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HomeMy WebLinkAbout0129483-Building (cell tower)100 W. Henry Clay St. Whitefish Bay, W153217 April 23, 2008 ~~~ I Moving Wireless Forward Phone: 414-507-3751 Fax: 414-963-9050 R ~ rjrassoc~hotmail.com ~~E® APR 2 5 2008 DEPARTMENT OF COMMUNITY DEVELOPMENT INSPECTION SERVICES DIVISION Brian Noe Oshkosh Building Dept. Brian- Enclosed are the tower revisions that 1 called you about in regards to the Building Permit # 129483 for the monopole at 14th Avenue that you stated you would like for your records. The only difference is the original plans were from Valmont tower manufacturer, and the tower ordered was from Sabre Towers, and those plans are enclosed. If you should have any questions, please feel free to contact me. Regar Dick Roge s PROJECT: OSHKOSH SE BTAF18-18-06 SURVEYED FOR: EDGE CONSULTING ENGINEERS, INC. 624 WATER STREET PRAIRIE DU SAC, WI 53578 AND SURVEYED FOR: CELLCOM, INC. 450 SECURITY BOULEVARD GREEN BAY, WI 54313 PROPERTY OWNER: JAMES KUBASTA 54 LAKE STREET OSHKOSH, WI 54901 PARCEL NO.: 91300820000 91300830000 ZONED: INDUSTRIAL DEED: DOC. NO.: 1347003 I, Craig A. Keach, hereby certify that none of the ~ W properly described hereon is within a flood plane or Z O wetlands area as defined by FEMA or Wisconsin DNR. o N SURVEYOR'S CERTIFICATE p ~ ~~_ I, Craig A. Keach, Wisconsin Registered Land Surveyor ~ ~ U of Meridian Surveying, LLC., certify that I have surveyed the 0 W ~ described properly and that the map shown is a Prue and accurate Q Z representation thereof to the best of my knowledge and belief. ( Q U J r. z°-~ Dated this day of , 2007. ~ ~ ~ wQ~ t- ~~Q WISCONSIN REGISTERED LAND SURVEYOR _Zz ~ Craig A. Keach, 5-2333 C9 O ~ W U AVENUE Q~~ m3~ P Ag,~K X188 EE41 ~ ~ CONCRETE SIDEWALK so~~ ~l #525'' #188 DD41- ~ J ~ ~ N ~ EXISTING SPLIT_ ~. RIGHT ~F,WA`f RAIL LGT 7 / 1 ,--~ - 1 PARGl~L NO.: ,,,.-- '~ J 91,7007.34100 ''~ , \ FRANKL/N OREXLER , EXISTING 1 HOUSE / LGT 1 ' PARCEL NO.: 91.7007?0000 , C.S.M. ND. 2301 RPR & D~~ THOMPSON , , f~ GARAGE ~ `~ ~~IINI~e~ ,µ~~~wi~tmt~„ =-- y ` ~ ~3 ~ I ~s' ~ ~ ',~ ~ 21 y . LGT 5 ~~ 1 -'` LG 14 r= '° ~~ 171 ~- ~ co - PARGEL NO.: N 1 ~ 91.744814400 a . 1 ~ _ ~ PRU°ERTY oNNL7~• LGT '~ -''~ ~ JEFFREY d~ SANDRA BL~{YARD ' J ~aT ~~ ~ ~~-~~ I ` ~ ~ ` t ~~ ~~~ ~ ~~ ~ ~~ ! in I ~ GARAGE ~~ (~ ~ . i _, 30" 79.1' ILGT6" ,.- 86.4' ~( LGT 14 ~ ARC PARGIZ NO.: 91,3048?0000 PRGi°ER1Y ONNE~ JAMES KUBASTA I I I S x i i i r X i k ~ I I ~ ~ PARG~"L NO.: i ~ 91,700740000 ~ ~ PARCEL NO.: ~ PRGI°ER1Y ONNER• i 91,700750000 ~ LYTY OF OSHKOSH PRra°ERTY pyly£R.. ~ ~ KELL Y BURN£TT k i ~ ~ 5 ~ a 5 r i ~ ~ ~ G 36" i i ~ ~ I ~ i i (S00'-14'-55"W) ~ S00'-53'-40"E ~ ~' 31.45' i ~ LGT 7 _ -- --~ ~ LG1~ 8 .:..::' ~5~~~,~ •, ~• o ~~ " ~ 5~ LGT i5 L:Qfi. ~l~ ~ ~ q N~% ' w !~ PARGl2' NQ: "~_-I ~ ° 125.4' -------__ 9100694040 ~ $ PARCEL NO.; PRG~RIY OMNER' ~ m ' i ` 91,304670000 /.4~1/ES KUBASTA F PRQ°ERTY ONNER.• I ANDREA RENNERT ' 12 1,5 ti. ~ ~:~I ~ ;• I PARCEL NO.: 91344860000 , ~ PRGi°L7TTY ONNER.• ., :~" . ~ .'' ' . ~ CHARLES PH/CUPS ' 119.5' ~ ~ .:.1 , ~ :i:, ~ ;{ 0~ ~ ~~~~~G 5p~ ~~ ~~ P C i PARCEL NO.: PARCEL NO..• 91.700760000 91.300770000 EXISTING GARAGE XISTING GARAGE [_GT 9 I LG~f 10 LGT 17 ~ LL7T 1~ ~n .' I LoT z ~~ ~~ ~ ~~~ ~ ~ ~~. ~ ~ ~ ~ ~~~ ~~, ~P,~,.., ~ ~ . EXISTING r C.S.M. ND. 2301 °.R - - HOUSE r G ~ ~~~~;"~' `~~~~; „ ( .... . NO. 526 w 3 ~ ' ~~~~ .` . ~' ~~ - ~., ~ EXISTING PARCEL NO.; `~ ° EXISTING I ' ` ,I I BUILDING 9L300850000 SW CORNER ° M BUILDING I`-, : ;. .......`` I ,: ' N NO. 512 BLGCK 104 '~ N N0. 