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Home My WebLink AboutEngineering PALMER ��■ engineering. ■ ■ 1W company PECGA LLC dba Palmer Engineering Company March 22, 2021 Ms. Joy Racines SageNet 10205 East 61st Street Tulsa, OK 74133 RE: 1.2M Antenna on Free Standing Pipe Mast and Concrete Pier Dollar General Store 08736 3751 Virginia Avenue Fort Pierce, FL 34981 PEC Project #: 21099 . 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: 2020 Florida Building Code &ASCE 7-16 Ultimate Wind Speed: 160 mph (3-sec gust) ASD Wind Speed (Survival): 123 mph (3-sec gust) Risk Category: "I" Exposure Category: "C" 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 contact this office. Sincerely, IM Palmer Engineering Company �,l�Q CENSFAq��/� FLORIDA COA No. 7331 ` < No. 59718 STATE 0�� OR A Baku Patel, P.E. II1 President THIS DOCUMENT HAS BEEN WET SIGNED AND SEALED BY BAKULESH M.PATEL,FLORIDA P.E.No.59718ON MARCH 22,.2021. Attachments:Drawings - 2 pages SCANNED IMAGES,COPIES,AND/OR FACSIMILES ARE NOT CONSIDERED SIGNED AND SEALED. Calculations - 5 pages www.pecga.com Atlanta Office 3585 Habersham at Northlake,Building N Tucker,Georgia 30084 o:(770)908-9908/ f:(770)9,08-9919 PALMERPROJECT DOLLAR GENERAL STORE 08736, FORT PIERCE, FL w~nq PROJECT NO. 21099 com 7 p" SHEET NO. S-1 OF 2 PECGA LLC oba Palmer Engineering Company 3585 Habersham at Northlake,Tucker,Georgia 30084 CALCULATED BY MDE/MJ DATE 03-22-2021 P:(770)908-9908 F:(770)908-9919 www.pecga.com FLORIDA COA No. 7331 1.2M ANTENNA 2 z" STD. PIPE \\\ -77 (2.88 O.D.) MAST PIPE TRANSITION ADAPTER �\ V) • 0 LL I O 4" STD. PIPE I ►- (4.50" O.D.) MAST I = I I TOP OF FOOTING EL. +0'-3" ABOVE I o FINISH GRADE SLOPE FINISH GRADE o I w ;i I LU U Z O DRILL 6" DIA. HOLE THRU PIPE I 1O I U AND INSERT"' DIA. ALL-THREAD I O ROD w/ NUTS EA. SIDE OF PIPE. a ALL-THREAD ROD IS REQUIRED TO PREVENT ROTATION 2'-0" DIAMETER OF CONCRETE ANTENNA ELEVATION SCALE: N.T.S. NOTES: 1. SEE SHEET S-2 FOR GENERAL NOTES. Na. 59718 2. FIELD VERIFY ANTENNA DIRECTION. STATE \ O NAL THIS DOCUM YIgS�64E T SIGNED AND SEALED BY BAKULESH M.PATEL,FLORIDA P.E.No.59718 ON MARCH 22,2021. SCANNED IMAGES,COPIES,AND/OR FACSIMILES ARE NOT CONSIDERED SIGNED AND SEALED PALMERPROJECT DOLLAR GENERAL STORE 08736, FORT PIERCE, FL RMEMIN kmdno PROJECT NO. 21099 PECGA LLC dba Palmer Engineering Company SHEET NO. S-2 OF 2 3585 Habersham at Northlake,Tucker,Georgia 30084 CALCULATED BY MDE/MJ DATE 03-2272021 P:(770)908-9908 F:(770)908-9919 www.pecga.com FLORIDA COA No. 7331 GENERAL NOTES: 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 2" 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 2020 EDITION.OFTHE FLORIDA BUILDING CODE AND ASCE 7-16 BASED ON THE FOLLOWING LOAD CRITERIA. WIND LOAD ULTIMATE WIND SPEED 160 MPH (3-SECOND GUST) ASD WIND SPEED (SURVIVAL_) 123 MPH (3-SECOND GUST) EXPOSURE CATEGORY C RISK CATEGORY I THESE DRAWINGS ARE FOR ONE ANTENNA ONLY \\\0 1,I t 4. TO BE INSTALLED AT'DOLLAR GENERAL STORE 08736 \N��'�CEN 3751 VIRGINIA AVENUE, FORT PIERCE, FL 34981 . REUSE OF THIS DRAWING IN ANY FORM IS STRICTLY PROHIBITED WITH0,UTTHE WRITTEN APPROVAL No. 59718 OF PALMER ENGINEERING COMPANY 4 RI STATE(�- THI ALE)BY UEI MA T.1,ORIDAD P.E.No.59718 ON MARCH 22,2021. SCANNED IMAGES,COPIES,AND/OR FACSIMILES ARE NOT CONSIDERED SIGNED AND SEALED PALMER Dollar Store General08736 03/22/2021 ��■ engineering Fort Pierce, FL M company Dollar General Store 08736,Fort Pierce,FL Calculated By:MDE Checked By:MJ The following analysis forthe antenna mountwas based on the loading criteria specified in the FBC 2020 and ASCE 7-16. 