The URL can be used to link to this page

Home My WebLink About310 E Airport Blvd - BC03-002082 (TOWER) DOCUMENTSPERMIT ADDRESS CONTRACTOR 6(. CJP I,V 1 ClL."- . ADDRESS 2)v (or -I [ PHONE NUMBER PROPERTY OWNER San ADDRESS"flO I • Q PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE FEE SUBDIVISION PERMIT # 0 Z DATE b - 9 --03 PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE b C C En May 07 03 03t55p Finance Department w Per ad i # : Job Addr! 4073305666 XTION Date —MI bescriptina of Worlsr f/A pv,..r4rf/rw C, C 4 7 r [vr• sv •h f tr lfHistoriclillttrlltZoning: 'Value of Work: s Pcrmlt'Ijrpe: $uildvig ii Moelgnieal Plumbing-- Fitt: Sprinkler/Alarm P0Q1 _ Eli "'cal: Now Swicc - # of AMPS Addition/Altoatioa Chance of Soviet T { PoleMwbrtlaical: Residential e y Non-Rei.;deattisil i( Replacement _ New —_ (Isar IaYout & FnargyRequired) Plamblt>q;/ New Conttnercial: # of FiXMM • # of Water & Scwor ling_ # of Gas Linix + Plumbing/ New ltesideatial. # of Warer Clostxs , Mumbtag Repair Residential or COtnrmottial " Occupaucy Type: Residential _ Comlmercial - Industrial • •foist Square Footage Construction Tyne _ # of Scoria, It of Vivemot Unity. _ klood 7.oar. FEMA form required firr tKhrr• rgaa X) MMs, aafa s + ( Attacb 1'roof of OwnemlriP As Lept Ocacription) OwnersNan*& Address: PhnrIe: _ 7 ~.6. Contractor Name tic Address 1V pA yq/41 ,S'Ci wk t f . Sr _/State I.irtrue Numhsr: ,/ t rr•+d'e••Far: ,BrtS=91'x._-. f d _.—. (:ontaet t'erson: A_Ce l% .S(_/ P 386-39%1 Sxf bone: Ilondirr. (:mnlrany: ..._. _..... ._. .. _.... . . Addre-'-- VlortwovpLander Address. Ar¢ hitwt/in,;incer: - — Ptroac• Address: — — —"' •' Fax: — Application is hczeby ttsade 10 obtain a po•trut 10 do the work and i"Israllatiprs as indlealalL 1 ednfy that no work or installation has eral,11,11ccrl p, iu, to Na issuanceofapeanutandthatallworkwillbeperfwrnedtoerredstandardsofalllawsrepulafingeomIructioninthisjurisdiction. I uudostanld tlwt a st parate ptIR Cmustbwr,TI secured Rt Fs r*`TRICAL wOW Pf,UMIifNG, SIGN%, WELLS, l'OOLti, FURNACES, DO11ZRS, HF,ATEMn, TANKS, and AIR C'ONI]II'[ON1RS, etc. SLNI MI- W& : Iomify that aliorthe farsrgoinp infwnation is axurate and that an su0tk wall be done in co wipliunm with all laws censtn Vionand t:or.ing. WARNING ToOWNI•:R: YOUR FAILUKF-TO REC.ORDA NOTICEOFCOMMENCIDAUNTMAAY RJuix Nbic YOUR I A'Y1xN(; TWICE )'T.)RR4rROVEMKNTSTOYOURPROPERTY. IF YOU INTL-Nn TO OKTAINAITI'IiVANCING, CONSULTWITH YOUR r filni K OR AN RNEYMFORF. RLCOROINGYOURNOTICE01;rOMM1iN(,FLINT. NWICL: In addition 10 the tequinattrnts of this prnnil, then; limy be additional rCStrictions applicable to this property that nay be found in dre pubiin reennk of this county, and Ihae naybeadditionalpernursmquiru) frum other ruwnwiental cittiliec such as water managam;n; districts, slate aepluirs, nlfrdrt..l ar.nrcics. C l, CrAlamnV)f`lx nIli x v;tffitmnrnt ll 1 w• notify rhr: uwncr of tlw pnrpcny of the ieyuir s of)"Iron (pan MS 3 Gen" gnmuiror' wntr/Ate,n I) ulc , aco trSclur/Anl _ I)ato (J F V cd oInc gelo ;,! C; t _ L lilt )woc cNamloPrintwr:Kttc:Nmt>4 X , nahur ul' Notary tilate rr h+ rid I>;nl: 1Dlatuir. of No: Sw a I lullda // 1):,rr V l Jig.. it= Y:-A•Ilt',%Itttilll K .) 