520 . . = . . ~ o PARLI~Z NQ: -GRIGINAL PLAT 3RD WARD , ; ~ ° ' ' : ; N 91.340844044 oo ~ L , ~ ~ ~ I ~ PRGt°E7PTY ONNEX• - ~ ' " <~ ;:FILL/AM ~ ELLEN Z/EBE1L W (WEST S88'-51 -27 100.07 CbNCRETE SIDEWALK x T ~ X188 LL41 188 JJ41 ~ ii i NBS'-51~-27"E 329.94'. ; ~ \\~p< WEST o 14TH ~ .AVENUE ~~op~, ~ ASPHALT ROADWAY i '~'' BMA \'p LEGEND ~ = 1" X 24" IRON PIPE SET • = _ 1" IRON PIPE FOUND X = CHISELED CROSS FOUND ^ = 8" NAIL SET () = RECORDED INFORMATION ~ = TELEPHONE PEDESTAL = FIRE HYDRANT ~ = STORM MANHOLE B = STORM INLET (SQUARE) 6 = GAS METER = FIBER OP11C SIGN `~ = EXISTING POWER POLE --3= EXISTING GUY ANCHOR ~ = DOOR -OPL- = OVERHEAD ELECTRIC -E- _ BURIED ELECTRIC -F- = BURIED FIBER OPTIC -••- _ PROPERTY LINE = EXISTING ARBORVITAE TREE = EXISTING TREE r- DPL----OPL- --DPL---'DPL~J---OPL ---DPL----DPL---'DPL ~,aa #188 LL51 ---~~ I-MM51 ---~- GRAPHIC SCALE ~ 0 20 4a eo 1 inch = 40 ft. PROPOSED TOWER BASE LATITUDE: 44'- 0 0' - 21.2 7" LONGITUDE: 88'-33'-03.63" (Per North American Dotum of 83/91) Ground Elevation: 761.5' (Per National Geodetic Vertical Datum of 1929) SITE NAME: SITE ADDRESS: OSHKOSH SE 520 W. 14TH AVENUE SITE NUMBER: BTAF18-18-06 OSHKOSH, WI 52303 MERIDIAN SURVEYING. LI~C' N8774 Firelane 1 Office: 920-993-Oa81 Menasha, WI 54952 Fax: 920-273-6037 SITE SURVEY FOR CELLCOM BEING A PART OF LOT'S 14 & 15, BLOCK 104 OF THE ORIGINAL PLAT OF THE 3RD WARD, CITY OF OSHKOSH, WINNEBAGO COUNTY, WISCONSIN ": ~, ,~, ;~ L ;; - , i r~~l~ ~~, - ~ - t'?o'~_ _I RIGHT-OF-WAY LINE 188 KK51 _RIGHT-OF_WAY LINE_ _ -VICINITY MAP- 1 12/17/07 MOVED LEASE dt EASEMENTS J.D. N0. DAIE DESCRIPnON BY~ aR~~rv er: J.D. ar~arm er. C.A.K. ,,~ ,~; 516,3-8118 v~~ 12-28-06 ~av eocvr.• M-4, PG. 55 ~, 1 ~ 2 ~'S89'-04'-56"W'in~i ~~'~ . 4.00' N8~'-~4'-58"E 40.00' 08~ ,. ~ P , b' S I 760' - _ -- - i 759.9 LET , 7 - - - - I i ~ - ~ X LET S ~ S ~ d '/ ~•,P ~ i_~1 6 ~ G PROPOSED 20.2 TOWER w / ' 1 I N / ob I to ' i 24.5'~N r -.""~ I / t 3 27.T'~ ~ °o / cv „y-.- LEASE N ~ PARCEL L7T 5 1 1 P,D #R520~ ln' LCT 14 ,800 SQ. FT. , 1~ I i -~'- o FIRST FLOOR ,.~- ~-- ro i ~ ', ELEVATION: 761.5'-~ N , QO I L"uT 3 EXISTING BOARD FENCE GARAGE EXI5TING HOUSE N0. 526 N 19"-44'-58"W ~ . N85'-O6'-30"E s,4s' I i I C '8' WIDE Ui lJ'TY EASEMENT , ~ 1 M ~ M 3 { i M I t .M ~ ( a 135.3' °o iZ { i I ~ m t - . ~ a I~ 4 ~rv~ k ~ -~ :r, ` '.~ I ~ ~!r a i ~~,. , ~~' t w ~~ 3 ~ N ~ o ° M, I 1 { +a ~ ' 1n ',~ ~ ~ I o ~ i a . . ~. o o ~ z o_ P. ' >~- Q I i OVERHEAD DOOR OVERHEAD DOOR EXISTING BUILDING N0. 520 .L J P I ~. . o .~' ~: ~M 7' ,/: VENT .760. .. ,~' - ~ i i, ~~ ;.y. .. I ~ S. I ;, •. I I ~ ~ 74 3 G R EXISTING CHAIN LINK FENCE . ~ 759.9 I i ~. 'I . LLT 15 X I i N89'-04'-58"E I ~. 10.01 , ~ .I ~ ~. ,- i ~. ~. ~ , ... ', I o o ~ i. i• ~o ,. . ~ D~7 16 ~ ~ ~ ~ !I N. . L...X...: ~ 1 60 X it ~ . 7 IX i i. ~~ ... o o ~ ~ i i V ~; ~ I 4~. 7.61.2 Y ~ •~ ~ ~~ , .:~~ h ~. ~ X ~ ~. ~ . ~I ~~ coNC. , r, •. CONC. CQ" . ~.. _.. CONCRETE SIDEWALK X188 LL41 ', GRASS GRASS u _ i BENCHMARK INFORMAT[ON SITE BENCHMARK: BM A ( ) TOP RIM OF MANHOLE; LOCATED ON THE SOUTH SIDE OF W. 14TH AVENUE ELEVATION: 760.99' J ASPHALT ROADWAY. i GRAVEL ~ i i i i EXISTING BOARD FENCE LEASE PARCEL W QZ ZO O W ~ _ ~O~ ~ ~ pV0 ~W~ ~ Q I WJ Utl~ Z W ~ lY wQ"~ ~~~ ~'~Q 0_ Z (~ ?... ~Z~ Z W ~O~ QNf~ m~~ A part of Lot Two (2) of Certified Survey Map No. 2301, Document No. 761061 of Winnebago County Records being a subdivision of Lot Six (6) and Lot Fourteen (14), Block One hundred four (104), Original Plat of the Third Ward, City of Oshkosh, Winnebago County, Wisconsin contaiung 1,600 square feet (0,037 acres) of land and being descnbed by: Commencing at the Southwest Corner of said Block 104, Original Plat of the Third Ward; thence N$8°-51'-27"E 329.94 feet along the South line of said Block 104 also being the North Right-ofWWay line of West 14th Avenue to the Southwest corner of Lot 2 of said Certified Survey Map No.2301; thence N00°-53'-30"W (Recorded as N00°-15'-03"E)115.55 feet along the west line of said Lot 2; thence N89°-06'-30"E 9.46 feet to the paint of