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HomeMy WebLinkAboutEngineering zM He Cop n d Ground Sleeve Spey, fications for �o a� Commercial Poles N 7"dia x 0.250"thk '°•_' Alum Flagpole(606146) ' 35''10"max height Sealant ©� I m a Collar RECEI'!`�p APR ? 17 2017 gr J 0 Ground Sleeve a�3 )hcE PLi9,ANd m;.L:PRGFOSED Wui, . N Sand- -- � - 5-.-9 Ir ARE SUBJECT TO ANY-ANY NN oT Concrete r REQUIRED BY MELD INSPECTORS THAT -�: I >t Wedges :' :.SAY.BE NECESSdAR�'€ RU TO n p� I Base .. ..,. . .. .. Plate 30".min -. 36" S A Groundset £ I FerraTex 0 4750 Magnum Drive Fort Pierce, FL 34981 a Install 35' Flagpole. Concrete footing. �T 945 o 52 e< tF MwCE T — off riTWU P rjN Jig' N nr m N o� 3 fD m Wo a� o� .o N S C C I u I" 7� N� II•r f r D_ •y o I A ! Cry y l mot. -n ' 33 mr o ®;O a in17 =Z > 01 m:Zlo = ,�-i--- ., . :� ,, ^�v ASCE 7-10 WIND LOADS: •Sign Height=15 ft max Solid freestanding sign at grade: 1200 N Federal Hwy,#200 Christian Langley S� " "• i ` P' •V=150 mph•Fxposure'C' •Kzt=1.0,Kd=0.85,G=0.85 •Cf=1.55(w/h ratio>_1/2) Boca Raton,FL 33432 Florida PE#67382 �a tl ` �{ =, •Risk Category 1 Structure •ASD Load Coeff=0.6 t 32.9 psf 1-888-371-3113 Cert of Auth# if t Itt ��\".• I °•°Noe. �: ! File Copy LOS eats easyseals.com I I RECEIVED APR '' J�7 DESIGN CALCULATIONS FOR i FERRATEX FREESTANDING FLAGPOLE 4750 Magnum Dr—Fort Pierce GENERAL NOTES: 1. Design is in accordance with the Florida Building Code 5th Edition(2014) for use within and outside the High Velocity Hurricane Zone(HVHZ). 2. Wind loads have been calculated per the requirements of ASCE 7-10 as shown herein,except where noted otherwise. 3. These engineering calculations pertain only to the structural integrity of Index: those systems, components,and/or other construction explicitly Pg i Cover specified herein and/or in accompanying engineering drawings. The existing host structure(if any)is assumed to be in good condition, I Pg 2 wind Loads capable of supporting the loaded system,subject to building department Pg 3 Footing Design approval. No warranty,either expressed or implied,is contained herein. Pg 4 Primary Support(s) 4. System-components shall be as noted herein. Allreferences to named components and installation shall conform to manufacturer's or industry specifications as summarized herein. " `t`Utrt�rrrrr, 5. Where site conditions deviate from those noted herein, revisions may be Engimi '�%gattat�IrQ 5144 seal valid required or a separate site-specific engineering evaluation performed. sE_ 6. Aluminum components in contact with steel or embedded in concrete shall be protected as prescribed in the 2010 Aluminum Design Manual, No. 6738 o Part 1-A. Steel components in.contact with,but not encased in,concrete PT shall be coated, painted,or otherwise protected against corrosion. r SlOF7: Engineer seal affixed hereto validates structural design as shown only. ®�® .r Use of this specification by contractor,et.AI,indemnifies and saves Chr15 aft y` Pam#67382 harmless this engineer for all costs&damages including legal fees& I '�. AL nnallata faac raciiltina frnm rlauintinn from this rlacian ElaSy SeMsrrrrriitC24t th#31124 I 1200 N Federal Hwy,#200 EQsv Seals..COm Page 1 Boca Raton,FL 33432 1 i �� (� CALCULATION! OR FREESTANDING SIGNS M��� easyseais.com ASCE 7-10 Design Wind Loads FREESTANDING SOLID SIGNS AND WALLS (AT GRADE) Building Specs I V= 150 mph Basic wind speed Risk Category 1 Structure Exposure C ASD Load Combo Coeff: 0.6 Calculations i a= 9.5 3-sec gust speed power law exponent Kd= 0.85 Directionality factor zg= 900, Nominal ht. of atmos. boundary layer Kzt= 1.0 Topographic factor G= 0.85 Cf= 1.55 Fore Coefficient i I ...Width/Height ratio >_0.5 150 mph UP "C" Monuments at grade W/Ht Ratio 5 0.5 i DESIGN SIGN WIND Y HEIGHT PRESSURES u qZ 15 ft ± 32.9 psf 0.85 24.9 18 ft ± 34.1 psf 0.88 25.9 ; 20 ft ± 34.9 psf 0.90 26.5 30 ft ± 38.0 psf 0.98 28.9 35 ft ± 39.3 psf 1.01 29.8 40 ft + 40.4 psf 1.04 30.7 45 ft + 41.4 psf 1.07 31.4 50 ft + 42.3 psf 1.09 32.1 55 ft + 43.2 psf 1.12 32.8 60 ft ± 44.0 psf 1.14 33.4 70 ft ± 45.4 psf 1.17 34.5 80 ft ± 46.7 psf 1.21 35.5 90 ft ± 47.9 psf 1.24 36.4 - -100ft- -49-.0 psf - - _- - 1.27- 37.2- 110 ft ± 50.0 psf 1.29 37.9 120 ft ± 50.9 psf 1.32 38.6 130 ft .