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HomeMy WebLinkAboutPR 15531: SUP FOR RADIO TOWER - TEXAS POINT NATIONAL WILDLIFE REFUGEINTEROFFICE MEMORANDUM To: STEVE FITZGIBBONS, CITY MANAGER & CITY COUNCIL FROM: COLLEEN RUSSELL, DIRECTOR OF PLANNING sus~ECT: Z09-06 (SUP 209) -TEXAS POINT NATIONAL WILDLIFE REFUGE TRACT 178, OUT OF 61.50 ACRES (APPROXIMATELY 5.000 ACRES) AT 7950 S. GULFWAY DRIVE , SW SIDE (4 MILES FROM THE 4 WAY STOP iN SABINE PASS) DATE: 09/21 /09 BACKGROUND: The Planning and Zoning Commission approved this case on September 21, 2009, for a specific use permit (SUP), required by Ordinance 97-65, of the City Codes even if the zoning is "I" (industrial). The City Council is being asked to hear this case as a public hearing on October 20, 2009. Applicant -Dean Bossert, Wildlife Refuge Manager Owner(s) -United States Department of Interior Fish and Wildlife Incorporation BUDGETARY/FISCAL EFFECT: None STAFFING/EMPLOYEE EFFECT: None SUMMARY: The proposed tower is proceeding in line with City Codes and Ordinances. EXHIBIT "A" shows the proposed site plan for the tower and offices. It is asked that P.R. 15531 be approved to grant the public hearing. Respectfully, MCRP P.R. No. 15531 09/15/2009 CWR RESOLUTION NO. A RESOLUTION CALLING FOR A PUBLIC HEARING TO CONSIDER GRANTING A SPECIFIC USE PERMIT FOR THE TEXAS POINT NATIONAL WILDLIFE REFUGE FOR THE OPERATION OF A RADIO TOWER, LOCATED AT 7950 SOUTH GULFWAY DRIVE, A.K.A. 5 ACRES OUT OF 61.50 ACRE-TRACT 178, A-167 JOHN MCGAFFEY SURVEY (LIES 4 MILES IN THE SOUTHWEST SECTOR FROM THE 4 WAY STOP IN SABINE PASS), PORT ARTHUR, JEFFERSON COUNTY, TEXAS WHEREAS, in keeping with Ordinance 97-65 of the City of Port Arthur Code of Ordinances on cellular tower, Texas Point National Wildlife Refuge, is requesting a specific use permit (SUP) to operate a radio tower and associated offices; and WHEREAS, the proposed facility will be located at 7950 Gulfway Drive in Sabine Pass, (AKA about 5.00 acres out Tract - 178 John McGaffey Survey A-167) as outlined in Exhibit "A" WHEREAS, in pursuant of Chapter 211 in the Texas Local Government Code and Section 21-100 of the Zoning Ordinance, a public hearing must precede any zoning change or issuance of a specific use permit. NOW THEREFORE, BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PORT ARTHUR: Section 1. THAT the facts and opinions in the preamble are true and correct. Section 2. THAT the Planning & Zoning Commission reviewed this case on September 21, 2009. Section 3. THAT a public hearing be considered whether to grant this applicant a Specific Use Permit on 7950 Gulfway Drive in Sabine Pass, (AKA about 5.00 acres out Tract - 178 John McGaffey Survey A-167) Jefferson County, Texas, shall be held on P.R. NO. 1.5531 09/15/2009 Page 2 of 3 October 20, 2009 at 7:00 p.m. in the City Council Chambers, Fifth Floor, City Hall, 444 Fourth Street. Section 4. THAT all the stipulations of the Planning Commission be followed in addition to those proposed by the FAA (Federal Aviation Agency) ,FCC (Federal Communication