beginning, thence N00°-55'-02"W 40.00 feet; thence N89°-04'-58°E 40.00 feet; thence S00°-SS'-02°E 40,00 feet; thence S89°-04'-58"W 40,00 to the point of beginning, being subject to any and all easements and restrictions of record, 20 FOOT WIDE INGRESS(EGRESS EASEMENT A part of Lot Two (2) of Certified Survey Map No, 2301, Document Na. 761061, of Winnebago County Records and part of Lot Fifteen (15), Block One hundred four (104), Original Plat of the Third Ward, City of Oshkosh, Winnebago County, Wisconsin containing 2,738 square feet (0:063 acres) of land and being 10 feet oach side of and parallel to the following described line: Commencing at the Southwest Comer of said Block 104, Original Plat of the Third Ward; thence N88°-51'-27"E 329.94 feet along the South line of said Block 104 also being the North Right-olwWay line of West 14th Avenue to the Southwest comer of Lot 2 of said Certified Survey Map No. 2301; thence N00°-53'-30°W (Recorded as N00°-15'-03°E)115.55 feet along the west line of said Lot 2; thenceN89°-06'-30"E 9.46 feet; thence N00°•55'-02"W 40.00 feet; thenceN89°-04'-58"E 40.00 feet; thence S00°-55'-02"E 30.00 feet to the point of beginning; thenceN89°-04'-58"E 10.01 feet; thence S00°-55'-02"E 115.25 feet; thence 529°-08'-06'"W 11,65 feet to the South line ofsaid Black 104 also being the North Right-of--Way line of West 14th Avenue and the point of termination, The side lot lines of said easement are to be shortened or lengthened to terminate at the South line of said Block 104 also 1>eirrg the North Right-of-Way line of West 14th Avenue, 8 FOOT WIDE UTILITY EASEMENT'' LEGEND QJ ,o #188 JJ41 ,op <~ , ~p <~ , GRAPHIC SCALE 1 inch = 20 f~ o = 1" X 24" IRON PIPE SET • = 1" IRON PIPE FOUND X = CHISELED CROSS FOUND ^ = 8" NAIL SET () = RECORDED INFORMATION ~ = TELEPHONE PEDESTAL ~7 = FIRE HYDRANT ~ = STORM MANHOLE 8 = STORM INLET (SQUARE) e = GAS METER = FIBER OPTIC SIGN `~ = EXISTING POWER POLE ~= EXISTING GUY ANCHOR ~ = DOOR -OPL- = OVERHEAD ELECTRIC -E- = BURIED ELECTRIC -F- = BURIED FIBER OPTIC -•~- = PROPERTY LINE = EXISTING ARBORVITAE TREE ~ = EXISTING TREE SITE NAME: SITE ADDRESS: OSHKOSH SE 520 W. 1 SITE NUMBER: 4TH AVENUE BTAFt8-18-06 OSHKOSH, WI 52303 SURYEYlNG I1,C N8774 Flrelane 1 Office: 920-993-0881 Menasha, WI 54952 Fax: 920-273-6037 A part of Lot Two (2) of Certified Survey Map No. 2301, Document No, 761061 of Winnebago County Records and part of Lot Fifteen (15), Block One hundred four (104), Original Plat of the Third VWard, City of Oshkosh, Winnebago County, Wisconsin containing 1,243 square feet (0.029 acres) of land and being 4 feet each side of and parallel to the following described line: Commencing at the Southwest Comer of said Block 104, Original Plat aftbe Third Ward; thence N8$°-S1'-27"E 329.94 feet along the South line of said Block 104 also being the North Right-of--Way ]line of West 14th Avenue to the Southwest comer of Lot 2 of said Certified Survey Map No. 2301; thence N00°-53'-30"W i(Recorded as N00°-15'-03 "E)11S.S5 feet along the west line of said Lot 2; thenceN89°-06'-30"E 9.46 feet; theme N00°-5S'-02"W 40.00 feet; thence 589°-04'-58"W 4.00 feet the point of beginning; thence S00°-SS'-02"E 155,33 fcet to the South line of said Block 104 also being the North Right-of--Way line of West 14th Avenue and the point of temrinatian. The side lot lines of said easement are to be shortened or lengthened to terminate at the South lino of said Block 104 also being the North Right-of--Way line of West 14th Avenue, I, Craig A, Keach, hereby certify That none of the property described hereon is wikhin a flood plane or wetlands area as defined by FEMA or Wisconsin DNR, SURVEYOR'S CERTIFICATE I, Craig A. Keach, Wisconsin Registered Land Surveyor of Meridian Surveying, LLC,, certify that I have surveyed fhe described propety and that fhe map shown is a true and accurate representation (hereof to fhe best of my knowledge and belief, Dated this day of , 2007, WISCONSIN REGISTERED LAND SURVEYOR Craig A. Keach, S-2333 SITE SURVEY FOR CELLCOM BEING A PART OF LOT'S 14 & 15, BLOCK 104 OF THE ORIGINAL PLAT OF THE 3RD WARD, CITY OF OSHKOSH, WINNEBAGO COUNTY, WISCONSIN 1 12/17/07 MOVED LEASE & EASEMENTS JD. N0. DATE DESCRIP110N BY ar~awvsr. ~~ ,,~ ~,; 516,3-i~118 oA~;. 