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Home My WebLink AboutEngineeringNAFCO INTERNATIONAL ALUMINUM CANTILEVERED LUMINAIRE SUPPORT STRUCTURE ANALYSIS ?as_ ''"o Speed mph Gust Effect Factor ........ oQOO�bslwo9avOvvvOo._..... 1.74 0 Alloy = opoo aAz Q1, 6083-T �O� °000000000° �p� PIPE 4x1iB Shaft �englh _ _. o _. oo°� e ��'oo . �$..... _............ 12.00 ft h A G dT Base of Shaft= "° o --...... 0.00 ft Helg t bTo roup oO;f�1�5 ft' EPA, Ib Fixture Mounting Height= ............. ... .. _g ....__ g..... g ... ..... 12.00 Fixture Total Effective Projected Area=. �Q ° -•'"'o' --.... ... 1.50_ Fixture Total Weight=..... ......._.. '_. "o .. �� .o .__. _. 7800 Concentm: Fixture = ,00 ° o - Eq. 6-3 No Fixture Width = ................. "°° kill Fbc 12.00 Vibration Dampener Installed = fa lost No Eq. 6-7 list Fso Eq. 6-7 BannerMounting Height = ....... _.............................. _.., .................... _.............. ............ .. 0.00 Banner Effective Projected Area = ..... ........_... _........... ... . _....................... 0.00 DesignLife= ....... ............ ....................... ...... _.,._.... ....._........._. ._........ I ......... .... 1 28 Importance Factor= ....... ................................ .... .D6Ug KMQ1�""',r..�^^. :............ .........Shaft 0.80 • �^� Fi#ure Banner DragCoefficient =..................................................... ............_..... ............... 1.10 1.00 1.70 Height And Exposure Factor= ..................................... ............... 0.88 0.86 0.86 Design Wind Pressure = ................................. ......... ......... .... ...,............................ 38.52 35.02 59.53 MomentQ Base =........................................................................................................... 19557.6 Moment(9 Hand Hole =.......................................... ......................................................... 16578.9 Torque@ Base =................ _.................................................................................. ........ 630.3 Shear@ Base= ......... .............. ,.................................................................................... 206.6 AxialLoad @ Base =.................. ....... .......................... ............................................... _... 102.1 Maximum Deflection (includes second order effects) _................................................ O.K 3.90 Sending Q Fob a base Bending tensile stress =............_............................................................... O.K. 11.979 O. K. 13.680 Allowable bending tensile stress •.................................I............................. 15.088 15.068 Bending compressive stress= ......... ....... ............................. _........ ......... _.. O.K. 11979 G.H.. 13880 Allowable bending compressive stress =....................................................... 15.068 15.068 Comoresaion Compressiveaxial stress= ......... ................................... ............................... __................. o tc. 0.067 Allowable compressive axial stress. ........ ....................... ..... .............................. ................ 1.050 Allowable compressive axial stress (fully braced) _......................................................... 12.879 Shy Bendingshear stress =..................................................................................................... 0, . 0.136 Torsional shear stress = ......_........................................................................................... C 0.201 Allowableshear stress =........ .... _..................................................................................... 8.940 Cambined Loading Amplificationfactor =........................................................................................................ O.:<. 0.9757 Combined stress ratio -.................................................................................................... 