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Home My WebLink AboutENGINEERING___ ®Mw ■ m1w PALMER engineering company PECGA LLC dba Palmer Engineering Company September 16, 2019 Ms. Joy Racines SageNet 10205 East 61st Street Tulsa, OK 74133 SCANNED BY St. Lucie County RECEIVED OCT 16 2019 ST. Lucie County, Permitting RE: 1.2M Antenna on Free Standing Pipe Mast and Concrete Pier Dollar General Store 05896 7180SUSHwy 1 Port Saint Lucie, FL 34952 PEC Project #: 19261 Dear Ms. Racines: Palmer Engineering Company has evaluated the use of a 1.2M antenna on a Free Standing Pipe Mast and Concrete Pier for the above referenced location. The loading criteria used for our evaluation is as follows: Code: 2017 Florida Building Code & ASCE 7-10 Ultimate Wind Speed: 150 mph (3-sec gust) ASO Wind Speed (Survival): 116 mph (3-sec gust) Risk Category: "I" Exposure Category: "Cn Maximum height to center of antenna: 8'-0" above ground surface Based on the above criteria, the mount shown on sheets S-1 and S-2 will safely support the 1.2M antenna. See enclosed sheets S-1 and S-2 for mast size and anchorage requirements. This is a site specific design. If you have any questions regarding this matter please Sincerely, Palmer Engineering Company FLORIDA COA No. 7331 D. Scott Boughton, P.E. FILE COPY Attachments: Drawings - 2 pages Calculations - 5 pages contact this offi `�SGO.... e0(��i �.TT `�O•.•�GEN G '•� .0. 0 9 59 0OF ' :.cum 06" 0 THIS DOCUMENT HAS SCANNED ARE NO www.pecga.com Atlanta Office 3585 Habersham at Northlake. Building N Tucker, Georgia 30084 o: (770) 908-9908/ f: (770) 908-9919 M=Amk I PALMER ��M engineering •IW Company u<aea ra= 3585 Habersham at Northlake, Tucker, Georgia 30084 P:(770) 908-9908 F:(770) 908-9919 www.pecga.com PROJECT DOLLAR STORE GENERAL 05896, PORT SAINT LUCIE, FL PROJECT NO. 19261 SHEET NO. S-1 OF 2 CALCULATED BY KDB DATE 09-16-19 FLORIDA COA No. 7331 1.2M ANTENNA C\ 21 STD. PIPE \\\ _ _ _ 77 (2.88 O.D.) MAST PIPE TRANSITION ADAPTER �\ In u_ O 4" STD. PIPE F- (4.50" O.D.) MAST M w x X TOP OF FOOTING E EL. +0'-3" ABOVE I?FINISH GRADE DoSLOPE FINISH GRADE o w ru U U Z U DRILL-!" DIA. HOLE THRU PIPE o u- 1 U AND INSERT Z' DIA. ALL -THREAD O ROD w/ NUTS EA. SIDE OF PIPE. x a ALL -THREAD ROD IS REQUIRED TO w PREVENT ROTATION DIAMETER OF CONCRETE aaaaan�u�iiii ANTENNA ELEVATION % C E N S GG��. s' O SCALE: N.T.S. S'_1 ®_ i� 9959 :0 it NOTES: 'F 0_ 1. SEE SHEET S-2 FOR GENERAL NOTES. OF : 1 Z 2. FIELD VERIFY ANTENNA DIRECTION. 14/ Q=' � ,�'.• �=tee \,�aa4�. ltddddltttttt4�' TN ISOOCOMENTNASBEENT Er SIGHIPON, SEALEDE. DONALD ON 16,2 S NDIO R A S ILE CANNEDFLORIDA P.E. No. , COPIES, FACSIMILES SCANNED IMAGES, COPIES, AN D A ARE NOT CONSIDERED SIGNED AND SEALED � PALMER �MN engineering 0 = 1W company PECW=dM Palmer gmaa,m, Umpar, 3585 Habersham at Northlake, Tucker, Georgia 30084 P:(770) 908-9908 F:(770) 908-9919 www.pecga.com FLORIDA COA No. 7331 GENERAL NOTES: PROJECT DOLLAR GENERAL STORE 05896, PORT SAINT LUCIE, FL PROJECT NO. 19261 SHEET NO. S-2 OF 2 CALCULATED BY KDB DATE 09-16-2019 1) CONTRACTOR SHALL PROVIDE ADEQUATE BRACING OR SHORING FOR ALL WORK DURING THE CONSTRUCTION PERIOD. 