1.2 m antenna on free standing pipe mast and concrete pier Antenna and mount data d:= 1.2•m Mast height(above ground) h = 8:5--ft Antenna and mount weight Want:' 60-lb Mast weight4"std_pipe(4.50"od) Wmst 10.8•plf Total weight Wtot Want+Wmst-h Wtot= 151.8Ib Antenna height(above grade) H:= h H= 8.5 ft 2 Antenna area Af:_ n.d Af= 12.174 ft2 4 Antenna shape factor Cf:= 1.2 G:= 0.85 Ultimate wind speed(risk category 1) Vuit:= 160•mph ASDwind speed(survival) Vasd Vult-N5.6 Vasd= 123.935•mph Wind speed(operational) Vo:= 50•mph Allowable rotation 'Ra 0.15•deg Wind load Exposure coefficient(exposure C) or:= 9.5 Z9 := 90Q Z:= I15•ft if H< 15•ft Z= 15ft H otherwise 2 a KZ:_'2.01• Z KZ:= 0.7 if KZ<0.7 KZ= 0.849 Z9•ft KZ otherwise Wind pressure coefficients Kzt:= 1.0 Kd := 0.85 1 of 5 r IIIIIII&M_J�n�qiLMER Dollar Store General08736 03/22/2021 WM■ neering Fort Pierce, FL ®' company 2 ASD velocity pressure Vasd city p qz:_ 0.00256 Kz Kzt•Kd'(mph) 'psfqz= 28.373 psf ( V 12 qzo:= 0.00256•Kz•Kzt•Kd•I mphJ. psf qzO= 4.618•psf. ASD design wind load F,:= qz•G•Cf•(Af+ 0.5•ft•h) Fw= 475.302 lb Fwo:= gzo•G•Cf•(Af+ 0.5•ft•h) Fw.= 77.36lb Seismic load Exempt from Seismic Design perASCE 7-10 Section 13.1.4 Item 5.Mechanical and electrical components in Seismic Design Category A,B or C provided that the component importance factor,Ip,is equal to.1.0. Short period design spec response acc Sds 0.053 1-sec period design spec response acc Sd1 0.045 Therefore,seismic design,categoryA Component importance factor I P,:= 1.0 Check stem 2.5"std pipe(2.88"od) I := 1.45•in4 J := 2.89•in4 Z:= 1.37•in3. Yield stress Fy:_,35•ksi Q:= 1.67 Modulus of elasticity E:= 29000•ksi Shear modulus of elasticity G:= 11000•ksi Stem moment Ms:= F,•1.5•ft Ms= 712.953•ft•lb Allowable moment Ma:_ Fy•Z Ma= 2392.715•ft•lb SZ Load ratio f s = 0.298 I <1.0 OK ML�_ - Operational flexural rotation Rsf:= Rsf= 0.017•deg 2•E•I Fw,-(0.2•d)•1.5•ft Operational torsional rotation Rst:_ G•J Rst= 0.024-deg 2 of 5 P M ER Dollar Store General 08736 03/22/2021 ®■ �ngmet'ring Fort Pierce, FL company Check mast4"std pipe(4.50"od) 'I := 6.82•in4 J := 13.6•in4 Z:= 4.05•in3 Mast moment Mm:= F,•(h— 1.5•ft) + MS Mm= 4040.067•ft•lb Fy•Z Allowable moment Ma'.— Ma= 7073.353•ft•Ib Load ratio , m = 0.571 ` <1.0 OK Ma i Operational flexural rotation FWa•(h— 1.5•ft)2 (FWo•1.5•ft)-(h— 1.5•ft) Rmf:_ + Rmf= 0.113-deg . 2•E•1 E•1 Operational torsional rotation Rmt FWo•(0.2•d),•(h+ 1•ft— 1.5•ft) Rmt= 0.027•deg G•J Operational rotation 2 2 Ro:_ �(R.f+ Rmf) + (Rst+ Rmt) Ro = 0.14•deg R� Deflection ratio - = 0.93—� <1.0 OK Ra 3 of 5 PALMER Dollar Store General 08736 03/22/2021 ��■ engineering Fort Pierce, FL ■ �'� company Embedment Program *User Instructions: P=applied lateral force(lbs) H=effective height(ft) b=diameter of caisson(ft) p=allowable lateral soil bearing pressure per foot of depth(psf/ft) q=maximum 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) := d<- 1 e<-- 0 while l d- el > 0.01001 CA<- 2.34• P 1 if �•d•p>-q q•b 3 P A <-2.34• otherwise 1 3 e<- d 1 d <- 2 �1 +FI + 4.36•Al Fv, h P :_ — P = 475.302 H:_ - H= 8.5 lb ft Pier diameter,ft b:= 2.0 Lateral soil bearing pressure,psf per ft p',:= 300 Soil bearing pressure,psf q:= 2000 1.00•P•(H+ d(P,H,b,p,q)) 3 M :_ 1000 Embedment depth,ft d(P,H,b,p,q) = 4.2171 ASD moment,ft-kip M = 4.708 Load ratio M ft kip - 0.666 <1.0 OK Ma — 4 of 5 PALMER Dollar Store General 08736 03/22/2021 ®■ engineering Fort Pierce, FL coniparly Embedment Program *User Instructions: P=applied lateral force(lbs) H=effective height(ft) b=diameter of caisson(ft) p=allowable lateral soil bearing pressure per foot of depth(psf/ft) q=maximum 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) := d 1 e 0 while I d- el > 0.0001 CA<-- 2.34• F if •d•p>-q q•b 3 P A<- 2.34• otherwise 1 Tdb 3 e<-- d 11 d� 2 �1 + 1 + 4.36•AJ Fwo h P :_ — P = 77.36 H:_ - H= 8.5 lb ft Pier diameter,ft b= 2 Lateral soil bearing pressure,psf per ft p:= 150 Soil bearing pressure,psf q:= 2000 1.00•P• H+ C d(P,H,b,p,q)1 J 3 M :_ 1000 Embedment depth,ft ;Id(P,H,b,p,q) = 2.795; ASD moment,ft-kip M = 0.73 Load ratio M ft kip - 0.103 j <1.0 OK l—Ma 5of5