12-28-06 eaar M-4, PG. 55 sr~r 2 ~ 2 '`~ // ~~ ~ x / ~ -« l -~-~- -. ,~~ T NORTH ~.~ ,m i-~- ~`, _ ~ _ t,, . _ X ~" _ ~ ' „ +~~' ~ . e,,..~-~ _ - - ~ , ,~ --t~" PROPE2TYNUMBERi PROPERTYNUMBER: w. :~. - ~ ~ • ~ X ~rf ~~~ - W:cc-~ ~ 91300740000 91300750000 ` ~ - ~ • ' PROPERTYNUMBE X • __ -.__ 91300730700 ~~~ ~ ~ ~ ~ _'~' ' -_ ~_ ~ I X J~ ~ ~ -,..,* ~ ~, X M- ~~ rte', ~ . ;; ,;, .EXISTING ' BUILDING' I X ~~ ~ - ~ ~U~SFT6ACKLII,E SITE AERIAL t~VERV~EV~I ' 'A' Fi<vivi rcESiiiLiv~ES '~.. A X _ 7 0 SEfBA K LINE C - -- EROM RESIDENCES X PROPOSED 40` X 40' CELLCOM LEASE AREA ' ~~, 2bSETBAGKLINE ~ I PROPERTY NUMBER: FROM PROPERTY LINES , - = ~ - X 91300120000 ;. Xr---X---+X 7E--X i X-- PARCEGLINE ~ ', ~ PROPOSED CELLCOM E9UIPME .I PROPOSED70' U.' = AND PLATFORM X ~ ~ ~~~; ~~. EXISTING MONOPOLETOWE~~ l- ' ~ ~ ,, BUILDING ` ~ .© ' ~ i' -- ~, _~ i, ~ ' ', ~ 7" SETBACK LINE _ _--------- _ ~~ ~ i ~ ' FRAM RESIDENCES ~ _ ~ i i y ' ` i 1-' I ~/X _' ~ ` PROPERTYNUMBERI `X/ i ~* 91300870000. X ~ ' `' ' 19 SETBACK: LINE ' a ' ~ FROM PROPERTY LINES i ', EXISTINGFENCELINE- I I i i m ElllN X ' i PPS ~ ,' ' ~ PROPERTY NUMBERi ' 91300810000 ~ ~ ~ X I X ' ~ _19' SETBACK LINE ' ~ ', FROM PROPERIYTINES ~~ ~ ' ~' ~ ~ ~ - z EXISTING ~ i m ~ - ~ BUILD N C L OFPROPOSED I G 8 WIDE ~ / _ ,~ ' UTfLITYEASEMENT ~ ' ~ ' ~ ' ' c ~ ~ i i , `~ ~ a ~ PROPERTYNUMBERi ` ' ~ ~ A1300860000 ' ~ , ~ , _.-C/L OF PROPOSED 20' WIDE ACCESS AND UTILITY EASEMENT ', GARAGE 70' SETBACK IJNF _ ~ FROM RESIDFPJCFS ~ ~ ~ ~ ~ W ii I 2 ~ o ~ PROPOSEDUTILTIES;VERIFY ' , -EXACT ROUTING WITH ' LOCAL PROVIDERS ~ , c >~ w GRAV~L EXISTING ° I, w `•. BUILDING ~ ~ '•, w c m EXISTING ', a _ BUILDING PROPERTY NUMBER; ~ 913W850000 w ~~ T ~ PROPERTY NUMBER: ' ~ ~ a 913008400 i c U ~ ' ' D ~ ' c 0 a a 0 ',..,. N i o ' c`w m ......; J,- - I~ ' PARCEL LINE 14TH STREET I~ #1 BB JJ41 i a c m ~ ~ m o X U U C m_O,~j ~~3 a8o W mo~~°~o o ~, ~ ~ a~3~~~a ~ ~ ry ~ ~ ~ ~ ~ N ~ o Q C a 0 v r, t0 0 •z 00 _ ~ N z ~ 0 LL ~ J m N a~~ WW= F.~N Noi '~ o z N 0 x ISSUE DATE'. ZONING DRAWINGS -1OJ16/07 PRELIM CDS-12/27/07 FINAL GDS-OTJ11/DB REVISIONS DR,4WN BY: OGD CHECKED BY: KCB PLOT DATE: 1J1T/2008 PROJECT NUMBER; 2~e FILE NAME: 15' D 15' 3D' SHEET NUMBER; SCALE; 11"x17r•1°=30' ~2"x34"•1"-15' ~ © EDGECONSULTWGENGINEE$S1NC, ' u Iq I ' COAX CABL 52" m ~ E 0 C m ~ m o } E CABINET TO BE SECURED ._ m_ o~ ~ TO PLATFORM GRATING ENTRY PANEL W/ (5) BOLTS SUPPLIED C ~, 3 a o a ~ m ~ W ~ o ot3 ~~~~ ~ ~ C N ~ CO ~ ~ ~ ~ N G' 4'd"CABINET WIDTH o 7 ` ' FUTURE EQUIPMENT ~ a G ' 8" 2'-Zl/2" 1"-93/4" CABINET ~i RATING KNOCK OUT C ~ ~ I ti ROR UTILITY CONDUITS I I I +~ i ~ I ~ 0 ! I I _ _--_~ m ' I I I I ~ -- -f ~ ~ ~ ~ 1 - ~- 1i -r - I I i I ; ' ~ I f ? ~ -I = _ - ' I I I . I I i I . I I I i I I I ' f o ~ o I I I I I I ~ I . I I I I I: I I f ~ I I I I I I II I I ,I I I ' ° °' , I ( I I I I I I I I I I I I I I I ~! I ~ i ...._ . ' ' I ISLE ~ I I I I I I I I I II I I I i iv _ i N `~ ~ , , I I I I I I: i I I I I i - - i Q o pWR I I _ f i I I I I I I I I I i I i I I ii o ,~ 0 I I I I I I I I I I I I I I I I I I I I I I I - - - _-__ I I I I ~ I f ~ 1 ~ I I I j ' ~ - - , - T I .