYP. ALL Pie 7vic10 Table 2-19W ALLOWABLE STRESSES FOR BUILDING -TYPE STRUCTURES (WELDED) Allowable Stresses F10 (kfln2) Section F/.Q 6061-T6,T6510,T6511 All Products (See note) Axial Tension - F,r=15 kIM2 E=10,100 krirR axial tension stress on net D.2b 12.3 Fe.=15 kln2 k,=1 effective area F„ = 24 k1in2 axial tension stress on gross D.2a 9.1 area Flexure Tension Compression elements in uniform stress F.8.1.1 9.1 see BS.4.1 thru B.5.4.5 and E.4.2 Note. elements in flexure F.8.1.2, F4.1 11.8 11.8 see also F.4.2 Welded with 5183, 6356, or 5556, hd tubes F6.7 lgk 94 see also F.6.2 or Welded with 4043, 5554, or 5654 rods F.7 11.8 11.8 and _--0.375"thick Beadna bolls or rivets on holes J.3.7a, J.4.7 24.6 bolts on slots, pins on hales, J.3.7b, J.7 16.4 flat surfaces Slenderness FIR for Fill for FM for e.,.r S SSS1 S, S1<S<S2 S, S?% all shapes member budding E.3 kUr 8.7- 0.043 S 133 51,352 /S2 Flexural Compression open shapes lateral- torsional F.2.1 Lbl(r„cbm) 102- 0.043 S 160 86,996 /S' budding dosed shapes lateral -torsional F.3.1 2LbSd(Cb(1y412) 10.2-0.082 S10 6943 23,599/S buckling rectangular ban: lateral -torsional F.4.2 (d1t)(Ld(Cbd))12 16.0-0.230S 46 11,420/S2 buckling round tubes local buckling F.62 Rblt 17.7-0.9336w 121 11.8-0.3NSm 390 3,776QS(1+S-PJ5)q Elemeniform Cgm�ression flat elements supported on B.5.4.1 bit 9.1 9.0 12.0 -0.327 S 25 2,417 /S' one edge in columns whose budding axis is not an axis of symmetry flat elements supported an B.5.4.1 bit 9.1 9.0 12.0 - 0.327 S 18.4 111 1S one edge in all other columns and all beams flat elements supported on B.5.42 bit 9.1 282 12.0 - 0.105 S 58 346 /S both edges flat elements supported on B.5.4.4 76 9.1 21.8 102 - 0.051 S 133 60,414 /S2 both edges and with an intermediate stiffener curved elements supported BS.4.5 Rbft 9.1 46.4 11.8-0.M66 390 3,7764S(1+Sm35)q on both edges flat elements alternate 8.5.4.6 7,w 9.1 45.1 12.0-0.065S 92 5541S method Elements -Flexural Compression flat elements supported on 8.5.5.1 b/t 11.8 642 16.0-0.065 S 123 982/S both edges flat elements supported on BS.5.2 bit 11.8 11.9 16.0-0.350 S 30 4,9321W tension edge, compression edge free flat elements supported on 8.5.5.3 bft 11.8 143.8 16.0 - 0.029 S 275 2,201 /S both edges and with a longitudinal stiffener flat elements -alternate 8.5.5.4 aw 11.6 41.7 16.0-0.0100S 80 6381S method Elements hear flat elements supported on G2 Wit SS 47.5 7.3 - 0.038 S 126 38,665 /Sz both edges VI-52 January 2010 ©40 Ridge Notes: DB2 - Decorative Pole I TYPE 5- ROUND (RD) & FLUTED (FL) DECORATIVE BASE 1. BASE 1 2 POLE I 3.OAH i 4. COLOR MAXIMUM ALLOWABLE EPA (MPH) 1. BASE 2. POLE S. 0AN SHAFT WT a5 90 ion 110 120 130 140 Ian DB2 SR12-188 12'(3.7m) 5"RD x.188' 116 32.3 28.5 227 18.6 15.5 13.1 11.2 9.6 D82 5914-188 14' (4.3m) 5' RD x J88' 116 323 28.5 227 18.6 15.5 13.1 11.2 9.6 D82 SR16488 16'(4.9m) 5'RD x JBB* 123 27.3 23.9 19.0 15.5 12.8 10.8 9.2 7.9 DB2 5RIB-188 18'(5.5 S'RDxJaB' 129 22.8 19.8 15.6 1Z7 10.5 8.8 7.4 6.4 D82 SR20-188 20'(6.2m) 5'RD x JOB' 136 18.9 16.4 12.8 10.3 8.5 To 5.9 5.0 D82 SR22-108 2T 6.8m 5'RD x JOB' 142 15.8 13S 10.4 8.3 6.8 5.6 4.7 3.9 D02 5R2a188 24'(74ml TRD. JS8" 148 13.1 11.1 8.4 6.6 5.3 4.3 3.6 3.0 DB2 5R25-188 26(7.7m) 5'RD x.188' 151 11.9 