1: • l urli 1ti it l'omra,:lur/A_t:.: ,i ' ounlali> Known to Mau: MTI Il'A t ION Al1l1R(IV;: I) lly IN(Ig: /ontn 1 ... la: •a . I t> rhrdn.,lAprrrl (In,bol.l.lratci {lniri:d ,N i Nla) th..usl K : )mr Vc sl1 ,I1k11l Il I:1 PATTY S. lturiurr REGISER COMM010N# CC8M59 POKM EXPIRES BOM ADVAWAGE NMA" Industries, Inc. PURCHASER: NAME OF PROJECT: ROHN FILE NUMBER: ROHN DRAWING NUMBER: World Headquarters 6718 W. Plank Rd. Peoria, IL 61604 USA Ph: 309-697-4400 FAX:309-697-5612 WIRELESS COMMUNICATION SERVICES CONTRACTING SANFORD, SEMINOLE COUNTY, FLORIDA 100 FT. MODEL 25G TOWER 55197EJ B030187 I CERTIFY THAT THE DESIGN OF THE REFERENCED STRUCTURE WAS PREPARED UNDER MY SUPERVISION IN ACCORDANCE WITH THE LOADING AND SOIL CRITERIA SPECIFIED BY THE PURCHASER AND THAT I AM A REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF FLORIDA. THE REFERENCED FOUNDATIONS ARE STANDARD FOUNDATIONS DESIGNED IN ACCORDANCE WITH ANSI/EIA-222-F NORMAL SOIL PARAMETERS. STANDARD FOUNDATIONS SHOULD NOT BE RELIED UPON FOR THE REFERENCED SITE WITHOUT COMPETENT PROFESSIONAL EXAMINATION AND VERIFICATION OF THEIR SUITABILITY BASED ON THE SUBSURFACE CONDITIONS EXISTING AT THE SITE. CERTIFIED BY: DATE: S_ o PLANS REVIEWED CITY OF SANFORD Over 50 Years of Service to the Com stry a ,. cr yr. r ..- .::'- -- , . * .. . :j.. . . .• aY_ r l20 DEG. (TYPICAL) PLAN VIEW C Cc FD SEC6 ELEVATION VIEW ESIGN LOADING NSI/TIA/EIA-222-F-1996, ED (ND ICE). SIGNED TO SUQPORT THE FOLLOWING LOADS: L 1NE ITENNA SIZE TYPE NOM FER 26T-2400 2)RG9 EG MOI.NTED FACE MOUNTED IVAvsts rUr A GLWLeie ALL LOADS ON TOWER DIA. X71G. OR ROD FOR ANCHOR BLOCK DETAILS, SEE DWG. 94`0 NO. C620643 (4A ). REACTIONS AT VERT. +I HURIZ. + BASE=O.0 F 6 KIPS N/A 80.0 FT 2.2KIP5 12.7 KIPS SECTION MEMBER SCHEDULE LEG BRACE ELEVATION FT) I SECTION I SIZE BOLTED SWAGE CONNECTION SIZE END COAFECTION 0 - 100 I TSl.25X.06 01114"4(r)5n5" 0.51 SOLID WELDED NOTE: SECTION ACA45ERS ARE FOR REFERENCE DALY. ALL SECTIONS ARE SINGLE BRACED BRACING PATTERN: TENSION CO(FR£SSILIN SYSTEM WITH I'-3 3/4" NOVINAL PANEL SPACING. FACE WIDTH - 1/ 1/4" GENERAL NOTES 1. ROW COMA&WICATION TOWER DESIGNS CONFORM TO ANSI/TIA/EIA-222-F LNLESS OTHERWISE SPECIFIED U10£R TOWER DESIGN LOADING. 2. THE DESIGN LOADING CRITERIA INDICATED HAS BEEN PROVIDED TO ROHN. THE DESIGN LOADING CRITERIA HAS BEEN ASSLAMEO TO BE BASED ON SITE -SPECIFIC DATA IN ACCORDANCE WITH ANSI/TIA/EIA-222-F AND AX ST BE VERIFIED BY OTHERS PRIOR TO INSTALLATION. 3. ANTEAN45 AND LINES LISTED IN TOWER DESIGN LOADING TABLE ARE PROVIDED BY OTHERS LNLESS OTHERWISE SPECIFIED. 4. TOWER AEABER DESIGN DOES NOT INCLUDE STRESSES DLE TO ERECTION SINCE ERECTION EDUIPMffNT AND CONDITIONS ARE LWACM. DESIGN ASSLWE'S COAFETENT AND OUALIFIED PERSO WL WILL ERECT THE TaWER. S. WORK SHALL BE IN ACCORDANCE WITH ANSI/TIA/EIA-222-F, STRUCTURAL STANDARDS FOR STEEL ANTEAAVA TOWERS AND ANTENVA SUPPORTING STRLcnA,?ES". 6. THE MINI" YIELD STRENGTH OF' STRUCTLRAL STEEL AEA9ERS SHALL BE 50 KSI, EXCEPT AS NOTED BELOW. SOLID BRACES SHALL BE 36 K51. STRUCTLRAL PLATES SHALL BE 36 KSI. 7. FIELD CONWCTIONS SHALL BE BOLTED. ND FIELD WELDS SHALL BE ALLOWED. B. STRUCTURAL BOLTS SHALL CONFORM TO ASTM A-325, EXCEPT WHERE NOTED. 9. PAL NITS SHALL BE PROVIDED FOR ALL TOWER BOLTS. 10. STRUCTURAL STEEL AND CONNECTION BOLTS SHALL BE HOT -DIPPED GALVANIZED AFTER FABRICATION, IN ACCORDANCE WITH AN5I/TIA/EIA-222-F. 11. ALL HIGH STRENGTH BOLTS ARE TO BE TIGHTENED TO A "-9"risHr CONDITION AS OEFIACO IN THE NOVEMBER 13, 1985. RISC "SPECIFI- CATION FOR STRUCTLRAL JOINTS USING ASTM A325 OR A490 BOLTS". l2. PURCHASER SHALL VERIFY THE INSTALLATION IS IN CONFORMANCE WITH LOCAL. STATE, AND FEDERAL REDUIREMENTS FOR OBSTRUCTION MARKING AND LIGHTING. 