0.70 6/9/2020 V Figure 3-2 G 3.8.5 Lb it ft ZI ft' EPA, Ib Pr in b k Zb k° EPAb years Table 3-3 21.25 I, Table 3-2 Ca Table 3-6 K, Eq. C3-1 pat P, .6'Eq. 3-1 In -lb Ma IRI Ftr ir1-Ib Mx ksi ksi Far Pea In -Ib T„ nr Ib Vu ksi w It, P° 21.25 In <- 22" 11.9 53.55 ksi fb, 1.65 kill Fix Eq. 6-3 kill fm kill Fbc Eq. 6-13 kill fa lost F. Eq. 6-7 list Fso Eq. 6-7 kill fy kill IT. kill F. Eq. 6.21 Cr, Eq. 4-1 c= 1.00 Eq. 6-30 Shaft k4, n r in In in In in in' a In' Ib Ib in GeomeViCal o Rc t Ag AT Sig S. Ig re J Dp Db Rb Properties 0 19 0.125 1.52 12.57 1.43 1.38 2.86 1.37 5.71 21.5 5.8 1.931 Extrusion Alloy ksi Feu IRI Ftr flat F°r ksi Feu ksi ksi Far Pea kill Fbr nil nr n, ksi E ksi w Properties 25.5 21.25 21.25 16.15 11.9 53.55 34 1.95 1.65 1.2 10100 8 -Stress calculations per AASHTO "StanI3ro Specifications for Slludu it Supporta for Highway Signs, Luminalroe end Traffic Signals" 2009 edition wf 2011 Interim (LTS 5-12). Wmd calculations per ASCE "Minknum Design Loads for Buildings and Omer SboclurW 2010 edition (7-10). - Poles are precipitation heat-treated (artificially aged) after welding. - - Poles are of constant geometry along dre entire length (not tapered). - Fixtures are to he mounted normal to the face of rectangular poles. NAFCO INTERNATIONAL 6/9/2020 ALUMINUM CANTILEVERED LUMINAIRE. SUPPORT STRUCTURE ANALYST Shaft Geometrical in R. 1n Rv I In t mph V Figure 3-2 Gust Effect Fa . .. __. 1111_.Dapp9�8�g860pbpppp 1_111 _... 1.14 Ib Do G 3.8.5 3,a9 Ex.. r- Fati 1,0 �00��00 �� O o°o.° ° 4.0 PIPE84 1;8 0.125 1.52 12.57 Shaft Length ........ 1111.. ° e�(��i v ..� 2.88 12.00 ft Lo 5.8 Height Above Ground To Base of Shaft 0.00 ft d Fixture Mounting Height= . .......... go _, _.. , .g.._... _. 1111 12.00 ft zr Fixture Total Effective Projected Area=._.. 9. `.. ... ._'. .. �.........._.,.... ... ��... 1.50 ft EPA, Fixture Total Weight = ... _... _............. _1111. ° ........_......... v,.. ... .. .. 75.00 It Pr Concentric Fixture = v° p No Fixture Width 1111.. 1111._.__. ... o _.° °°v ... o ... �opppppObbb000170pOgo5sqgo�O� ............. 12.00 in b 'Jmratmn Dampener 6tstatii' - No Banner Mounting Height= . 1__111. __. 1111... 1111... _1111 ............_.... 0.00 ft =e Banner Effective Projected Area =1111....... ._11 ........ 1. ._. 1111 ........ _._. _.......... 0.00 ft' EPA, DesignLife= ................................... _........,.............. .....___..... 1111 _..........__._... 25 years Table 3-3 Importance Factor= ......... ......................... ....... ...DbUg Kant- -a :» - 0.80 1, Table 3-2 ^- Shaft Fixture Banner Drag Coefficient =..................................................... ................... ............... 1.10 1.00 1.70 Ca Table 3-6 Height And Exposure Factor 0. .................................... .11.1........1. 0.86 0.86 0.86 Kx Eq. C3-1 Design Wind Pressure=............._............................... ........................................ 36.52 35.02 59,53 1 P, .6 -Eq. 3-1 Moment@ Base=........................................................................................................... 19557.6 in -Ib Mu Moment@ Hand Hole =..... ........ .......................................................... I ...................... ..... 16578.9 In -b M. Torque C?o Base =- ................... ........ ................... ......... .................................................. 630.3 ir1-b T° Shear@ Base=.............................................................................................................. 206.6 b V° AxialLoad @ Base =....................................................................................................... 102.1 Ib P° Maximum Deflection (includes second order effects) _ .........................................4...... 3.90 in a= 22" Sendln4 Q hole @ base Bending tensile stress =............................................................................. O -h, 11.979 K. 13.680 ksi for Allowable bending tensile stress................................................................ 16.068 15.068 ksi F„ Eq. 6-3 Bending compressive stress =.................................................................... O.K. 11.979 K- 13.680 ksi fa Allowable bending compressive stress = .................................1111.................. 