10.0 75 5.9 4.7 3.8 3.1 Z5 D82 5R14-250 14' (4.3m) 5' RD x.250' 132 35.7 31.5 25.2 20.6 17.2 14.5 12.4 10.7 DB2 5R76-250 16'(4.9m) S'RD x.250" 140 30.5 26.8 21.3 17.4 14.5 12.2 10A 9.0 DB2 61118-250 18' (S.Sm) S' RD x.250- 150 25.8 225 17-8 14.5 120 10.1 8.6 7.3 082 51`120-250 20' (62m) 5' RD x 250' 158 21.8 18.9 14.8 12.0 9.9 8.3 70 6.0 DB2 5R22-250 2T (6.8m) 5' RD x.250' 167 18.5 15.9 12.4 9.9 8.1 6.7 5.7 4.8 DB2 BR24-250 2N (7.4m) 5' RD x.250' 176 15.7 13.4 10.3 82 6.6 5.5 4.5 3.8 DB2 5R25-250 2T (7.7m) SRD x.250' 180 14.6 123 9.3 74 6.0 4.9 4.0 3.4 DB2 5F14-188 14'(4.3m) U'FLx.188' 116 21A 18.7 14.8 121 10.0 8.2 6.9 5.8 D92 SF76-188 16'(4.9m) S' FL x Ass' 123 17.8 15.5 12.1 9.8 8.0 6.6 5.4 4.5 DB2 5F18-188 18'(5.Sm)_ _5_FL x-188' 129 14.5 12.5 9.7 Ell 6.3 5.1 4.1 3.3 DB2... _SM-188-^ell-(G2m) DB2 5F22-188 2Z(6.8m) 5'FLx.188" 142 9.4 7.9 5.8 4.6 3.9 26 2D 1.4 DB2 SF24-188 24' .4m T R x J88' 148 7.4 6.1 4.3 3.3 Z4 1.7 1.1 0.6 DB2 SF25-188 25'(77m) 5'Rx.188' 151 6.6 5.2 3.6 27 1.9 1.2 0.7 0.3 Nela'Ota2flleigfpLsrna4wrmro ropaf�la 2. COLOR Standard Color 3. OPTIONS! ACCESSORIES WH Arctic lame AD5(l0isadryaBN�rA�anhra111slarsftNAALaa1s BL Blaf aadpstlopmostlfrrannllatsdpm41a4'odpde The BLT f.0mBact AOSr}amslaMtdmpaafap�falslipslmoNeamormra DB DatBrmtm 5'112071,0OQPale) DGN DarkG= FH (F)dghoARt Spm7yirca6pnmpo!eJ TT 7d vm FS1 /Single urafavprmlhaefWdet Fieehyoge¢J WDB YA2fieredBrmm FS2(DouVexPagtapmdlW1m1tlx Rusehyolll5&) MOB &arm!mablls PCR amproffle I*Lllackplabtzil MVWR WA)CWP* VBU yadaBhe apOp. Smueslodle top ofdtepo!emdaOhio ffiin!ttsSW CRT Co&fl Sdsoews.RmNmflbymers) MAL M@MAbf*vm ReC/Ca#elwruapn WOrJehafthall" WIMto MG Madm tiny fepote. hdd,desa AEC AVmWdam, nea1!t orsofAmas Oaa offfACIVIRa MMPMb ff Walter Kim*) AGN AnggueGron LG Lwarvy Premium Color SHK S1em0d; SPP SellaxlPWw SFM Safsam WCP WedjecdCopper RAIL 1144d900ofa CUSTOM custom carer ARCHITECTURAL AREA UGHIING I 16555 Fas[Gale Ave. City oflntlusby I CA 91745 P626.968.5666 1 1`626.369.2695 1 www.aaLnel Copydght®2012I REV6.12 SPECIFICATIONS Base shall be east alumemm 0356 alloy, free of any porosity, foreign materials, or cosmetic fillers. Base casting shall be heat treated to a T41 condition, and of uniform wag thickness. with no camping or mold shaffing. WARNINGS Caution mug be exercised in the selection of a design word speed when the Pole is to be installed in a special wind region (as indicated by the wind map) or In an area where wind speed is unpredictable. AAL recommends consulting a local engineer when the pole is to be Installed in an area that may be subject to extreme weather and exposure. Poles installed on structures such as buildings and bridges may be subjected to vibration, osnllations, and other fatigue effects which are not covered by the AAL werrenly.The use of banners or other appendages can severely agecttheload'mgofapae. Nobannercrother appendage should ba m ached to an AAL polo umess approved by AAL If toe produces are to be used an an existing foundation a on other structures, the customer assumes ell responsibility for the structural integrity of the existing foundation, anchorage a structures and all the consequences arising therefmm. CAUTION Pollan; should never be emoted without the