Corporation) and the rules in the City ordinances and codes; and Section 5. THAT notice of the public hearing shall be published at least ten (10) days in the official newspaper of the City. Section 6. THAT a copy of the caption of this Resolution be spread upon the Minutes of the City Council. READ, ADOPTED AND APPROVED this day of October, A.D. 2009, at a Regular Meeting of the City Council of the City of Port Arthur, Texas, by the following vote: AYES: MAYOR COUNCILMEMBERS: NOES: Mayor ATTEST: City Secretary P.R. NO. 15531 09/15/2009 Page 3 of 3 APPROVED AS TO FORM: ~Q OIJ~- City Attorney -~' ~~ ~ 1 ~/ APPROVED FOR ADMINISTRATION: City Manager u. of Pla nine EXHIBTT "A" wiy .lefferson County Appraisal District Drainage District Port DistrlCt AddltlOri B10Ck school Dtstrlct SurveyJ~NN MC G~~F'EY Abst. -~~ Other District EXHIBIT "B" ~~ ~~ Si~brew T~~~~ ~ ~®~~~ Structural Design Report ~ 00' S3TL Series HD9 Self-Supporting Tower located at: Texas Paint National Vi(ildlife Refuge, TX prepared.-for: US FISH AND 1NILD;LiFE by: Sabre Towers & Pales TM Job Number: 10-07185 Revision A August 4, 2U09 TawerProfite ............... ............. ......... ......... ~ Foundafian E?esign Summary ......................................: z Maximum-Leg Loads..,....... -... .......................... a Maximum Diagortial Loads, ............. .. ...................... 4 Maximum foundation Loads .............................. ....., 5 Caicuiations ...................... ............................. Al-A8 Tower by TRJ ._..~~ t=oundation by %v~ S ~~j~~~ Approved by `~GI ~~ SdbrC' COtYt:Y1!lfifiCat~0~3S COl'}~bratiQfl TeXas Re~iStration I~SUEttbeC F-4365 _..., 1co. a' .~ a 95 ,a' M N ° 80 a' . ~ -7 4' 5 . N '~. 0 m 0 ~ ~ a 4 a' ~ e ~, . ~ r a J 5 0'. 5 ~ m . I - a 0 ° v°+ wi x N b P >° ~~ H ~ °w sa o° '~ O ~ b ~ Cb, ~ ~f6.4' 24.0' b 0.4' 8 ~ g a e ~ $ ~ ~ o $ a`i 'a" 82.hN L`DTEl: 1. ztie tovet model is 5]n. Serfea HIf1. T. traeseisalon dives are to~be attached to _ standard 6-hole afn4~ tail vavegxide Saddera. ;, Rriautha~ara relative {not beled 6n true north). . ~ Teuodatian loads ~aDeua.azeasxlrm+s. . S. (4) 1" dia.- £1554 grade ]O5 andlor bolts per leq. Hfelzim 35.5' et~e~entfrom top of concrete to 6. top of nut_ A1] anegnal angles ace oriented vfth~thaahort 'f leg vertical. 2ef.a twee vas ~desigoed for Sttneiuce Glass f2F, , 6zpcsnxe Cafegoxy Caad Topographic Category i. a. The tamdationloads 9heVn belor axetactero6 loads. aKYgfa8i7~ LTBT xo i:csr Ix-zlac i 2 120.75' 100' 11) 0926{ h) 3Lf 5ldeaza (]) 718 2 100' il> DBa36 tl) 7/9 awaazaa 2sax fp 2TEC S07~L l+WRID7ISIOH ]pAD3 ItiDN1DUAL Fj00TING IAA4S 8=19.57 ~ HalI:76 k Y=16:69 k. V=113-48 k 11061.53 k-ft ~-99.ti0 k T- 5.63 k-ft 5ab2:e Touters And ~c~les ~' ~ 2101 tl+sray Street iP.O. 90sc fi58~ , Sia:Y City, I74 51111 Fax: 1712) 258-025t! phoi:s,: (?121 258-6590 J~ its: LO-07185 Data: 23 3~ 2009 Clisinb: iJ9 Ei88 uio iPLb01,IF6 ~„ar xQiQne: 200.00' leeation: 7'e3at Hoi.at t~tional 7Pitdliia RaLugo, 77t Total Ndfghti 100.00 Standard: g7jt y22-C,-2005 Dasign Otind i Sca: 135tsph 0" 'sea 6 30apH 0.5° ie~ Sheet: l Protect: t:\Ontpu,\S3TLHCII\-t0-07185.].OD ~,.. ~C~ ., ~~TM Dage•..8/4/09 ° T©iwi~rs & P©les ay: Nis Revision A Gustamer: US FISH AND WILDLIFE Site: Texas Paint National Wildlife Refuge, TX 100 ft. Model S3TL Series HL?1 Self SupporEing Tower Af 135 mph Wind with no ice acid 30 mph Wind with 0.5 in. Ice per ANSVTIA-222-G-2005. Antenna Loading per Page 1` y..