13. TOLERANCE ON TOWER STEEL HEIGHT IS EDAIAL TO PLUS !Y OR MINUS 1 /2Y.. 14. DESIGN ASSUMES THAT, AS A MINI". MAINTENANCE AND INSPECTION WILL BE PERFORAED OVER THE LIFE OF THE STRUCTURE IN ACCORDANCE WITH ANSI/TIA/EIA-222-F. 15. DESIGN ASSUMES LEVEL GRADE AT TOWER SITE. 16. INITIAL TENSION OF GUY WIRES SHALL BE /OY OF THEIR ULTIMATE STRENGTHS. 17. THE FACTOR OF SAFETY OF GUYS AND THEIR CONVECTIONS SHALL AOT BE LESS THAN Z.0. 18. IT SHALL SE•THE RESPONSIBILITY OF THE ERECTOR TO TEMPORARILY GUY THE STRUCTURE WlEN REOUIRED DLRINa ERECTION TO MAINTAIN THE STABILITY OF THE STRUCTURE AND TO PREVENT OVERLOADING ANY AEM(BER OF THE STRUCTRF. 19. THE PLFCHASER SHALL VERIFY THAT ACTUAL SITE SOIL PARAMETERS MEET OR EXCEED E.I.A. "NORMAL' SOIL PARAMETERS. TOWER SITE: SANFORD COUNTY: SEMINOLE, FL w ALTERNATE SOUARE PIER SEE NOTE 2) s r t a PLAN VIEW PIER PIN r BEARING PLATE 4" PROJ. IF REOUIRED) 6" co) GCB NO. TOWER BASE REACTION LBS) DI A B l 18,000 2 26.000 3'-0" 3'-O^ 36,000 4 46,000 4'-0^4'=0" l 58,000 Z'-O^4'-O" l' 6 74,000 2'-O^4-6" l' 7 90,000 2'-0^5'-0"1. 8 109.000 9 130,000 21-0^6'-0"2' 10 150,000 2' -0^ 6' -6" 2' 11 173,000 2'-G" 7'-0^ 2' 12 198,000 2'-6" 7'-6" 2' 13 224.000 2'-6^ 8'-O" 2' 14 251,000 3'-0"8'-6^2' 15 279,000 3'-0- 9'-0- 3' Or -I r — II I ALTERNATE SOUARE PIER r— 3 CIRCULAR TIES 3" ON CENTERS IYINI _ ..W/16" LAPS OL — — — — VERTICAL BARS EQUALLY SPACED' SEE CHART FOR NO. d SIZE) OTES: I I A I 1. SEE TOWER ASSEMBLY CkRAWING FOR F0L# VATIOV LAYOUT 41- — — — I NO. 3 ClRCl AR TIES N. SEE AND ORgWI B84t" IBERS FOR 41300FUPLATE GEAERAr CATIONNOTES. IAT3" MAX. O.C. W/ l6" LAPS 2. USE MIN 2'-6- SO OR 3'-O" VIA ROLM PIER WHEN BPC45G SECTIOry_;A-A OF? USED. I VERTICAL RE -BARS J. RErN STEEL SHALL BE REPLACED WITH EQUALLY SPACED W/ STRAIGHT BARS *FEN NO PAD IS REQUIREO. I I 90' NOOKS AT BOTTOM 4• HORIZ. BARS IN CHART REFER ONLY TO THE BARS IN THE SEE CHART FOR FOL#MATION PAD. APO. d SIZE) I I ROUGHEN CONSTRUCTION JOINT TO A FULL AMPLIT" OF, 1/4^ w pA Ep ._II-m AC$ E. FOUNDATION PAD 0.... l.Il.n • 0 , R arA 014 EYALA.. EL EVA T ION VIEW EQUALLY -9 CE EACH STEEL DUALLY SPACED EACH WAY. SEE CHART FOR NO. d SIZE) MAY BE S/NGL E O.P 00f/BLE ROO OEPENO/NG ON TYPE !/SEO Pf/N/O,PC/NG - 4^7 164611 AY,4Y 460/ / FACES aVIA VIA 7777AY/. O PE/ N'rO.PC/NG 10. 4.PS fACN.0low BOrm TACfS if 1. 2. L--•A ANCHOR DETAIL fO.P GAC 30 ANCHOR OFr4& FOR CAC ,i4 56, 5 Ze 56 I S//OWIV ON OfYG. NO. C 6604/.5 1/ OTE.' Ol/f TO Y.OP%.9BLES /H/f)LYED /Y.POOFANO Oli/EP /NJT 7.Cl.9T/ONJ /T.fl.V!! BETiYE CY/JlaiHER:!'CLP/N 7.00LE.PJ` PESAxf' S/B/C/T!" Td P E17Y/OE J'T.PITU P.4CLY .OEy7!/ATE iY/.aO.PTS FORD/E.P ANC.voRCONNECT/O/V.S: /TM 9J' iLSOBENECEfiA. Pr FLypTi./E CU.lTOME.P OR /NST/![CEQ 7l7JECU.PE/YESERY/CEOfa4LOC.QL E/YG/NEEP/O DfrE. P f//iYE T//[4T /iK!'Ti CC.9T/O/1/ COMFY/ES /t'/tN[OCAL 6Y!/!DING C!'OES. FOR REpU/Rc0 MATER/AC SPEC/FICATION5, /NSMIZATION NOTES AND 70CERANCES SEE ORAW/N6 NUMBER 6841500, vc / YorE.r J. M/N/+lUM O/.4 1ETER .PE/NfORC/NG BAR s /ii ALC ANCHORS AY/TH d1. 4.rllVe, J SPACING Oc NO. /O BL OCaf /44XI,,W, =! ;-^4C/Ns F C .' CONC/ PETE ANCfi/O/P DATA : • OEPTH, FT.) 1P00 NO. Mo..4 IY/ E/GHT CO&CAVY CU. YDS.) UPL/ FT CAPAC/ T!'(LB LATE PAL C4PAC/ TY(LBSJ BC3 G.4C 3'O3 0 1.5 45 3/0 06 900 500 3 6 Z 2 560 15 3Z0 Z, 000 3 c Z.5 Z.5 B70 23 B/0 2 500 3d 3 3 I60 33 2, 535 3,000 3e 3 680 44 5, 020 4,000 4 GAC . 