~. .: I ~ '.,,,., i I , I I i I 0~ I I I I +~ ~ Ij 01 I I i i 4 ~ ( _... _ . ~ ' --------l l-- --~ ---- -- -- - I -- ~ -- ~- 1' I~ .. ,~. I „ ~ I 1 ~-0 I \ I ' ' ~ ~ ~~ PRIMARYMEfROCELL i ~~ EQUIPMENT CABINET i ~ ~ i ~ i ~ ~ i i '. , ' ~ ~ ~ ~ i j -____-- i i D , '~----- --- C- 3'', ' V B EQUIPMENT ELEVATION ' ' A PLATFORM FRAMING LAYOUT C-3 Nrs crv~o.M~TaocE~~ W , , C-3 11X17; 3/4" = t'-0" ' 22X34;1-1 J2" =1-0" ' ~~~~~ ' ' 3'_2" EXISTIN G CONCRETE FLOOR ~ ~ , ~ p ~ I - ~ . ' GRATING SPAN 3'-0" ° ° ° " 4, D , ~ -.. ~ -~ ~, 4 Q Q 4 4 w , , d D -.,.-- ----------------- -- ------- - ° a D D D D ~y ~, ~° o ~~, ~,~0. I ~, < D D D a ~ ~ ~ ! d --' -'-- ------------ ---- ---- - ------------ - e a m " I e ~ o P ° ~ D b .° .° a ~ P , ~ > ~ I ~ p C-u w ~ ', COPCD L3X3X q (T`!P,) d ~ 4 ra ° _ m I z lb" CARFLEX CONDUIT ( I ~ ~ fSSUE DATE: I ' ~ ROUTED UP BENEATH CABINET PLATE3/8'X6"X6° I P: o ' p ' 4 ING D WI GS- D 6 ZON RA N 1 /1 /07 o m ) ° ° PRELIM CDS-12 27 07 Q li Q~ 4 PLATE 3/B"X10"X1'-2" ~ 4; Q HNALCDS-01/1]/OB n D h D D D a (rvP,) ~ " ° > ° ° (A)~kSVERTICAL BARSTYA. 4'p 4 ~ ~ ' D ~ ~ D 4'p ~ p ~~ Q 1"NON$HRINKGROUT D D D D , 6 .4 a A ~ o .a D D : a , D' L1 ~~.. D' D ° D D D D D ° D Q D , ~ , Q Q' Q a , , , ° n REVISIONS: , ' D ° ° ° D ~ a ~ !> 0 a ~ D ~ D D ~ ' D a D ~ D - P p D D D D ' d D ~ ~ a D ~ D . D D a D D P' ~ ' D D ~ ~ ~ D a D ~ D a D D , ~ , ~ ~ D ~ D D a po A ' , D ' D D ~ ~ D ~ , ° ° ° ,~ o , A , ~ o ~~~ 3 ' ° D D EXISTING CONCRETE FLOOR " D D D D D #A HORIX, HOOPS ~ 12 0.0 ~ - ~~ 5~, 4 4 ~ ~, ~', d D n ' ' , ' a ' a p , p • DRAWN BY D O A a ' D Q 4 4 a o D Q D ° ° b p a,D D ~ ', ° D D D "Xi'D"ANCHOR BOLT (4TYP. ~ ) p 4 ~ CHECI4D BY ~ d D ~' p' ° ° ° ° KCB ° D D D a ' PLOT DATE; ', D D ° lJll/2008 '. ~ p PROJECTNUMAER: ~ ' ° ~ > ~ ~ 2558 ~ ', '' FRAME SECTID N FIIENAME: ~ FRAME SECTION C~'' NTS ~~, C-3 NTS E PIER SECTI ON SHEET NUMBER C-3 NTS © EDGECONSUITINGENGINEERS,INC. EDGE FLASHING NOTES: -INSTALL EDGE FLASHING OUTTO ACCOMO~AT~ MINOR SWAY OF TOWER ' ', -OVERLAP AND SEAL EDGE FLASHING ENDS'', -ANCHOR TO ALUMINUMFLASHINGTOPCAP AND MONOPOLE BOX ', -SEAL ALL SEAMS WITH EPOXY -INSTALL PERMNFS.SPECS. ', -ITVJBUILDEX-DEKSTRIPEXPANDABLEEDGE', ' FLASHING (OR EQUN) ', - ITWBUILDEX 1349 WEST BRYN MAWR AVE. ' ', ITASCA, IL 60143 ', ', 806 BUILDEX FAX; b30~95-3549 ' ' www.INMbuildex.com ROOF THICKNESS; TO BEVERIFIED 70' MONOPOLE TOWER 2~~~~ VERIFY W/ TOWER PLANS RUBBER MEMBRANE EXISTING ROOF INSULATION ~ .METAL FLANGE, MECHANICALLY FASTEN. TO METAL DECKINGWITH SIMPSON P!N SVJLB25300R/M(2), FLANGEDIAMETER TO BE DETERMINED BYTOWER DIAMEfER,TYP.OF(2) EXTERIOR GRADE SILACONE SEAL4NT -STORM COLLAR ,---RUBBER MEMBRANE SLEVE i--- BACKFILLROOFINSULATION OVERMETAL FLANGE, TYP:OF (2) ALLQW SPACE IN ROOF OPENING TO ACCOUNT FOR TOWER SWAY A FLASH[NG DETAIL C-4 11X17 - NTS 22X34-NTS u C ~1 ~ n E m ~m o c ~~ `-'fit ~~3~8~ W~'o~~o oy .~ ~ 0~3 ~~~.~ C a ~ N m 'y ~ ~~N j ~o W a C 0 I"1 W ~ ~ fr W w w to w x N ISSUE DATE: ZONING DRAWINGS-10/16/07 PRELIM CDS -12/27/07 FINAL C05 - 01/11/08 REVLSIONS: DRAWN BV. OGD CHECKED BV: KCB PLOT DATE'. t/11 J2008 PROJECT NUMBER 2558 FILE NAME C-0d h SHEET NUMBER. © EDGE CONSULTING ENGINEERS,ING ' ti ' c SECTION 1: GENERAL REQUIREMENTS SECTION 3; TRENCHING o ~ 1.9 SITECONTR01 ~ ~ ~ ~ -0 of C D' m _ o ~ I A, THECONTRACTORISCOMPLETELYRESPONSIBLEFORCONTAINMENTOF SE I A TRO OFE OSION TT ES E NY AM GETO ~~ 3 a °oo c ~ "T SECTION 1. GENERALREQUIRE~IEI~TS 1.1 PURPOSEANDIMENT MENT R A IT . A D A D NDGON H L ADJACEMORDOWNSTREAMPROPERTIESWILLBECORRECTEDBYTHE 3,1 MATERIALS W D ~ ~ ~ 3 ~ ~ ~~ A. THE DRAWINGS ANDSPECIFICATIONSAREINTENDEDTOBEFULLYEXPLANATORY CONTRACTORATNOADDITIONALEXPENSETOOWNER. FILLMATERIALSSHALLBEOBTAINEDWHENPOSSIBL F OM A AtSEJ( VAT D E R M TERI CA E a m C v ~J ~ ~ O N ANDSUPPLEMENTARY,HOWEVER,SHOULDANYRIINGBESHOWN,INDICATED, FROMTRENCESONSITE,STRUCTURALFILL5ANDORSLURRYSHALLBFAPPROVEp ? 