~~'t~~1- Center of Tower C~QF T~X~s ~~ and Foundation Notes: ~~ • v_~, ~ Q~ 1). Concrete shad have a minimum ~ ~ ~•-•° ER Mir , ~ ~ 28-day compressive strength of ~ M~~ , .• ~ ~ ~ ~~ a> 3000 PSI,, in accordance with ~ ,fi E ..- ~ ~ ~.. 2). Rebar to conform to ASTM specification ~1~~~ p;~`~' ` ~ ~~` A615 Grade 60. ____ ___ is +~ _ ~~ ~ 3): Ail rebar to have a minimum of 3" concrete cover. 4): All exposed concrete corners to be 9'-6'' 9'-6" chamfered 3/4". 19'-0„ 5). The foundation design. is based bn the E geatechnical report by Professional Service PLAN VfEW Industires; Project # 2$6-'153-1; .Dated 06(25109 Two(2) #4 ties 2'-6° a within top 5" of fTYp-caO ~ Grade concrete CV m try ~ .~c.. . _c._:_r_: ELE1/ATIDN VIEW (21.42 Cu. `(ds.) (i FtEQUIF2ED; MOTTO-SCALE) 6). See the geotechnical report for compaction requirements,. if specified. 7): The foundation is based on the following factored loads: Factored :download (kips) = 6.15 Factored overturn (kip-ft) = 1061.53 Factored shear (kips) = 19.57 Rebar Schedule. per Mat and er Pier ('10) #6 vertical rebar w/hooks at bottom Pier w/#4 Rebarties, two (2) within top 5" of pier then 12" CtC {20) #8 horizontal rebar evenly spaced each Mat way top and bottom. (80 total) Information contained herein is the sole-property of Sabre Towers & Poles, constitutes a trade secretas defirteii by Iowa Code Ch: -550 and shatl not be reproduced, copied or used in whole or part for any purpose whatsoever wdhout the priorwritten-consent of Sabre Towers 8 Poles. 2101 Murray St - P.0.8ox 658 -Sioux City, IA 51102-0658 -Phone 712.258.6690 -Fax 712.258.8250 iA'WEORCE ver 2.0 (c) GYiymast ~ 2006 Phone:(4i6) 736-7453 23 juI 2009 ieex~sad to: Sabre Towers-And Po~_~ 11:49:13 :~aximum Compression in Legs {kip) Tension. iri Lags {kig) .av {ft) 120 30.0 80 60 40 20 0 20 40 60 S0 100 120- 1Q0.0 90 BO 70 60 50 ao 30 20 10 0 100.0 SO 80 74 -fill SO ao 30 20 10 0 12v Yvv so sv av 20 0 20 4o so $v ivo i6v Project: C:~outguttS3TLHD1~~10-07185.M3T Page 3 RAWFORf,:E Ver 2.0 (a) ~uymase ~ 2Ub6 Phone: (416) 735-7453 23 jul 2009 icensed to:. Sgbre ~'owers And Po..<.~ 12:49:13 Ntaxiianm Compression in Diagonals (kip) Te~ision is paganals (kip) .ev(ft) 4 3 2 3 0 I 2 3 4 'i00.0 90 80 743 60 50 4Q 30 2D 10 0 iQ0.0 90 6fl 7a 60 50 40 3D 20 30 d 4 3 2 1 ~ 1 2 ~ 4 Project: C:~thttput\S3TI.fID1~~10-07165.M3T Page RAWE'OACE Yer 2.0 {cj Gu3-mast ~ 2046 Phtsns: {416} `136-7453 23 jul 2009 icensed to: Sabres Towrers Anci poles MaxinhtYat '1'QTA~ E~UNDAI'i©2I IAADS {kip, $t-kip) 11:49:13 Project: C:\Output\83'tLF~1~\iQ-ft7185.MST ~ag~ ~ s 10-07185.txt FtAST G- Latticed Tower Analysis (linguyed)-- (c)2005~Guymast Inc 416-736-7453 Processed under license at: Sabre `rowers And Peles on: 23 jul 2009 at: 11.:47:46 iNAST GEOMETRY (ft.) PANEL NO.OF ELEV.AT ELEV.AT F:tV..AT F.W..AT TYPICAL. TYPE i.EGS BOTTOM TdP ~O`I"T'OM TOP PANEL NEIGNT X 3 9S.