90 OR GAC 3'¢ 4 0 3 3 5 890 50 3, 490 5, B50 4 3 1 4 1.5 Z, 5Z0 1 .67 4, 360 7, BOO 4c 3 5 5 3, /50 64 4 965 9, 750 4d i 6 5 5760 00 6, 090 700 4e 4 6 45 5,050 33 7, 660 700 6 GAC 56 Go 3 4 5 Z, SIO 67 0, 035 2, 600 66 3 5 5 50 64 600 5,750 Gc 3 - 6 5 4760 ZOO 50 61900 6d 4 6 5 5050 i3 5 650 6 900 60, 3 5 5 3, /50 64 Z, /50 2/, 750 6 GAC 57 6,6 3 6 5 3,760 00 24, 700 6, /00 Bc 6 1.5 5050 i3 ZB 500 26, /00 6d 4 6 6 2.0 0800 67 3.i,380 33, 600 O GAC 56 Oo 3 6 Z. 0 5,040 33 _ 7 050 M 4 o ZOO OA 4 6 0 6,710 76 4Z, 700 43, ZOO Oc 4 7 Z.O 7, 840 1?07 46, 900 50, 400 Od 5 7 0 9 BOO 59 5Z, 350 50400 Oe 5 9 Z.0 A? 600 3.33 G/,700 64f 600 NCL UDCT rQKCrr FACTOR ar 2 At7RNAt jolt / S A CONE3YVE TYPE jolt W/TN A NOR/ZONT.9L BEAR/N6 CAPAC/Ti' OF 4roo fi ,VAr PER jQuo9R4r iDOT IWR t/NEIit A Or OF DEPTH. AVC& a MOH-CONE.f/YE SOILS a OR SAT(/ RATED OR .9UB/YCReCD %50/Zi ARC NOT TC BE CONS/OCREO AS NORMAL . 7- - - A-2o ,. nVf7 s MANYIKTY IIIQ nni STANOh'/ PD CO/YC.PETE/9/YC/5/O/P S' lnli g1.. IIMi Y 1ni w10 OT'/ A ienK R N ne. le [ .Ili 110. il iOOYC[ D. Wrl[0. 0111n11Cm In WnOli Oi W EMI a rca . r.-_a avaaa• cii+.ro -s«-o nv vc.a -• r •. ••a • CGL' OGY.I n0. DCROM TI-N-7.On W1t itC. STANDARD FOUNDATION NOTES 1. FOUAADATION DESIGNS ARE IN ACCORDANCE WITH ANSI/EfA-222-E."STRUUCTURAL STAA04RDS FOR STEEL ANTEMVA TOWERS AAD ANTENNA SUPPORTING STRUCTU9ES", SECTION 7, FOR NORMAL" SOIL CONDITIONS. "MORMHAL" SOIL 1S OEFINED AS DRY, COH£SfVE SOIL WITH AN ALLOWABLE NET VERTICAL BEARING CAPACITY OF 4" PSF (192 kPa) AND AN ALLOWABLE NET HDRIZONTAL PRESSIRiE OF 400 PSF PER LINEAL FOOT OF DEPTH (62.8 kPa PER LINEAL METER OF DEPTH) TO A MAXIMUW OF 4000 PSF (192 kPa). 2. THE PUA9C,MSER MUST VERIFY THAT ACTUAL SITE SOIL PARAMETERS MEET OR EXCEED E.I.A. "NORMAL- SOIL PARAMETERS AND THAT THE DEPTH OF STANDARD FOUNDATIONS ARE ADEQUATE BASED ON THE MOST PENETRATION AND/OR ZONE OF SEASONAL AR7/5TmE VARIATION AT THE SITE. FOUADATION DESIGN M0OIFI- CATIONS MAY BE REQUIRED IN TIE EVENT NORMAL- SOIL PARAMETERS ARE NOT s APPLICABLE FOR THE ACTUAL SU 95U WALE CONDITIONS ENCOUMTERED. 3. FOUvQATION OESIGNS ASSUE FIELD INSPECTIONS WILL BE PERFORMED BY THE PUARtxHASER•S REPRESENTATIVE TO VERIFY THAT CONSTRUCTION MATERIALS, INSTALLATION METHODS ANO ASSUMED DESIGN PARAMETERS ARE ACCEPTABLE BASED ON THE CONDITIONS EXISTING AT THE SITE. 4. WORK SHALL BE IN ACCORIDAAcE WITH LOCAL CODES, SAFETY REGULATIONS AND UNLESS OTHERWISE NOTED, THE LATEST REVISION OF ACI 318, "BUILDING CODE AEOUIREMENTS FOR REJAFORCED CONCRETE". PROCEDURES FOR THE PROTECTION OF EXCAVATIONS, EXISTING CONSTRUCTION AND UTILITIES SHALL BE ESTABLISHED PRIOR TO FOUNDATION INSTALLATION. 5. ANCHOR BOLTS SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM A354 GRADE SC AID SHALL BE -TIGHTENED TO A SNUG TIGHT CONDITION (FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH). 6. PAL NITS OR ANCO NUTS SHALL BE INSTALLED ON ALL ANCHOR BOLTS. 7. CONCRETE MATERIALS SHALL CONFORM TO THE APPROPRIATE STATE REQUIREMENTS FOR EXPOSED STRUCTURAL CONCRETE. B. PROPORTIONS OF CONCRETE MATERIALS SHALL BE SUITABLE FOR THE INSTALLATION METHOD UTILIZED AND SHVALL RESULT IN OLRABLE CONCRETE FOR RESISTANCE TO LOCAL ANTICIPATED AGGRESSIVE ACTIONS. THE DURABILITY REQUIREMENTS OF ACI 318 CHAPTER 4 SHALL BE SATISFIED BASED ON THE CONDITIONS EXPECTED AT THE SITE. AS A MINIMUAW,.CONCRETE SHALL DEVELOP A MINIMUM CDMA9ESSIVE STRENGTH OF 3000 PSI (20.7 AOF.) IN 28 DAYS. 9. MAXIMUM SIZE OF AGGREGATE BALL NOT EXCEED SIZE SUITABLE FOR INSTALLATION METHOD UTILIZED OR 1/3 CLEAR DISTANCE BEHIND OR BETWEEN REINFORCING. MAXIMUM SIZE MAY BE INCREASED TO 2/3 CLEAR DISTANCE PROVIDED WORKABILITY AND METHODS OF CONSOLIQAT'ION SUCH AS VIBRATING WILL PREVENT HONEYCOMBSEYCOMBS OR VOIDS. to. REINFORCEMENT SHALL BE DEFORIED.AND COAFORMI TO THE REQUIREMENTS OF ASTM A615 GRADE 60 UNLESS OTHERWISE NOTED. SPLICES'IN REINFORCEMENT SHALL NOT BE ALLOWED UNLESS OTHERWISE INDICATED. ll. REINFORCING CAGES SHALL BE BRACED TO RETAIN PROPER OIAEN91OvS OURIM^a HANDLING AND TH R UIGHOLIT PLACEMENT OF CONCRETE. 