2) IF, AFTER EXCAVATION, THE CONDITION OF THE SOIL INDICATES A SAFE BEARING CAPACITY OF LESS THAN 2000 PSF OR OR A LATERAL PASSIVE SOIL BEARING CAPACITY OF LESS THAN 150 PSF PER FT., THE ENGINEER SHALL BE NOTIFIED AND THE FOUNDATION REVISED IF NECESSARY. 3) ALL CONCRETE SHALL BE NORMALWEIGHT (150 PCF) 2500 PSI COMPRESSIVE STRENGTH AT 28 DAYS. THE CONCRETE SLUMP SHALL BE 4" TO 6". 4) STRUCTURAL STEEL DETAILING, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE "MANUAL OF STEEL CONSTRUCTION' OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. 5) STRUCTURAL PIPE STEEL SHALL CONFORM TO ASTM A53 GRADE B. ALL OTHER STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 UNLESS NOTED OTHERWISE. 6) ALL -THREAD STEEL RODS SHALL BE Z" DIAMETER CONFORMING TO ASTM A307. 7) ALL WELDS SHALL BE MADE BY AN AWS CERTIFIED WELDER USING E70XX WELDING RODS. 8) THE ANTENNA MOUNT ILLUSTRATED ON THESE STRUCTURAL DRAWINGS HAS BEEN PREPARED IN ACCORDANCE WITH THE 2017 EDITION OF THE FLORIDA BUILDING CODE AND ASCE 7-10 BASED ON THE FOLLOWING LOAD CRITERIA. WIND LOAD ULTIMATE WIND SPEED 150 MPH (3-SECOND GUST) ASO WIND SPEED (SURVIVAL) 116 MPH (3-SECOND GUST) EXPOSURE CATEGORY C RISK CATEGORY I THESE DRAWINGS ARE FOR ONE ANTENNA ONLY TO BE INSTALLED AT DOLLAR GENERAL STORE 05896 ° 7180 S US HWY 1, PORT SAINT LUCIE, FLORIDA 34952 REUSE OF THIS DRAWING IN ANY FORM IS STRICTLY PROHIBITED WITHOUT THE WRITTEN APPROVAL OF PALMER ENGINEERING COMPANY PALMER Dollar Store General05896 09/12/19 ��■ engineering Port Saint Lucie, FL ■ company Dollar General Store 05896, Port Saint Lucie, FL Calculated By: KDB Checked By: MJ The following analysis for the antenna mountwas based on the loading criteria specified in the FBC 2017 and ASCE 7-10. 1.2 m antenna on free standino oioe mast and concrete pier Antenna and mount data d := 1.2•m Mast height (above ground) h := 8 -ft Antenna and mount weight Want 60•Ib Mast weight 4"stdpipe(4.5'od) Wmst:=10.8•plf Totalweight Wtot:= Want+ Wmst-h Antenna height (above grade) H = h 2 Antenna area At := �rd 4 Antenna shape factor Ct:= 1.2 Ultimate wind speed (risk category 1) V it := 150 •mph ASD wind speed (survival) Vasd Vuit'V O•6 .Wind speed (operational) Vo:= 50•mph Allowable rotation Ra := 0.15 -deg Wind load E)posure coefficient (e)posure C) a = 9.5 Z:= I15-ft if H <15•ft H otherwise 2 Kz := 2.01 - Z (zg*ft) VUmd pressure coefficients Kz := 10.7 if Kz < 0.7 KZ otherwise Kn = 1.0 Wtot = 146.4lb H=8ft At= 12.174ft2 G 0.85 Vasd = 116.19-mph Zg := 900 Z=15ft KZ 8?., j j' ®A% 1 of 5 MMP91r ER Dollar Store General 05896 09/12/19 company ��■�eenng Port Saint Lucie, FL ■ �� comp ASD velocity pressure ASD design wind load 2 qz:=0.00256-KzXzr-Kd'm hh) •psf qz = 24.937-psf \\ P VO 2 qzo 0.00256.Kz.Kn•Kd•(m h) •psf qzO=4.618-psf P Fw := gz•G-Cf•(Af + 0.5•ft•h) Fw = 411.387lb Fwo gzo•G•Cf (Af + 0.5•ft.h) Fwo = 76.183lb Seismicload E emptfrom Seismic Design perASC E7-10 Section 13.1 A Item 5. Mechanical and electrical components