~0 100.00 5.00 5. 00 5 00 X 3 $0.00 95.00 5.00 . 5.00 . 5.00 X 3 75.00 80:00 5:00 5.'00 5.00 X 3 60.00 75.00 5,00 -5.00 5.00. X 3 5 5.40 60:00 5.50 5 . fl0 5.Ofl X 3 40.00: 55:00 7,00 5:50 5:00 X 3 20.00 40.00 9.00 7.00 5.00 X 3 4.00 20.00 11.00 9.00 6,67 MEMBER PROPERTIES MEMBER BOTTOM TOP X-SECTiV RADIUS ELASTIC THERMAL TYPE ELEV ELEV AREA OF GYRAT MODtILU5 EXPANSN ft ft in.sq i~ ksi /deg ~E 80.00 1oo.OD 1.075 o.7s7 29000.. O:OOO01Y.6 LE 60.:00 80.00 1.7a4 a.~8i 29vo0, O:Ofl0011:6 LE 44.00 60.00 2.228 0..787 29004. 0:0000116 LE 20:00 40.00 3.01.6 0:7$7 29000. 4.0000116 LE 0.00 X0.00 3..678 .0.787 29000. 0.000011.6 DE ZO: fl0 100.00 D .484 '0 ..626 .29000.. 0.00(T0116 t3I 0.00 20.:00 0,715 0.626 29000. 0.0(?00116 NQ 95.Ufl 1fl0.Q0 0.484 0.626 29000. O.flfl0017:6 NU 75.UO $0:00 0.484. 0.626- 29000: 0.0000116 H4 55.00 60.00 0.,484 0_626 29000. 0::.0000116 FACTORED MEMBER. RE5I51'ANCES BOTTOM TOP LEGS DIAGONALS HOitIZON'f'ALS If~tT BRAfING ELEV ELEV COMP TENS COMB TEIUS COMP TENS COMP TENS ft ft kip kip kip kip kip kip kip kip' 95:0 100.:0 31.48 48.15 6.39 6.39 5.82 5.82 0.00 0.00 80.0 95.0 31_.48 48.15 &.39 6.39 4.00 0:0E3 0.00 0:00 75.0 80.0 57:04 76.54 6.39 6.39 5::82 5'.$2 0.00 0:00 60:0 75.0 57`.04 76.54 6.39 6.39 0.00 0.00 .0...00. 0.00 55.0 60.0 82.52 100.35 6:39 6.39 5.82 5:82 0.130 0.00 40.0 55:.0 82.52 100..35 6:.39 6:39 0.00 a,DO 0.00 0.00. 20.0 40.D .110.98 13.5.90 5:53 5.63 0.00 0.40 0.00 0.00 0,0 20.0 ].26.08 165.60 5.14 5.14 C.OQ 0,00 0.00 0.00 ---------- Page A1 -------- --- - v 10-073g5.txt * only 3 conditions}...shown- in full ~ Same concentrated wind loads may have been derived from full--scale wind tunnel testing LOADING CONDITION A - ----__-__~-_~--_----_______ ---_ Z35 ntph wind tvi ~h no ice. wind Azimuth : Ot7 MAST L€lADING: LOAD ELEV APPLY..LdAD..AT TYPE RADIUS AZI. ft' ft c 110.7 -0:00 0;0 C 300.0 0.00 0.0 G 300:'0 0:00 0.0 D x.00.0 0.00 0.0 D 9S'.0 0.00 0:0 D '95.0 0:00 0.0 D 80.0 0,00 0.0 ~ sa.o ©.t~Q o.v d 75.0 0.00 0..0 75.0 0:00 0,0 D .60..0. 0.00 0.0 a 6a.a o.oa o.o n ss.o 0.oa 0:0 a ss.a o.oa a:a D 40.0 O: E?0 0.0 D 40.0. :0.00 4:0 D 200 4.00 O.Q n za.0 o.a4 a.a D 0.0 0.00 O.a S1IPPRESS PitIN7ING LOAb .....-.FORCES.,.... ......MOMENTS..,... AZI. HORIZ DOWN VERTICAL TdRSNAL fc p kip ft-kip ft-ki p 0.0 0.46 0:04 0:00 0.00 a'.0 0.34 0.07 o:oa ©.oa o.a o:~z a.38 a:oo o.oa 0.0 ~.~~ o:oa ~.D7. -0:os 0,0 0.19 O:a4 0:03 -0.01 0.0 Oylb 0:04 0.03. -4.01 0:0 0.16 U..04 0.03 0.03 o.© o:3s o.as o.:oi -0:03 0.0 Oag U.aS O.al -0.'03 0.0 0:3:6 '4.05 0.01 =4:03 a.o 0:36 4.05 a.a3 -0.03 o:a 0.zs o.06 o:a3 -a.o3 o.a o.3g 4.0~ 0.a3 -0.03 0.0 0:16 4.05 0:01 -0.43 0:0 0..37 .0.:06 O.OZ -0.07. 0.0 0:17 0.07 O.D3 -fl.01 0.0 0.17 0:47 O.OL -0:03 0.0 t}.15 0.08 0:.02 =0:01 0.0 0.15 0:09 0.03 -0.01 .:.FOIL 'THIS LOi4DING. LOAI}S DI,SPL. MEIWBER FOUNON INPUT. FORCES TOADS ho yes -yes yes MAXINIIIMS ALL~~.DISPL. M~MBER•~FOUNDN ~O.RCErS LOAflS no no na no LOADING C8N1?ZYION M =-- --~ _- , ----'-.