12. WELDING IS PROHIBITED ON REINFORCING STEEL ANO EMBEDIENTS. 13. MINIMUIW CONCRETE COVER FOR REINFORCEMENT SHALL BE 3 INCHES (76 am) UNLESS' OTHERWISE NOTED. APPROVED SPACERS SHALL BE USED TO INSURE A 3 INCH (76 mm) MINfMUH COVER ON REINFORCEMENT. 14. CONCRETE COVER FROM TOP Ofr FOUNDATIOV TO ENDS OF VERTICAL.REIAFORCEMENTtSHALLNOTEXCEED3INCHES (76 mm) NOR BE LESS THAN 2. INCHES (5l +roe). IS. SPACERS SHALL BE ATTACHED INTERMITTENTLY THHROU 11OUT THE ENTIRE LENGTH OF VERTICAL REINFORCING CAGES TO I1N5'UA9E COMKENTRfC PLACEMENT OF CAGES IN EXCAVATIONS. l8. FOUNDATION INSTALLATION SHALL BE SUA'ERVISEO BY PERSONNEL KNOWLEDGEABLEAND'EXPERIENCED WITH THE PROPOSED FOUNOATIOV TYPE. CONSTRUCTION SHVALLBEINACCORDANCEWITHGENERALLYACCEPTEDINSTALLATIONPRACTICES. 19. FOR FOU 2ATION AND ANCHOR TOLERANCES SEE DRAWING A610214. 20. LOOSE MATERIAL -SHALL BE REMOVED FROM BOTTOM OF EXCAVATION PRIOR TOCONCRETEPLACEMENT. SIDES OF EXCAVATION SHALL BE ROUGH AND PHEE OFLOOSECUTTINGS. 21. CONCRETE SHALL BE PLACED IN A MANNER THAT WILL PREVENT SEGREGATION OFCONCRETEMATERIALSANDOTHEROCCURRENCESWHICHMAYDECREASETHESTRENGTHORDURABILITYOFTHEFOUWATION. 22. FREE FALL CONCRETE MAY BE USED PROVIDED FALL IS VERTICAL DOWN WITHOUT HITTING SIDES O, EXCAVATION, FORMWORK, REINFORCING BARS, FORM TIES, CAGE BRACING OR OTHER OBSTRUCTIONS. UNDER NO CIRCUMSTANCES SHALLCONCRETEFALLTHROUGHWATER. 23. CONCRETE SHALL BE PLACED AGAINST UANDISTU9BED SOIL EXCEPT FOR PIERSOFPIERANDPADFOUNDATIONS. FORMS FOR. PIERS SHALL BE REMOVED PRIORTOPLACINGSTRUCTURALBACKFILL. Z4. CONSTRUCTION JOINTS, IF REOJIRED IN PIER MUST BE AT LEAST l2 INCHES O EASEMON1 INTENTIONALLYTO L AMPLITUDE Fs ).F TIOADESIGN ASSUMES NOOTHERCONSTRUCTIONJOINTS. 25. TOP OF FOUNDATION OUTSIDE LIMITS OF ANCHOR BOLTS SHALL BE SLOPED TO GRAIN WITHAFLOATEDFINISH. AREA INSIDE LIMITS OF ANCHOR BOLTS SHALL BE LEVELWITHASCRATCHEDFINISH. 26. EXPOSED EDGES OF CONCRETE SHALL BE CHAAFE/ED 3/4- X 3/4' (19 - X 19 mm) MINIMUM. 27. FOR ANCHOR BLOCK TYPE FOUIDATIONS, THE; PORTION OF ALL STEEL ANCHORS. FROM TOP OF ANCHOR BLOCK TO GRROUAID LEVEL, SHALL BE COATED WITH BITmcN. DESIGN ASSUMESPERIODICINSECTIONSWILLBEPERFORMEDOVERTHELIFEOFTHESTRUCTU9ETODETERMINEIFADDITIONALANCMWCCF49MIONPROTECTIONMEASURESMUST BE IMPLEMENTED BASED ON OBSERVED SITE -SPECIFIC CONDITIONS U nry IFfyISEU NOTE *9 6 024 i rrilv94 CSR Lin_ x/Y LR9_ REV O NOTES 27 6 9 v+.a Ne. Revl* lan O**crl Rion A Date A Rev By Ckd ByAAppd B THIS DRAWING ! E . C PROPERTY OF ED N. VN IS E CAmR TOBERWITWUC'EO, q WRIT EN CAGED . WHOLE CUR IN PART Wf THpI/T 0(.R WRITTEN C.YN IVT, 16. FOUNDATION DESIGNS ASSUME STRUCTURAL BACKFILL TO BE COMPACTED IN B INCH 200 mm) MAXIMUM LAYERS TO 95X OF MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM Q699. ADDITIONALLY, STRUCTURAL BACKFILL MUST HAVE A MINIMUMM COMPACTED UNIT WEIGHT OF too POUNDS PER CUA91C FOOT 16 kN/ m3). Seel*+ AvW Drawn: Chaekad+ PPP. Eny.