0 ~o 1,1 PURPOSE AND INTENT OR SPECIFIED ON ONE AND NOTTHEOTHERIiSHALLBEDONETHESAME B. THE CONTRACTOR IS TO MA1MAlNADE9UATEDRAINAGEATALLTIMES. DO NOT BYTHECONSTRUGTIONMANAGERANDSHALLCONFORMTOLOCALGOVERNING ~ b 2 CONFLICTS 1 AS IF SHOWN, INDICATED OR SPECIFIED IN BOTH SHOULD THERE BE ANY ALLOWWATER TO STAND OR POND ANYDAMAGE TO STRUCTURES OF WORK JURISDICTIONS AND UTILITY COMPANY RE9UIREMENTS, THE FILL MATERIAi SHAH, ~ C ~ , DISCREPANCIES BETWEEN RE9UIREMENTS SHOW IN BOTH, THE MORE ON SITE CAUSEDBYINADE9UATEMAINTENANCEOFDRAINAGEPROVISIONS CONTAINNOORGANICMATERIALSORROCKS,ATLFILIMATERIALSHALLBEFIREE ~ 1 3 CLEANUP STRINGENT REQUIREMENt55HALLAPPLY. WILL BETHERESPOINSIBILIlYOFCONTRACTOR. OF OBJECTIONABLE MATERIALSANDJORMATERIALSDESIGNATEbASHA?ARDOUS , ', OR POTEMIALLY HAZARDOUS BY THE ENVIRONMEMAL PROTECTION AGENCY (EPAJ 1,4 CODES ' B. THE INTENTIONOFTHEDOCUMENTSISTOINCLUDEALLLABORANb 1.lOPRODUCTSANDSUBSTITUTIONS ANDJORTHESTATEE9UIVALEMAGENCYTHEFfLLMATERIALSHALLCOMAfNFINES 1 5 6~UALITY ASSURANCE MATERIALS REASONABLY NECESSARY FOR THE PROPER IXECUTION AND SUFFICIEM TO FILL ALL VOIDS 1N THE MATERIAL COMPACTION OF BAGKHLL OR . COMPLETION OFTHE WORK AS STIPULATED IN THE CONTRACL SUBMITS COPIES OF EACH REQUEST FOR SUBSTITUTION. IN EACH REQUEST IDENTIFY BORROWSOIL SHALL BE PLACED IN 121NCH LOOSE LIFTS WHEN UTILIZING HEAW 1,6 BUILDING PERMITS '~ THE PRODUCT OR FABRICATIONORINSTALLATIONMETHODTOBEREPLACEDBVTHE COMPACTIONEQUIPMENTOR6INCHLOOSELIFTSWHENUTILRINGHAND ' C. THE PURPOSE OF THE CONSTRUCTION SPECIFICATIONS IS TO INTERPRET SUBSTITUTION, INCLUDE COMPLETE DOCUMEMATION SHOWING COMPLIANCE OPERATED TAMPERS, ' I 1,7 FAA PERMITANDTOWERLIGf~TING THE INTENT OF THE DRAWINGSANDTODESIGNATETHEMETHODOFTHE WITH THE REQUIREMENTSfORSUBSTITUTION. B TOWER SECURITY ' 1 PROCEDURE,IYPEANDQUALRYOFMATERIALSREQUIREDTOCOMPLETETHE 3.2 PIPE DETECTION ANDIDENTIFICATION , WORK. 1.11 CHANGE ORDER PROCEDURE L9 SITE CONTROL ALLELECTRICSERVICETRENCHESSHALLBEMARKEDWTHWARNINGTAPE, D. MINOR DEVIATIONS FROM THE DESIGN LAYOUT AREANTICIPATEDANDSHALL CI{ANGEORpERSMAYBEINffIATEDBYTHEOWNERAND/OR THE CONTRACTOR. 1, l O PRODUCTS AND SLIBSTITUT~Of~S BE CONSIDERED AS PART OF THE WORK NO CHANGES THATALTERTHE THE COMRACTOR, UPON VERBAL REQUEST FROM THE OWNERSHALL PREPARE A 3.3 TRENCH EXCAVATION 11 CHANGE ORDERPROCEDUR~ 1 CHARACTER OF THE WORK WILL BE MADE OR PERMITTED 8Y THE OWNER WRITTEN PROPOSAL DESCRIBINGTHE CHANGE IN WORK OR MATERIALS AND ANY ' WITHOUT ISSUEINGACHANGEORDER. CHANGES INTNECONTRACTAMOUNTANDPRESENTTOTHEOWNERWITHIN72 A. DIGTRENCH10L1NESANDGRADESSHOWNONTHEPLANSORASDIRI:CTEDBY ', HOURS FOR APPROVAL ANY CHANGES IN SCOPE OF WORK OR MATERIALS WHICH THE CONSTRUCTION MANAGER ' SECTION Z: EARTHWORK II 1,2 CONFLICTS ARE PERFORMED BYTHE CONTRACTOR WITHOUTA WRITTEN CHANGE ORDER AS DISCRIBEDANDAPPROVEDBYTNEOWNERSHALLPLACEFULLRESPONSIBILfTYOF TRENCH LENGTH SHALLBESUFFICIEMTOALLOWFORSATISFACTORY B I ' ~~ ' A. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL MEASUREMENTS ATTHESITEBEFOREORDERINGMATERIALSORDOINGANY THESE ACTIONS ON THECONTRACTOR. . CONSTRUCTION ANDINSPECTION OFTHEPROJECT, WBHOUTENDANGERING OTHER CONSTRUCTION WORK ORADJACEMFACILITIES, Z,1 SCOPE OF WORK WORK. NO EXTRA COMPENSATION WILLBEALLOWEDDUETODIFFERENCES BETWEEN ACTUAL DIMENSIONS OR DIMENSIONS SHOWN ON PLANS SUBMIT DISPOSE OF EXCESSANp UNSUITABLE EXCAVATION MATERIAL PROPERLY C A8 S ' Z PRODUCTS ANDMATERIAI 2 , SECTION 2: EARTHWORK , , U A A , , , 2 3 SITE PREPARATION ' NOTICEOFANYDISCREPANCYINDIMENSIONSOROTHERWISETOOWNER FOR RESOLUTION BEFORE PROCEEDING WITHTHEWORKINTHEAFFECTEDAREAS, DIRECTED BY THECONSTR CTIONM GER, N C , D, USE HAND XACAVATION METHODS WHEN REQUIREp BY LOCAL OR STATE 2.4 EXCAVAT{ON B NO PLEA OF IGNORANCE OF CONDITIONS THAT EXIST, OR OF DIFFICULTIES OF 2.1 SCOPE OF WORK GUIDELINES, OR WHEN NECESSARY TO AUOIp ENDANGERING EXISTING OR NEW 2.5 SITE GRADING ~ CONDITIONS THAT MAY BE ENCOUNTERED, OR OFANY OTHER RELEVAM MATTERCONCERNINGTHEEXECUTIONOFTHEWORKWILLBEACCEPTEDAS