----- 335 mph wind with no ice. wind Azimuth: 00 MAST LOADING LflAC] ELEV ApPLY..LOAD..AT LOAD ......FORCES..:... ......~IQMENI°5:..... TYP<: .RADIUS AZI AZI HORIZ DOWN VERTICAL TdRSI4A! ft ft kip kip ft-kip ft-kip Page AZ 10-D7i85.txt C C 110.7 100.0 0..00 O.Ofl O.D O fl D.Q 0.0 0.46 0.03 0.00 0.00 C. 1D0.0 0.00 . 0.0 0:0 0.34 0.42 0.05 0..14 O.Qd 0.:00 0.00 0:00 © ~ 1.00:0 95.0 0.00 0.00 0.0 0 0 0.0 fl 0 4.19 0 19 0.03- 0.01 -0.01 d D 95.0 80 0 0:00 . 0.0 . 0.0 .. 0;15 0:03 0.03 0.01 0.01 -0.01 -O.DI D . BD.D 0.00 o.OD 0:0 o:D 0.0 o:0 0.16 0:18 0.03. O.o4 0:01 o oi -O.D1 -o Di D 7:s.o ~s.D a.o0 D.OD a.0 o D a.o D D 01s 0. o..04 . 0.03 . 0.01 D 60.0 0.00 . 0.0 . o.a 15 a.~s 0.03 o.o~ 0.01 a:ol -0.01 ~-o oi D D 60.0 55.0. O.Dt~ 0 00 0.0 0 0 0.0 0 0 0.1$ ' 0.04 ©.Ol . -0.01 D 35.0 . . 0:00 . 0.0 : 0.0 0.18 0:16 0:04- 0:04 0,03 O:OI -0.01 -4 01 1D D 40.0 40.0 0.00 0 00 0.0 0 0 0.0 D.I7 0.04 0.00 . -0.01 D 20.0 . 0:00 . 0:{} 0.0 0.4 0.17 0.17 0.05 0.05 O.OI 0 01 -fl.01 0 01 D 0 20.0 0.0 0;00 0.00 0.0 0 0 0.0 0 0 .0.15 0 15 0..06 . . 0.01 . -0.01 . . . O.OG 0.03 -O.Oi SUPPRESS PRINTING ..•FOR THIS LOADING.. LOADS DISF'L MEMBER FOLJNC~N ........,MAXINifjMS.:. ALL DrSPL t~f~++iBER ....... FOUNDN INPUT F012CE5 LOADS FORCES LOADS rro yes yes yes na na no no LOADING CONpITION Y = __- ----~---- _______ _~__ Nom, 30 mph tiv-ind with D.S ice. wind Azimuth: OD MAST LOADING LOAD ELEV APPLY..LOAD..At TYPE RA[3I AZI ~ f~ C .110.7 0'.00 0.0 C Ifl0.0 0.00 0.0 c lOD.a o.00 a.D D lOD.D o.0a 0.0 D :95.0' 0.00 0.0 D 95:0 0.00 0.0 D 80.0 :0.00 0..0 a so.o D.00 0.0 D 75.0 0.00 0.0 t~ 75.0 0:00 0.0 D 60.0 0 . fl0 0.0 D G0. () O . D0 0.0 D 55.0 0.00 0.0 D 55.0 0.00 0.0 LOAD .. .FARCES ~ .. .MOMENITS.: l~ZI NORIZ :DOWN VERTICAL 70RSNAL ki p ki p ft-kip ft-ki p 0.0 0.05 0.19 0.00 0.00 O.fl o.D2 0.12 O:Od o.oD 0:0 D.02 0.32 0,00 O:OD a.v D.D1 =0.1.6 D.D4 O.OD 0.0 0:01 ••0.16 0.04 0.00 0.0 0.01 0.13 0.04 0.00 0.0 0.01 0.13 0:04 0.00 0.0 0.01 0.17 0.04 0.00 O.o D.ol v.17 .0.04 ©.oo 0.0 0.01 0.14 0.04 0.00 O.D 0.01 0.14 0.04 0.00 0.0 0.01 0.17 0.04 0.00 0.0 0.01 0.17 0.04 D.00 D.0 o..D1 o.ls a.04 o.oD Page A3 D 40.0 0.00 0.0 0.0 10-07©I5.txt 0.16 0 43 0 00 D d 40.0 .20.0 0.00 0,40 0,0 0.0 0:0 0.0 0.01 0.01 0.17 0.18 . 0.05 0 04 . 0.00 0 04 [3 D 20:0 0.0 0.00 0 00 4.0 0 0 0.0 0 0 0.01 0.18 . fl.47 . 0.00 . . . 0.01 0.19 0.09 0.00 SUPPRE55 PRINTING ' ..FOR THIS LOADING.. LOADS DISPL MEMBER FOllNDN INPUT FORCES LOADS .... .MAXIMUMS. ALL. .DISPL MEMBER~~FOUNDN FORCES L0;4D5 no yes yes yes no na no no MAXIMUM MAST DISPLACEMENTS;. ELEV ------DEFLECTIONS (ft)----- ft NORTH ELCSr DowN 100.0 0.:983 G 0.878 .7 0-,007 G 95.0 0.902 G .4:797 7 0.006 G 9fl:n 0:814 G 0..719. 7 0.005 G ss.n o72~ G o.64n ~ 0.4ns ~ 80.0 0:641. G 0.565 J fl:004 G 75.fl . 0:559 G 0.492 7 0.00 3 G 70.fl 0:483 G 4.425 7 . 0:003 e 65.0 0.4fl$ G 4.359 ~ 0.043 e 60.0 0.343 G 0.301 J O.:E)03 e 55.0 -0.283 G 0.248 7 0.002 e 50.0 0.233 G 0.204 7 0.042 Y 45..0 0.186 G 0.163- J 0.042 Y 40.0 0.147 G' 4.129 J .002 Y 35.0 0..112 G 0.098 7 0.