+ 17. FOUNDATION DESIGNS ASSUME LEVEL GRAVE. AT TOWER SITE. App. Sala*, i. Date N T1Ila+ 6/17, E7 FOUNDATION MATERIAL SPECIFICATIONS, 1/6/ 88 1 INSTALLATION NOTES AND TOLERANCES 1/6/ 88 o O° O O ° ° o \ o o P/N AT TOP 0 0 0 0 TYPICAL. NOTE: INSTALL ANCHORS IN BLOCKS WITH EMBEDMENT DETAIL ANGLES ORIENTED AS SHOWN AND WITH P/N AT TOP AS SHOWN FF'j F\ o 0 o O O O o 0 0 0 \ WHEN ANCHORS ARE TOO o o WIDE TO MAINTAIN REBAR SPACING, CUT REBAR AT CENTER ANO DOUBLE REBARS ON BOTH SIDES OF ANCHORS R / JADDED REBAR INFO' r orl5is WRF No.A Revision Description A Date A Rev ByAf Ckd B Ap d B THIS DRAWING ITHE PROPERTY OF ROHN. INOT TO BE REPRODUCED, WHOLE COPIED ORTRACEDINWHOLEEORR O H N IN PARTWITHOUTOURWRITTENCONSENT. Scale: NONE By Date ANCHOR INSTALLATION DRAWING Drown: WMN9/8/95 Checked: WDU O/l3/95 App. Eng.: TS O//8/95 ENG. FILE: DWG. NO.: A9514O9 Ol REV. Parent File: SHEET l OF ! ROHN STRUCTURAL ANALYSIS - SUMMARY (NO ICE) PAGE 1 (REV. 3.09 NT DBGUY 7 ) Output is NOT to be reproduced without Rohn's written consent. RUN BY DATE: 5// 03 CHK'D BY: DATE: S/Zy D3 JOB T1TLE:100 Ft Model 25G for Wireless Communication Services Contracting J08 DESCRIPTION DATA FOR CHECK ANALYSIS****************************************** SITE: SANFORD(SEMINOLE COUNTY, FL) DESIGN WIND LOAD: ANSI/T1A/EIA-222-F 1996 100 MPH BASIC WIND SPEED(1/2" RADIAL ICE LOAD) ROHN-LOC SAFETY DEVICE / GENERAL DATA************** TOWER HEIGHT.. = 100.0 FT." FACE WIDTH ............. = .94 FT. / TOTAL NUMBER OF GUY LEVELS ....... = 3 BASE CONDITION = PINNED. / TOTAL NUMBER OF ANCHORS = 1. MINIMUM FACTOR OF SAFETY ON GUYS = 2.0 BASE ELEVATION = 0 FT. MODULUS OF ELASTICITY OF STRUCTURE = 29000 KSI. UNIFORM LOAD(FULL STRUCTURE HEIGHT)**** PA -ROUNDS, SF/FT. = .000 PA -FLATS, SF/FT. _ .019 WEIGHT, K/FT. = .001 FACE ............. = 3 BUILDING CODE DATA*********** CODE USED = TIA/EIA-222-F-1996 BASIC WIND SPEED ....... = 100 MPH EXPOSURE .......... (REVF).= C IMPORTANCE FACTOR = 1.00 - FORCE COEFFICIENT(Cf)..= REVF / GUST RESPONSE FACTOR(Gh).= 1.16 REDUCTION FACTOR (Rr) = REVF REDUCTION FACTOR (Rf)..= 1.00 EXPOSURE COEFFICIENT(Kz) = (H/ 33.00)** .29 SHAPE FACTOR ON ROUNDS = 1.20 SHAPE FACTOR ON FLATS = 2.00 WIND NORMAL TO FACE WIND INTO APEX WIND PARALLEL TO FACE DIRECTION FACTOR -ROUNDS: 1.00 1.00 1.00 DIRECTION FACTOR -FLATS : 1.00 .80 .85 INCREASE IN STRUCTURAL MEMBER CAPACITY = 1.33 RADIAL ICE = .00 / ROHN STRUCTURAL ANALYSIS - SUMMARY (NO ICE) PAGE 2 (REV. 3.09 NT DBGUY 7 ) Output is NOT to be reproduced without Rohn's written consent. JOB TITLE:100 Ft Model 25G for Wireless Communication Services Contracting SECTION DATA************** SPAN SECTION AREA OF AREA OF AREA WEIGHT NO. ROUNDS FLATS GROSS SF/FT) (SF/FT) (SF/FT) K/FT) 1 25G 252 .000 1.042 004 2 25G 252 .000 1.042 004 3 25G 252 .000 1.042 004 CANTILEVER 25G 252 .000 1.042 OD4 SPAN DATA*************** SPAN SPAN WINDLOAD WEIGHT HEIGHT OF LEG DIAGONAL ANGLE BRACING STRUT MOMENT OF NO. LENGTH PER FOOT PER FOOT TYP.PANEL AREA AREA WITH HORZ TYPE AREA INERTIA KIPS) KIPS) FT) (IN**2) (IN**2) (DEGREES) IN**2) IN**2FT**2) 1 32.0 .0120 006 1.313 .242 .077 54.458 Z 077 11 2 31.0 .0140 006 1.313 .242 .077 54.458 Z 077 11 3 35.0 .0160 006 1.313 .242 .077 54.458 Z 077 11 CANTILEVER 2.0 .0160 005 1.313 .242 .077 54.458 Z 077 11 LOAD DATA*************** EFFECTIVE<----------------- LINES I ELEVATION PROJECTED HORIZONTAL WEIGHT UNIFORM FACE PROJECTED AREA M.A.*E.P.A. TORQUE AREA LOAD WEIGHT ROUNDS FLATS FT) (SF) KIPS) KIPS) (K/FT) SF/FT) SF -FT) FT-K) 98.0 10.000 / 406 100 .001 1 034 000 2.00 08 98.0 .000 000 000 .000 2 034 000 00 00 01, ROHN STRUCTURAL ANALYSIS - SUMMARY PAGE 3 (REV. 3.09 NT DBGUY 7 ) Output is NOT to be reproduced without Rohn's written consent. JOB TITLE:100 Ft Model 25G for Wireless Communication DESIGN LOADS AT GUY LEVELS(NO ICE) GUY AVERAGE WIND VERTICAL HORIZONTAL 7------- LOADS MOMENTS LEVEL VELOCITY LOAD PARALLEL NORMAL PARALLEL NORMAL TORQUE TO WIND TO WIND TO WIND TO WIND