REFERTOTHESURVEYANDSITEPLANFORWORKINCLUDED STRUCTURES OR OTHER FACILITIES, 2 6 GRAVEL SURFACING AN EXCUSE FOR OR ANY FAILURE OR OMISSION ON THEPARTOFTHE 3.4 TRENCHPROIECTION , I CONTRACTOR TO FULFILL EVERYDETAILOFALLTHEREQUIREMENTSOFTHE 22 PRODUCTS AND MATERIALS ~ ~ ' CONSTRUCTION DOCUMENTS GOVERNING THE WORK. A SUBBASE MATERIAL GRADED MIXNRE OFNATURALOR CRUSHED GRAVEL A PROVIDE MATERIALS, LABOR, AND EQUIPMENT NECESSARY TO PROTECT , . : TRENCHES ATALLTIMES. SECTION S: TRENCHING ', 1,3 CLEANUP CRUSHEDSTONEANDNATURALSAND. V I B, SHEETINGANDBRACINGSHOULDMEEfOREXCEEpOSHARFQUIREMENT$, 3,1 MATERIALS THE CONTRACTOR SHALL KEEP THE SITE FREE FROM ACCUMULATION OF WASTE AND RUBBISH CAUSED BY EMPLOYEES ATTHECOMPLE110NOFTHEWORK B GRADING MATERAIL`SATISFACTORY NA71VE OR IMPORTEDSOIL MATERIALS FREEOFCLAY,ROCKORGRAVELNOTLARGERTHEN2INCHESINANY .5 BACKFILLING w S,~ PIPE DETECTION AND DEN~fIFCATION REMOVE ALL WASTE AND NON~ONSTRUCTION MATERIALINCLUDINGRLL CONTRACTOR TOOLS,SCAFFOLDING,ANDSURPLUS MATERIAL AND SHALL LEAVE DIMENSIONS. DEBRIS, WASTE FR02EN MATERIALS,AND OTHER UNSUITABLE MAT€RIALSWILLNOTBEALLOWEDFORUSE.IMPORTEDMATERIALSSHALL A, CONTRACTORSHALLNOTIFYTHECONSTRUCTIONMANAGERATLEAST24MOURS S.S TRENCH EXCAVATION ~ THE SITE CLEAN AND READY FOR USE. HAVEACLAYCONTEMNOMORETHANbPERCENT, IN ADVANCEOFBACKFILLING. 4 TRENCH PROTECTION 3 1.4 CODES C. BACKFILL MATERIALS: SATISFACTORY NONLOHESIVE NATIVE OR IMPORTED B. PROTECT CONDUIT FROM LATERAL MOVEMENT, DAMAGE FROM IMPACT, OR . 3=5 BACKFILLING CONTRACTOR SHALL BE RESPONSIBLE FOR FOLLOWING ALL LAWS, REGULATIONS, SOIL MATERIALS FREE pFGLAY, ROCK OR GRAVEL NO LARGER THAN A INCHES IN ANY DIRECTION, DEBRIS, WASTE FROZEN MATERIALS, AND OTHER UNSUITABLE UNBALANCED LOADING i0 AVOID DISPLACEMEM OF CONDIUT ANDJOR STRUCTURES DO NOT FREE FALL BACKFILL INTO TRENCH UNTIL AT LEAST 12 3,6 COMPACTION I '~ AND RULES PROMULGATED BV FEDERAL STATE AND LOCAL AUTHORITIES WITH THIS RESPONSIBILITY IS IN EFFECTREGARDLESS OF JURISDICTION OVER THE SITE MATERIALS, IMPORTED MATERIAL SHALLHAVEACLAYCOMEMOFNOMORE THAN 5 PERCEM INCHES OFCOVERISOVERTHECONDUIT. ' . WHETHER THE LAW ORDINANCE REGULATION OR RULE IS MEMIONED IN THESE SPECIFICATIONS D, GRAVEL MATERIAL', EVENLY GRADED MIXTURE OF CRUSHED STONE OR GRAVEL 3.6 COMPACTION SECTION4:CONCRETEWORK ' 1.6 QUAtITYASSURANCE WITH 45PERCEMPASSINGAII/21NCHSIEVE. A. COMPACTBACKFILLTOA96YoCOMPACTIONATAMIA?UMUMpRYC1EN~ITYAS DETERMINED BYASTMI}1557. '~~ 2,3 SITE PREPARATION 4,1 CONCRETE FORMWQRK A WHEN REQUESTED BYTHE OWNER, PROVIDE 24HOUR AfrIANCE NOTICE OF B. IF REQUIRED COMPACTION DENISITYHAS NOT BEEN OBTANED, REMOVE SPECIFlC INSPECTKN MILESTONES (SUCH AS FOUNDATION POURING), A, CLEAR TREES, BRUSH ANp DEBRIS FROM SITEAREA AND ACCESS ROAD RIGHT BACKFILL FROM TRENCH, REPLACE WITH APPROVEDBACKFILL ANp Q,2 CONCRETE REINFORCEMENT'. ADVANCE NOTICE WILL ALLOW FORCOORDINATIONWITHINDEPENDEM OF WAY AS REQUIRED, REMOVE STUMPS COMPLETELYUNDERFOUNDATIONS RECOMPAGTASSPECIRED. 4 3 CAST-N-PLACE CONCRETE ' INSPECTION COMPANIES. AND ROADWAY. , , i C.AM'SUBSE9UENTSETTLEMENTOFTRENCHORS(RUCTUREBACKflLLDURING 4A 6~UALITY CONTROL I B. PROVIDE PHOTOGRAPHIC EVIDENCE OFALL FOUNDATION INSTALLATION, B, STRIP NOT LESS THAN 61NCHES OF ORGANIC MATERIAL FROM CONSTRUCTION MAINTENANCE PERIOD SHALL BE CQNSIDEREDTHE RESULT OF IMPROPER ~'~. GROUNDING,ANDTRENCHINGAFTERPLACEMEMOFUTILITIESPRIORTO AND EXCAVATIONARFAS. COMPACTIONANDSHALLBEPROMPTLYCORRECTED. BACKFILL. SECTION 5. STRUCTURAL STEEL C, PRIOR TOPIACEMEMOFFILLORBASEMATERIALS,REMOVESOF[SPOTSAND ~, ' C. THE FACT THAT THE CONSTRUCTION MANAGERANDJORINDEPENDEMTESTING COMPAGTTO85%STANDARDPROCTOR. ''. ' AGENCY DOES NOT NOTIFl' THE CONTRACTOR OF DEFICIENCIES IMMEDIATELY ~ DOES NOT RELIEVE THE CONTRACTOR OF RESPONSIBILBIES ASSOCIATED WITH D, CLEAR IXCESS SPOILS, IFANY, FROM