lurmnairainstalled Anchor bolls shall be hot dip galvanized steel. Six galvanized hex nuts and gal washers, and a bolt circle template shag be provided. Anchor bolts for poles 14 feet high or less are 3/4' x 24' x 3-. Anchor bolt for poles mom than 14 feet high are 1'x 36' x 4. CERTIFICATION Codified UL 1598 in accordance with Article 410 of ANSIINFPA 70. Natonal Electrical Code. JOB TYPE NOTES 111 Harbour Ridge DB2 — Decorative Pole I TYPE S' ROUND (RD) & FLUTED (FL) DECORATIVE BASE DIMENSIONS onerns 1 s• Nm L pMMEWOtvN at ales' e0.icwt Iwow ACCESS COVBi P. eormxv¢Lv rvmirmEs Fats s urwa oowrt WIIIr OLCE19Cavee PKWetnq COS eD1TOmmt (emiuiss rots a urwo oovlx WIn111LCF55 COVER FACWa Iro1 BOIIOm V (nm� POLE 6 rAYe1O oOV.N ARCMTEG7UFULLnr+en UGN NG 1665SEastGale Ave. I Cityollndutry I CA91745 P626.966.6666 I F626.369.2696 1 w .aal.net Copyright 0 2012 1 REV 6.12 1 2 1 to Ridge Providence® MicroCore""— Large Housing PROL ' TYPE FEATURES • Reliable, uniform, glare free illumination • 3000K, 4000K, 5000K CCT • L1feShielc[Tm thermal protection • Types It. III, IV, V and custom • 0-10V dimming ready • 13 standard powder coat finishes distributions` • Integral surge suppression • Upgrade Kits SPECIFICATIONS 23.6'/59gmm • Diameter.23.6'/599mm • Height: 38.95"47lbs / 989 min • Weight: 47lbs 38.951989mi ORDERING INFORMATION IP Rating: 65 sk's CCU 30n0arty c Ts Dory MODEL 1 2 3 4 5 6 7 Light Engine CCT Drive Current Finish Options Controls Mounting 1. LIGHT ENGINE 1 4. FINISH (CONT) T2-56LED -Type If MAL MageAlgminam T3-56LED Type Of MG Medean Grey T4-56LED Type IV AGN Anlfque Green T5-56LED Too LG Light Gay TL-56LED 45°Lekoup7ut TR-56LED 45°Right0*14 Premium Color SHK Sfwnrork 2. COLOR TEMPERATURE SPP Siftand Riper 3K 30WKCCT, 70CRI SFM Seallum 4K 40WKCCT,70CB1 WCP WeaOsadCopper 5K 5000KCCT 70CRI RAL RAL 4digit Color Additional CCPsad560=m flodunmVic CUSTOM Custom Color anberavailablebyrequad' S. OPTIONS (may choose as noted) 3. DRIVE CURRENT Finish 700 70W 132ran SPK DX0121veSPila 450 45anq 95win BPS S6rtrAniNedbratts 4. FINISH PFN Ane/p7ialedb2ts Standard Color DAica may choose one WH Arctic WAO LDL Lig*d8wdkm BL Black CLR Cleargalleas BLT Made area HSS RaaeSideshiddlhrTyte4 DB OarkBrorvv Accessorfesmaychooseone DGN Oak6ren EPA-C fgrets-Contnnparay' TT limnium EPAT Egress-TratiOamlp WDB wealhdedBmnm Mounting may choose one MOB Blowm1fic PT4 Post hlpbferfare 4%100,=pole VBU Verde810 PT23 Slips Over a23/8'x4' Tenon CRT Conan PT3 Slips Over a3k4'Team 6. CONTROL PCA-C RbtalablephatazlpCantempdray PCAT Rotalablephobacall-iiatlilloml SCP SaamConhodPragra7arebte12 7. MOUNTING Slandardconfigumbon slips overa 5'DI4-open top pole ormaychoose one. Wag Mount Arm WMA55 WMA56 TRA55 SLAT TRA56 SLA1-2 Pier Mount PM1 PM2 PM3 NOTE'. r Patea iywi0rmohon raadd3yrioplmto- mnbollorCafdam/aTrde24Sadora i3b2awlslarnz Toroanpfekspxsh�tandaNaingirdommtion, vita atw�lnd/p'od'>rdsd ,.r,,, mrdaLP'omara'mblrJ ' HmydWdrnmmissiaingtoofistmkmdtoaVar&4, aWgure wad(ratarrymenberalSCPsmanrs ' Natmmpabb/ewdb PCA-CnorPCA-T ' CanuRtadory w ARCHITECiUFALAnFA u�HnNc _ 17760 Rowland Streetl LYlycf Industry l CA 91748 JOB awls tg I hting P62a968.56661 F626.3692695 I wwxealnst TYPE arealNOTES Copyright® 2014 July 18, 20171:32 Pla I 1 I