MPH) (KIPS) KIPS) KIPS) (K-FT) K-FT) K-FT) 1 107.8 .00 00 00 .00 00 00 2 107.8 .00 00 00 .00 00 00 3 114.1 .10 41 00 .00 00 08 STRUCTURE DEFLECTIONS DEFLECTIONS SWAY ELEVATION PARALLEL TO WIND NORMAL TO WIND PARALLEL TO WIND NORMAL TO WIND TWIST FT) FT) FT) DEGREES) DEGREES) DEGREES) 00 000<1> 000<1> 37479<1> 05529<3> 58207<1> 32.00 093<1> 016<3> 11927<2> 01967<3> 58207<1> 63.00 288<2> 029<3> 74260<2> 13944<3> 83177<1> 98.00 765<2> 136<3> 44568<2> 19391<3> 1.52067<1> 7----------------------------------------- 100.00 780<2> 142<3> 44608<2> 19391<3> 1.52067<1> INDICATES GOVERNING WIND DIRECTION ROHN STRUCTURAL ANALYSIS - SUMMARY PAGE 4 (REV. 3.09 NT DBGUY 7 ) Output is NOT to be reproduced without Rohn's written consent. JOB T1TLE:100 Ft Model 25G for Wireless Communication GUY TENSIONS MAXIMUM COMPONENTS OF GUY TENSION AT STRUCTURE **** GUY GUY INITIAL MAXIMUM ULTIMATE FACTOR OF VERTICAL HORIZONTAL LEVEL SIZE TENSION TENSION STRENGTH SAFETY PARALLEL TO WIND NORMAL TO WIND* KIPS) KIPS) KIPS) KIPS) KIPS) KIPS) 1 3/16 EMS 40 84<1> 3.99 / 4.74<1> 32<1> 78<1> 53<2> 2 3/16 EMS 40 1.18<1> 3.99 / 3.37<1> 74<1> 92<1> 64<2> 3 3/16 EMS 40 1.56<3> 3.99 2.56<3> 1.22<1> / 96<1> 72<2> INDICATES GOVERNING WIND DIRECTION ROHN STRUCTURAL ANALYSIS - SUMMARY PAGE 5 (REV. 3.09 NT DBGUY 7 ) Output is NOT to be reproduced without Rohn's written consent. JOB TITLE:100 Ft Model 25G for Wireless Communication MAXIMUM ANCHOR LOADS MAXIMUM MAXIMUM ANCHOR MAXIMUM ANCHOR ANCHOR ROD SLOPE ANCHOR ANCHOR LOCAL ANCHOR VERTICAL HORIZONTAL COMPONENTS BLOCK RESULTANT ROD FOR MAXIMUM RESULTANT NO. RADIUS ANCHOR ELEVATION COMPONENT RADIAL TANGENTIAL REQ'D REQ'D FT) FT) KIPS) KIPS) (KIPS) KIPS) DEGREES)(VERT/HORIZ) 1 80.00 1 00 2.210> 2.71<1>-.12<2> YA 3.50<1> GAC•.3q$ 39.1 9.8/12.0 BASE PIER MAXIMUM VERTICAL REACTION AT BASE = 4.59 KIPS LOAD CASE ....................... = 1 WIND DIRECTION ................... = 2 BASE PIER REQUIRED ............... = CB - BASE SHEAR MAXIMUM SHEAR REACTION AT BASE _ .14 KIPS LOAD CASE .................... = 1 WIND DIRECTION ................ = 1 BASE MOMENT MAXIMUM MOMENT REACTION AT BASE _ .00 FT -KIPS LOAD CASE ..................... = 0 WIND DIRECTION ................. = 0 INDICATES GOVERNING WIND DIRECTION v- RONN STRUCTURAL ANALYSIS - SUMMARY PAGE 6 (REV. 3.09 NT DBGUY 7 ) Output is NOT to be reproduced without Rohnis written consent. JOB T1TLE:100 Ft Model 25G for Wireless Communication CUSTOMER: Wireless Communication Services DATE: 05/22/03 FILE NO: 55197EJ BY: JPG SPAN ELEVATION MAXIMUM LEG MAX. MAST EULER LEG SECTION BRACE BRACE MAXIMUM NO. LEG LOAD CAPACITY AXIAL LOAD BUCKLING LOAD SIZE REQUIRED SIZE CAP. BRACE LOAD FT) KIPS) KIPS) KIPS) KIPS) KIPS) KIPS) 1 00 1.53<2> 8.27 4.59<2> 19.79 TS1.25X16GA. 25G 0.3125 SOLID 55 19<3> 1 3.20 2.01<1> 4.57<2> 14<3> 1 6.40 2.43<1> 4.55<2> 09<1> 1 9.60 2.69<1> 4.53<2> 05<1> 1 12.80 2.77<1> 4.52<2> 01<2> 1 16.00 2.69<1> 4.50<2> 06<3> 1 19.20 2.44<1> 4.48<2> 10<3> 1 22.40 2.02<1> 4.46<2> 15<3> 1 25.60 1.70<3> 4.44<2> 20<3> 1 28.80 2.42<2> 4.42<2> 24<3> 1 32.00 3.30<2> 4.40<2> 28<3> 2 32.00 3.25<2> 8.27 3.88<2> 21.09 TS1.25X16GA. 25G 0.3125 SOLID 55 23<3> 2 35.10 2.68<2> 3.86<2> 19<3> 2 38.20 2.27<2> 3.84<2> 14<3> 2 41.30 2.00<2> 3.82<2> 09<1> 2 44.40 1.90<2> 3.80<2> 04<1> 2 47.50 1.95<2> 3.79<2> 07<1> 2 50.60 2.16<2> 3.77<2> 11<1> 2 53.70 2.52<2> 3.75<2> 15<1> 2 56.80 3.04<2> 3.73<2> 19<1> 2 59.90 3.69<2> 3.71<2> 23<1> 2 63.00 4.49<2> 3.69<2> 27<1> 3 63.00 4.45<2> 8.27 2.48<2> 16.54 TS1.25X16GA. 25G 0.3125 SOLID 55 51<3> 3 66.50 2.93<2> 2.46<2> 