€?02 Y 30.0 0,0$4 G 4.073 3 i~.OQ2 Y 25.fl 0,059 G 4.051 J 0.001 Y z4:0 O.fl39 ~ 0.034 a x.001 d 1.3.3 0.419 G 0.017 J O:flOi d 6.7 0.`n{?5 G 0.005 ] 0.000 d 0.0 O.Q00 A O.OOO. A O:OOn A MAXIMUM TENSION IIV MAST MEMBERS (ICT p) ELEV LEGS DIAfi HORiZ ft --TILTS (DEG)-_- NORThi EAST 1...023 G 0.9I2 _7 1.019 G 0.907 J 1;fl03 'G 0.893 0.977 G 4.86$ 3 0;935 G 0.830 7 0.:898 G 0.796 ~ o.s4~ G 4.7~s ~. 0.778 G 0.688 0:682 G 0.511 0:620 G 0:546 ~ 0.549 G .0.483 J 0.475 G 0.418 J 0..402 G 0.3 53 7 4,347 G 0.305 7 4.293 G fl:257 7 0.239 G 0.209 J 0.184 G 0.1.62 ] ,O.lz~ G x.108 '~ t?:061 G 0:053 ~ 0.000 A 0.000 A BRAG 0.44 C .0.00 .A 4.43 A a:oo A 0.01. 5 :0.00 A 0.43 A 0.00 A 4.26 A 0.40 A Page A4 200. fl . 1:37 M 1.26 P 48 ~ 4 ~ 25 D 90.0 - - --- ---- _ --- 7.60 M ].:64 V 85.0 - --_---------- ------- 12.15 NI 2.05 ] 80.0 - -------------- ------- 16..99 M 2.4$ U 'i'W25T DEG -0.105 0 -0.104.0 -4: lfl2 a -4.099 0 -4.095 0 0.090.0. --0.983 0 -0.075 0 -0.066 a -0:057 O --0.050 0 -0,042 0 0..036 4 -fl.030 O -0.024 0 -U.O18 0 -0.01.3 0 -O. fl4s o -.0.'004 0 0.000 A 75 0 -------- -- 10-07185.txt . .23.87 --- M ------- 2.97 C 0.07 A 0.00 A 70.0 ----=--- 3Q.57 ---~- M: ____-_ 3 .28 P fl.02 S 0.00 A 65.0 -------- 39.25 ----- M . -------- 3.69 ~ 0.07 A 0.00 A 60.0 -------- 45.:21 ----- ~i -------- 2:45 U 0,28 s 0, 0(} A. 55:0 -------- 50,84 ----- M -------- Z.60 e 0.0? A 0.00 A 50:0 - ---__-- 54.79 ----- M --- ---- X2.48 U 0.00 A 0.00 A 45.0 - --60.15 -~ -- - -2:67 C 0.03 a 0.00 A 40.0 _ _ ------ -64 37 ----- M ___-_--_ 2;58 V ~•O1 A fl.QO A 35,0 - --- ---- 69.53 ----- M - ----- 2;$2 C. 0.04 A 0.0q A 3fl.:0 - --- ---- 73.$9 ---__ ~ _ ---- 2.81 V 0;02 A 0,00 A 25.0 - ------~_ 78 95 _-__- M - ----- 3..02 C 0.03 A 0.00 A za.o - --- --- 84 10 ----- Nt - ---- 3:31 17 0.03 A a.oo a 13.3 - --- --- 90.55 ----- M - ->- 3.47 C 0;01 A 0.00 A 5.7 - -- - 96 SO -- - M - --- 3.54 1l 0..03 A 0.00 A 0.0 - --- - ..__- - ____ a.0o A o.0o A M;4XIMUM CQMPRE55I8N IlY MA5T NtEM6ERS (kip) ELEV ft LEGS DIAL HORI2 BRACE 100:0 _ __ __ __ __ ___ ____ -4.43 0 0.00 A -3. 60 G 1.28 a 95.0 --- -- -- - --.- -_.. -0.43 s 0;00 A .5.02 ~ 23 1 v 90.0 ---- ` - --- - _--- 4. -0:.01 A 0.00 A -8.46 G -1.72 C 85..0 -=--__::- ~__ -- --- - -0.03 s 0.00 A -I3 52 G 2 04 V 80.0 --- -- --- - --- --- -0.27 s 0;00 a -18 88 'G -2.73 C 75.4 -= --- ---- --- ---- -0.07 S 0.00 A 26.53 G -2.88 P 70.0 -=---~ ---- -------- -4.02. A O.OO A -34.06 G 3.46 c 65.0 -------- - ---- -------- -0:07 5` O.OQ A -43.66 G -3.67 60:0 ----- ~-- ---- ---- ---- -0.28 A 0.00 A -50.31 G -2 74 C 55:0 ----- --- ---- -------- -0..07 5 O;OO A -5b 94 G -2.34 u 50.0 --- --- ---- -----.-.-- 0.00 5 0.00 A -b1:4Z G -2.7fi. ~ page AS 45 0 -------- - 10-07185.txt . -57.GI ---- G --____-- -2.47 V -0. t36 5 0.00 A 40.0 ---_..