in Seismic Design CategoryA, Bor C provided thatthe component im portance factor, Ip, is equal to 1.0. Short period design spec response acc Sds:=0.052 1-sec period design spec response acc Sd1 := 0.043 Therefore, seismic design categoryA Component importance factor IP := 1.0 Check stem 2.5'std oioe (2.88" od) Yiel d stress Modulus of elasticity Shear modulus of elasticity Stem moment Allowable moment Load ratio Operational flexural rotation Operational torsional rotation 1:= 1.45-in4 Fy:= 35-ksi E 29000.ksi G:= 11000-ksi Mg:= Fw•1.5 ft Frz— Ma. � M 0.258 j Ma— ---I J 2.89•in4 Z 1.37-in3 Q := 1.67 Fw0.(1.5.ft)2 Rsf 2 E 1 Fwo.(0.2-d)-1.5•ft R5t G J MS = 617.08•ft•lb Rsf = 0.023•deg 2of5 �MfkIPALMER ccomPa�yn9 Check mast 4" std oioe (4 50" od) Mast moment Allowable moment Load ratio Operational flearal rotation Dollar Store General 05896 Port Saint Lucie, FL 09/12/19 1:=6.82-in 4 J 13.6-in4 Z:=4.05 -in 3 Mm FW-(h — 1.5•ft) + Ms Mm = 3291.096-ft-Ib Fy�Z Ma = Ma=7073.353-ft-Ib M i m � sM = 0i465 1 < 1.0 OK F�,o(h — 1.Sft)2 �F,"o 1.Sft�(h — 1.5•ft) Rmf + Rmf=0.098•deg 2•E•1 E 1 Operational torsional rotation Rmt:= F,o (0.2-d) .(h + 1 -ft— 1.5-ft) Rmt = 0.025-deg G•J Operational rotation Ro = (Rsf+ Rmf`2 + (Rst + Rmtf Ro= 0.125•deg R Deflection ratio I = 0.831 < 1.0 OK LRe __J 3of5 MMAMk PALMER Dollar Store General05896 �ME engineering Port Saint Lucie, FL ■ MMW company Embedment Program •Userinstructions: P = applied lateral force (lbs) H = effective height (ft) b = diameter of caisson (ft) p = allowable lateral soil bearing pressure per foot of depth (ps9ft) q = mabmum allowable lateral soil bearing pressure (psf) 1. Type in values ofP,H,b,p, and q 2. Values are automatically computed for embedment and M d(P,H,b, p, q) Fw P — Ib d< 1 a 0 while Id — el > 0.0001 P 1 �AF2.34- if d.p>_q q•b 3 P A F 2.34 • otherwise 1 \\ �3J•d•p•b a d l de Z•(1+ 1+4.36�H P = 411.387 H := h ft Pier diameter, ft b := 2.0 Lateral so] bearing pressure, psfperft p := 300 Soil bearing pressure, psf q = 2000 r 1.00-P. H + d(P,H,b,p,q)1 J 3 M 1000 H = 8 09/12/19 Embedment depth, ft ;d (P ; HAj9P M®3`°® ASD moment, ft-kip M = 3.83��A z 0 ® �*® .q•/y'.T Load ratio M.N.kip-0.542i <1.0OK 6� 4of5 M=Adk PALIyiER Dollar Store General05896 ��■ engineertng Port Saint Lucie, FL ■ company Embedment Proaram 'User Instructions: P = applied lateral force (lbs) H = effective height (ft) b = diameter of caisson (ft) p = allowable lateral sod bearing pressure per foot of depth (psf/ft) q = mazmum allowable lateral soil bearing pressure (psf) 1. Type in values of P,H,b,p, and q 2. Values are automatically computed for embedment and M d(P,H,b,p,q):= dF1 ef0 while Id — el > 0.01001 (A<-2.34• PJ if d-p>_q q•b 3 P A <— 2.34. 1 l otherwise �31•d•p b e<-d 1 d<--z (1+ 1+4.36•AJ Fwo h P:=— P=76.183 H =— Ib ft Pier diameter, ft b = 2 Lateral sod bearing pressure, psfper ft p := 150 Soil bearing pressure, psf q := 2000 r d(P,H,b,p,q)1 1.00�P� H + J M :_ 3 1000 Embedment depth, it ASD moment, ft-kip M ft kip� Load ratio �0.096 i 1 Ma I:tgt] M = 0.679 <1.00K 09/12/19 5of5