45<3> 3 70.00 1.63<2> 2.44<2> 39<3> 3 73.50 1.26<1> 2.42<2> 32<3> 3 77.00 2.02<1> 2.39<2> 26<3> 3 80.50 2.52<1> 2.37<2> 19<3> 3 84.00 2.78<1> 2.35<2> 12<2> 3 87.50 2.77<1> 2.33<2> 11<1> 3 91.00 2.51<1> 2.31<2> 17<1> 3 94.50 1.99<1> 2.29<2> 23<1> 3 98.00 1.21<1> 2.27<2> 29<1> TOP 98.00 04<2> 8.27 01<1> 1266.46 TS1.25X16GA. 25G 0.3125 SOLID 55 04<3> TOP 100.00 00<1> 00<1> 00<1> INDICATES GOVERNING WIND DIRECTION RONN STRUCTURAL ANALYSIS - SUMMARY PAGE 7 (REV. 3.09 NT DBGUY 7) Output is NOT to be reproduced without Rohn's written consent. JOB TITLE:100 Ft Model 25G for Wireless Communication CUSTOMER: Wireless Communication Services DATE: 05/22/03 FILE NO: 55197EJ BY: JPG SPAN ELEVATION MAXIMUM LEG SECTION NO. LEG TENSION SIZE REQUIRED FT) KIPS) 1 32.00 16<1> TS1.25X16GA. 25G 2 32.00 480> TS1.25X16GA. 25G 2 56.80 21<1> TS1.25X16GA. 25G 2 59.90 89<1> TS1.25X16GA. 25G 2 63.00 1.72<1> TS1.25X16GA. 25G 3 63.00 2.46<1> TS1.25X16GA. 25G 3 66.50 99<1> TS1.25X16GA. 25G 3 77.00 26<2> TS1.25X16GA. 25G 3 80.50 83<2> TS1.25X16GA. 25G 3 84.00 1.14<2> TS1.25X16GA. 25G 3 87.50 1.20<2> TS1.25X16GA. 25G 3 91.00 99<2> TS1.25X16GA. 25G 3 94.50 53<2> TS1.25X16GA. 25G TOP 98.00 04<1> TS1.25X16GA. 25G INDICATES GOVERNING WIND DIRECTION 1•1ay Ub UJ uJ10bp Finance Ueparrmenz 9UIJJUbbbb p.J Permit No. State of Florida County of Seminole NOTICE OF COMMENCEMENT Tax Folio No. The undersigned hereby gives notice that improvement will be made to oermin real pmporty, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property - (log tl d on of the proporty and street address if ava il1 bb1 . C.i.• S,L i"io,. siL +i --' - 3//AlT iii•yo 2. General description of improvement: 3. Owner information a. Name and address Col 3o b AV- "11 b. Interest in property eawwu c. Name and address of foe simple Cent.rador Name VU 41-/ s I b. Phono number M S. Surety a. Name and address V L& hev'r— / 6wih v <- s i llwa bolder Of other than Owner) rf OC/ 4 if ,C Or 1 5-9 7-7 X*Wo AP Fax number f/47 b. Phone number c. Amount of bond 6. Lender a. Name and address A 121 Fax number _ b. Phone number Fax number 7. Persons within the State of Florida deeigaatod by Owner upon whom notices or other domrmmits may be served as provided by Section 7 3 3(1)(a)7., Florida Statut a. Name and address C/"#, 0 0 Alva v t b. Phone number Fax number 9. in addition to himself or herself, Owner designates of . to roceive a copy of the Licnor's Notice as provided in $notion 713. 13(l)(b), Florida Statutes. a. Phone number _ _ _ Fax number - 9. Expiration date of notice of commoncoment (the expiration date is 1 year from the date of cording unless Brent date is specified) Sign a of Owner R A 8 r to I29 Sworn to (or of rmed) and subscribed before me this I day of Personally Known OR Produced Identification Type of Identification Produced natarc of Notary Public, State of Florida onunission Expires: TH15 INSTRUMENT PREPARED 61, NAME Oil& MCC4tA ADDR. tI Z7 j6nm; Aye. M. zo x m FS cc, U) oimr Fewr mIVFLORENCE A. DE GRAVE RT on v O W COMMISSION 1 DD 164250 CERTIFIED COPY w W EXPIRES: November 12, 2006. BWM rwv eidgM Nary s.Ams MORSE MARYANNE2-4 CLERK OF CIRCUIT C w . -4 gk LE COU CI. ER Or 3 Zia% MAY 8 zoaS Jun 02 03 03319p Finance Department 4073305666 p.l s z, - 3SZ 41 IM Date.'-- ,c ` Z 0 POWER OF A,'T'TORNEX 1, QN S 1 , do hereby authorize Sic,, 4F to pull the a v /c spf. permit for ..-7,,_/ / _ Ne, "r e 's VI - type of permit address A w * Sigl sttu e Wally kno, Oqunty r driv x li ense # State of F f ( on _ day of 2002. r;1 ; fir- • IK r -