- + 51.8 psf -- -1.34.- 39.3 140 ft ± 52.6 psf 1.36 39.9 150 ft ± 53.3 psf 1.38 40.5 175 ft ± 55.1 psf 1.42 41.8 200 ft ± 56.7 psf 1.46 43.0 250 ft ± 59.4 psf 1.53 45.1 I i Page 2 i _ I- i reEasySeaLs • CALCULATION��OR FREESTANDING SIGNS easyseals=m t Footing-Design for Freestanding Signs and FI!agpoles Structure Dimensions & Loading Design wind pressure: P= 39.3 psf Overturning Safety Factor: O= 1.5 ...'FBC 1807.2.3 Sign area 1: Al= 20.3 sq ft tributary area 1 for each footer(e.g.sign) Height of applied force above grade: h1= 17.5 ft ...height of area 1 centroid Sign area 2: A2= 0.0 sq ft :tributary area 2 for each Tooter(e.g.post) Height of applied force above grade: h2= 0.0 ft height of area 2 centroid Overturning Moment: Mn= P*(A1*h1+A2*h2) Mn= 14.0 kip-ft . Round Footing Diameter: B= 2.5 ft Footing depth: d= 5.75 ft Soil cover: ds= 0 ft i Superstructure weight: Dr= 200 lb Soil cover weight: Ds= 0 lb =100pcf*n*13^2/4*ds Footing weight: Df= 4234 lb ...=150pcf*n*B^2/4*d Total weight: D= 4434 lb =Dr+Ds+Df I Soil Strength ...FBC Tables 1806.2,1819.6 i Soil class: 4.Sand,silty sand, silty gravel Lateral bearing strength: Plat= 150 psf/ft Vertical bearing strength: Pbrg= 2000 psf I Check Lateral Soil Bearing Pressures (Empirical Method) ...FBC Sect 1807.3:2.1 Unconstrained (No rigid floor or pavement at ground surface) Allowable lateral soil bearing pressure at 1/3 depth: S1= 2*Plat*_(d+ds)/3 S1= 575 psf Total applied lateral load: Ptot= 0.80 kips Equiv ht of applied load: heq = 17.49 ft j As= 2.34*Ptot/.(S1*B) As= 1.3 ft dreq = As/2 * [ 1+V(1+4.36*heq/As)] dreq = 5.67 ft i dreq <d OK ,I I I I i Page 3 I .ON �. dsySea s • CALCUL/�TION!�OR FREESTANDING SIGNS eaWsealsmm ' ALUMINUM DESIGN MANUAL I Specifications for Aluminum Structures (Buildings) Design Check of 7"0 x 0.25" Aluminum Pipe Alloy: 6061� Temper: T6 Welded: N j � a SECTION PROPERTIES — — — I - d ` 7.000" Outer Diameter t 0.25" Thickness Ix 30.23 in^4 Moment of Inertia about axis parallel to flange t ly 30.23 in^4 Moment of Inertia about axis parallel to web Sc 8.64 in^3 Section modulus, compression side (about X-axis) rx 2.39 in Radius of gyration about centroidal axis parallel to flange ry 2.39 in Radius of gyration about centroidal axis parallel to web 1 60.47 in^4 Torsion constant A 5.30 in^2 Cross sectional area of member MATERIAL PROPERTIES Ftu 38 ksi Tensile ultimate strength Fty 35 ksi Tensile yield strength Fcy 35 ksi Compressive yield strength Fsu 24 ksi Shear ultimate strength E 10,100 ksi Compressive Modulus of Elasticity i ALLOWABLE STRESSES Fb= 22.71 ksi Allowable bending stress -Fac= 15.28 ksi-- Allowable axial stress,compression MEMBER LOADING Design wind pressure: P= 39.3 psf Sign area 1: A1= 20.3 sq ft ...tributary area 1 for each post(e.g.sign) Eccentricity of applied force: e1= 17.5 ft distance to! area 1 centroid ..Sign area-2: . . . . A2 = 0.0.._____sq ft__. ...tributary area 2 for each post(e.g.post) Eccentricity of applied force: e2 = 0.0 ft ...distance to area 2 centroid Bending Moments Mz 13.95 kip-ft Bending momemt developed in member Ma= 16.35 kip ft fb= 19.38-ksi - -- _.Bending stress developed in member Fb= 22.71 ksi Allowable bending stress of member fb< Fb OK I Page 4 I