15.068 15.068 ksi Fa Eq. 6-13 Comoreasion Compressive axial stress =................................................................................................ O.K. 0.067 ksi f. Allowable compressive axial stress =.... ........................................... -....... ................... ,.--.... 1.050 ksi F. Eq. 6-7 Allowable compressive axial stress (fully braced) _................................................................ 12.879 ksi F. Eq, 6-7 Shear Bendingshear stress=..................................................................................................... 0, K. 0.136 ksi It. Torsionalshear stress=..............................................................................................1111. 0. K. 0.201 had fix Allowableshear stress =..............................................................................................1111. 8.940 ksi F. Eq. 6.21 Combined Loading Amplificationfactor =............................................................................................... I........ O -K- 0.9757 CA Eq. 4-1 Combined stress ratio =... ......... -................................ ....................................................... 0.70 <= 1.00 Eq. 6-30 Shaft Geometrical in R. 1n Rv I In t I In All In AT I in' SO In S, in Is in i h1 J Ib Do Ib D, in Rb 153.55 Propertied 4.0 1.9 0.125 1.52 12.57 1.43 1.38 2.88 1.37 5.71 21.5 5.8 1,9375 Extrusion Alloy Prope ksi I it Fts FH ksi F�. ksi ksi Fsu ksl Fe° ksi For ^° ^r ^. ksi E ksi w 25.5 1 29,25 1 21.25 1 16.15 1 11.9 153.55 1 34 1.95 1.85 1.2 10100 8 Stress oalwiations per AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals' 2008 edkbn w) 2011 interim (LTS 5.12). Wind calwlanons per ASCE "Minimum Oeslgn Loads for BuiWhgs and Other Stucturee' 2010 edition (7-10). Poles are precipitation heat-treated (arta laAy aged) after welding. Poles are of con slant geometry along Me entire length (not tapered). Fixtures are to be mounted normal to the face of rectangular poles. A oigct Name Pole Type Catalog t — Product Overview Pole Shaft - The pole shaft is extruded from seamless 6063-T6 aluminum. Pole Top - A removable top cap is provided for poles receiving drilling patterns for side -mount luminaire arm assemblies. Other pole top options include Tenon Top, Top Cap Only or Open Top which is typical when the pole top diameter matches the necessary slip -fit dimensions. Hand Hole - 2" x 4" oval hand hole and grounding provision are provided (dimensions are nominal). Cover and cover attachment hardware also included. Anchor Base & Cover- The anchor base is cast from 356 alloy aluminum and supplied with an aluminum two-piece base cover. The completed pole assembly is heat-treated to a T6 temper. Optional decorative base covers available as special order. Anchor Bolts - Anchor bolts conform to ASTM F1554 Grade 55 and are provided with two hex nuts and two flat washers. Bolts have an "L" bend on one end and are galvanized a minimum of 12" on the threaded end. Hardware -All structural fasteners are galvanized high strength carbon steel. All non-structural fasteners are galvanized or zinc -plated carbon steel or stainless steel. Finish - Finishes include anodized or painted. Please consult factory for special finishing colors and fixture matching options. When storing light poles outside, remove all protective wrapping immediately upon delivery to prevent finish damage. Design Criteria - Standard EPA (Effective Projected Area) and weight values are based on AASHTO Criteria (with 3 second gust factor) for side and top mounted fixtures only. Satisfactory performance of light poles is dependent upon the pole being properly attached to a supporting foundation of adequate design. Iigh poles PLUS.corn 308 N. Brooke St. 888-791-1463 Fond du Lac, WI 54935 quotest_allightpolesplus.com LightPolesPlus.com Tenon Top Pole Cap 0 Cross Sectior O Handhole eenahu@ Base Cover 0 Rev. V07232019 This specification brochure Is intended to serve as a general guide. Our products are commally being engineered and improved, and speci5cations are sublets to change without miles