--- ----- --------- -0.01 5 fl.00 A =72.43 G -2.87 C. 35.0 -_------- ----- ------=- -0.04 S 0.00 A -78.41 G -2..70 V 3o.n --------- ---- -------- -o.oz s o.00 a -83.45 G -3.04 C 25.0 --------- ---- ---_-.._: -0,03 5 O.OO A -89,32 G -2.94 1! zb.o ---- --- ---- -- ~_ =0.03 s o.0o A X95 3I G 3.33 G 13.3 ---- --- ---- -- ~__ -0:01 S © 00 A -102 99 G 3.43 V , 6:7 ---- --- ---- -- ---- -0.03 5 0.00 A -108.83 G -3.73 C 0:0 --------- - - -------- 0..0(3 A 0.00 A MAXINWM INDIVIDUAL FQUM1lDATrON LOi4D5; '(kip) --------------~LOAa---COMPONENT5--__~~___-__~ T(7tAL ~EOR`I;FI EAST Df?WH UPl.IFE' SfIEAR 11.76 G -10.01 ~ 113.4$ G -94:60 M 11:75 G MAXIh1UM TOTAL tOAbS ON ~OUNUATION (kip & kip-ft) _...~ .,.... ...-_r...__ ---HOttIZONTAL-.---- t1bWN ---------OVERTURNING------~-~- TORSION N(7RTH EAST TOTAL NORTH EAST TOTAL ~ (3.0 ~ ($ 0.0 14.6 17..0 19.6 16.7 1062.5. 928:7 10.51.5 -5.0 5` V S d G ~ G (} Page A6 MAT FOUNUATiON DESIGN BY SABRE TOWERS & POLES Tower Description 100' S3TL Series HD1 Gus#omer US FISH AND WILDLIFE Project tVumber 10-07185 Date 814/2009' Engineer NJS Overall Loads: Factored Moment {ft-kips) Factored;Axial {kips) Factored Shear (kips) Individual Leg Loads: Factored.Upiift (kips} Factored Downtaad {kips) :Factored. Shear (Icipsj Width of Tower {ft} Ultimate Bearing' Pressure Bearing ~s Overtaming CDs Bearing Design Sfrength (ksf) Wafer Tat~ie Bekrnt Grade (ft) 1tVidth of Niat {tt) Thickness. of Mat (ft) Depth to Bottom ofSiab (ft) Bolt: Circle Diameter (in) Tap of Concrete to -Tap ofi Bottom Threads (in) Diameter of Rier (ft) Nt. of PierP~bove Ground (ft) hlt. of Pier Below Ground {ft) Quantity of Bars in:Mat Bar `Diameter in"Mat (inj i4rea of bars ih Mat (in2) Spacing of Bars tt Maf (in) Quantity of Bars Pier Bar Diattieter in Fier (in) lie Bar Diameter in Pier {in} Spacing of Ties (in) Acea of Bars. in Pier (in2) Spacing of Bars in Pier (in): f c (ksij fy (ksi) UnitVVt. ofSoil (kcf) t)nit 1Nt. of Concrete (kcf) 1loiurne of Concrete (yc13} u ~~6.'1 53 ~~' ~~ -~~~fi _ ~-=57- i?~ 1Xnchor Bait Count (per feg} ti 4 Max. i=adored Net bearing Pressure (ksf} Minimum Mat Width (ftj Minimum. Pier Diameter (ft) Equivalent Square b (ft) i2ecomrnended Spacing (inj Minimum Pier Ag (in2j Recommended. Spacing ~nj ,,~ .. _ ~' ~: r: 2 22 ~~'~-~` ;~ v ,~ ~ a :6z°itd` P ~~ 2'f .42 MA?' FOUNt)AT(C1N bESIGN BY SAi3RE TOWERS ~ POLES {COiVTINUED) Two-Way.Shear: Averaged (in) 14 ~V~(kiPs). ~ V„ {kips) ~~~~ , ~v~= ~{2 + 4"I;3~P~"~bd 540.6 ~V~=~(asd/bo+2)f~"~bod 645.2 ~V~_ ~f~ir2bed 36Q.4 Shear perimetee; b, {in) 138:23 ~~ 1 Slab"tlity; Resisting moment. 1*~31.51 Overturning Design. Strength (1~-k ) ~~ ' ~ ' ~ ~ Factored dverturnin Moirient f#-k ~ 3_ Orte-lNay Shear: _ ~Vc (kills) ~ ~~ Vy {kips) .° ~~ Pier Design: . _ . _ [resign. Tensile Strength (kips) _. . 4 Tu {kips) ~rV~ {kips) V„ (kips) VS {trip's) ,~a ~ '~«* V9 max = 4 f~'~liK,d (kips) ~. Maximum Spacing (in) 12.Q0 (Only if Shear Ties are Required) Actual NookDevelap"menu {in} 3:d0 Req'd Hook Development Idn (in) 11.50 *** .Ref.. ACI 11.5.5 & 11:5.6.3 Mchor l3ott Puti-Out:. ~o=~~.{?J3)P~,n{2.8AstoaE} 4A~.at) ~'u (kips) - : ~~:. Pier f~ebar Development Length (in . _ Required Length ofi Develppment{in) z ~~~ Flexure in Slab: ~M„ (ft-kips) ,. .r" ~ M„ (ft kips) _.. - a {in} 1.62 Steel Ratio O.Q0452 ¢~ Q:85 ftitlaximurri Steel Ratio (,75po) O.Q160 Minimum Steel Ratio U.00~ 8 Rebar Development in Pad {in) ,~ Required- Development in Pad {in) ~$~ ~ ; Condition 1 is QK, 0 Faits Minimum Mat 11Vidth 1 Maximum $oil' Bearing Pressure 1 Pier Area of Steel 1 Pier Shear 1 Two-Way Shear 1 Overturning 1 Anchor Bol# Putl-Out 1 Flexure Stee! Ratio 1 Length of ~evefoprr-ent in Pad 1 fnteraetinn Diagra~i Vsua! Check 1 One-Way Shear 1 Hook- Development 1 Minimum Mat De th 1 }~, f1~/ 1 v wfux ~earen itesutts Yage 1 ofl -- -- -` ` FCC Home ~ Search ~ Updates j E-Filing ~ Initiatives ~ For Consumers ~ Find People ¥ h . Antenna Structure Registration FCC > iMZ¢ > p5R > Online Systems >'TOWAIR FCC Site Maw 70WAIR Determination Results ~~+~ New Search ~ Printable Page *** NOTICE **'~ 70WAIR`s findings are not definitive or binding, and we cannot, guarantee that the data in T0INAIR-are fully current and accurate: In some instances, T0INATR mayyiefd results that differ from application of the criteria set out in 4.7 C.F.R. Section 17.7 and 14 C.F.R. Section 77.13. A positive.finding by TOiNlAIR recommending notification should: be given considerable weight. On the otfier F-and, a'finding by TOINAIR recommending eitherfoi• or against notification is not conclusive. It is'the responsibility of each ASR,participant to'exercise`due diligence fo determine if it i7tust coordinate its. structure with the FAA.. TOWAIR is only one tool designed to assist ASR participants in exercising tfiis due diligence, and further investigation may be necessary to determine if FAA coordination is appropriate. DETERMINATION Results Structure dot=s not require registration. There are no airports within 8 kifameters (5 mites) bf the coordinates you provided. Your Specifications NAD83 Coordinates Latitude Longitude Measurements (Meters) Overall Structure Height (AGL) Support Structure Height (AGL) Site Elevation (AMSL) 29-42-31,0 north 093-55-:14.0 west 30.5 0 0 Structurre Type. TOWER -Free standing or Guyed Structure used for Communications Purposes lower Gc~ns~ruction Notifications Notify Tribes-and Historic Preservation: Officers of your plans to build a tower. ASR Hetp ASR License GlossarX -FAQ - C.1nline Help - 13ocumentation - Technical S~por~ ASR Online TOWAIR- GORES -ASR Online Fiiin Systems _ _9 - Application Search= _Regist_raton Search, About ASR Privecy_Sta_tement -About A5R -ASR :Home ~~;i http:/Jwireless2.fcc:goy/UlsApp/AsrSearch/towairResult jsp;JSESSIONID ASRSEARCH... 6/18/2009 i v wAUC ~earcn xesults FCC ~ Wirel ss (U(S ~ C9RES federal Communications Commission 445 12th Street SW Washington, dC 20554 Yage L of Z lied ~ Tech Support PhOne:l-877-480-3201 TTY:].-717-338-2824 SutimiE He~p_Reau~t http://wireless2:fcc.gov/UlsApp/Asr5earch/towairResult}sp;JSESSION.ID ASRSEARCH... 6/18J2009 cn n cn a~ ~ ~ ~ w -~ ~' o~ o 0 _ -'~,. fD V O ~ ~ `„ ~, O ~ ~ ~ ~ ~ 4 ~ ~ ~ ~ ~ _ p ~ ~"~ O ~ p ~ ~ p ~ ~' . ~ ~ ~ ~ d ~ "".~ ~ • (D .. ~ (A ~ ~ ~ » ~ N ~ O ~ 0 rt ¢. z ~ o ~ ~ ~~ ~ o ~ ¢ w - o ~' --h ~ y ~-~~-- '-3 0 ~"Q' ' a~ N ~ ~ m a. ;h V ~ (p ~ Q.. ~ [ ~q A~ `n Cn ~. ~ ~. 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