THE JOB SITE AND m NOTSPRIEAD ~ SECTION b: CHA{NLINKFENONC COMPLETED WORK. BEYONDTHELIMITSOFTHEOWNERSLEASEPROPERTYUNLESSAUTNORIZEDBY ' w ' THE PROJECT MANAGER IN WRITING. ~ ' ' 1.6 BUILDING PERMITS ISSUE DATE: 6,1 PRODUCTS AND MATERIALIS 2,4 EXCAVATION OWNER WILL SUBMIT CONSTRUCTION DOCUMENTS TO THE JURISp1CTI0NAL ZONING DRAWINGS-10/16/07 ~.2 INSTALLATION AUIHORBY FOR PLAN CHECK AND REVIEW. CONTRACTOR WILL SUBMIT LICENSING A IXCAVATE TO DEPTH, ONES, AND GRADES SHOWN ON THE PLANS, PRELIM GDS-12/27/07 ', ' AND WORKMAN'S COMPENSATION INFORMATION TO THE JURISDICTION AS LEGALLY DISPOSE OFIXCESSIXCAVATIONMATERAILSOFFSiTE B FINAL CDS -Ol/11 J08 , SECTION ]: GROUNDING '~ ' REQUIREDTQOBTAINTHEBUILDINGPERMR. CONTRACTORSHAl1000RDINATE AND SCHEDULERE9UIREDINSPECTIONSATTHEJOBSITE,COMPLYWITHSPECIFIC , , . ~'~ '. PROJECT- RELATED REQUESTS AND SUGGESTIONS MADE BY BUILDING INSPECTOR, 2.5 SITE GRAbIN6 ''. AND INFORM CONSTRUCTION MANAGER OF ANY SUCHWORKTHATMAYBE BEYOND THE SCOPE OF THE CONTRACT OR DEVIATE FROM THE CONSTRUCTION A. USINGONSITEMATERIALS,SHAPETRIPFINISH,ANDCOMPAGTSURFACEAREAS REVISIONS: SECTION 8: ELECTRICAL ' ' ' DOCUMENTS. TO CONFORM TO THE LINES, GRADES, AND CROSS SECTIONS SHOWN ON THE ', DRAWINGS OR AS DESIGNATED BY THE CONSTRUCTION MANAGER, ' SECTION 9: TOWER AND ANTEN ~lAI' NSTALLATION 1.7 FAA PERMff AND TOWER LIGHTING B. GRADE SURFACES TO DRAIN ANp ELIMINATE ANY PONDING OR EROSION, ' REFER TO CONSTRUCTION DOCUMENTS AND CONSTRUCTION MANAGER FOR FAA ''~ '. AND STATE LIGHTING REQUIREMENTS. COMRACTORSHALLPROVIDETEMPORARY C. CONSTRUCT FINISHED SURFACEOFSITEGRADINGAREASWTHINONEINCH Q ' ITE RESTORATION SECTION 1 O LANDSCAPING AN ~ FAA APPROVED LIGHTING UNTIL PERMANENT LIGHTING IS OPERATIONAL OF SPECIFIED GRADE, : ~A . DRAWN BY: i 1.8 TOWERSECURITV D, COMPACTION SHALLBE90%MAXIMUMDRI'DENSITYINACCORDANCEWITH ST 65 I E W U LA A AS EA OF DuD 10 1 PROTECTION ' 7 FOR S ORKAND 95% NDER S B RE , AR S A M U1 T CHECKED BY' , TOWER MUST BE FENCED, TEMPORARILY OR PERMANEILY WITHIN 24 HOURS OF SETTLEMENT WLL BE EXCAVATED AND RERLLED AT CONTRACTOR'S EXPENSE 102 INSTALLATION ' ' ERECTION. DO NOT ALLOWTHEGATEACCESSINGTHETOWERAREATOREMAIN KCB ' OPEN OR UNATTENDED AT ANY TIME FORANY REASON. KEEP THE GATE CLOSED D, THE FINISHEp GRADE SHALL EXTEND A MINIMUM OF ONE FOOT BEYONDTHE SITE PLOT DATE'. '', ' AND LOCKED WHEN NOT IN USE. FENCE. 1 J11/2ooe ' ~, 2,6 GRAVELSURFACING PROJECTNUMBER ', A CONSTRUCTGRAVELSURFACINGAREASUSINGCRUSHEDAGGREGATEBASE 2558 AND FINISH COURSESAS SPECIFIED BY CONSTRUCTION MANAGER OR F1LE NAME: CONSTRUCT1pN DOCUMENTS. ' NTd n i B. SPREADGRAVELANDRAKEi00BTAINAUNIFORMSURFACEAREA SHEET NUMBER: ', C, PLACE FILL OR STONE IN SIX INCH MAXIMUM LIFTS AND COMPACT BEFORE PLACING NEXT LIFT. ~ (C} EDGE CONSULTING ENGINEERS LNG ' u E S CTION 4. CONICI~ETE WORK SECTION 6: CHAINLINK FENCING SECTION 7 SECTION 9: TOWER AND ANTENNA iNSTALLA~ION m r ~ : GROUNDING m m~ m x o ~ m o°~ ~3 ~ agc SECTION 4:CONCRETEWORK 6,1 PRODUCTSANDMATERIALS " A. GROUNDRINGISTOBECONSTRUCTEDOf4 COPPERCONDUCTORSTRAP A IfREQUIRED,ERECTFURNISHIDTOWER, ~ m W 0 INONECONTINUOUSPIECEIFPOSSIBLE. N r° ~ 3 ~ ~ ~ ~ 4.1 CONCRETE FORMWORK A. FABRIC-2"MESHNUMBER9GAUGEGALVANIZED AFTER WEAVING, B, GROUNDTOWERTEMPORARILYDURINGERECTION C v a N ~ ZINC COATINGTO BE MINIMUM 1202. PER SQUARE FOOT OF WIRE SURFACE B. GROUND ALL CORNER POSTS WiIH EXOTHERMIC WELDS (CONNECTION TO BE A ~ m AFORM55HALLBESMOOTHANDFREEOFSURF~ICEIIRREGULARITIES,UTILIZEFORM AREA PERASTMA392CLASSI.BREAKINGSTRENGTHSHALLBEPERU,SGOV7, NO MORE THAN121NCHESABOVEGROUNDBLITMUSTBEVISIBLE). C. IF REQUIRED,INSTALLTHREEANTENNASIDEARMSOROTHERAPpItOAR1ATE j 0 a` RELEASE AGENTS. ', SPEC. RR-F1911A-1290LBS ANTENNA MOUNTINGHARDWAREASIIJDICATEDONTHEDRAWINGSOR (0 p C C. GATEGROUNDING-4JOCABLEWITHTHERMALWELpSISREQUIREDATALL APpROVEDBVTHEPROJECTMANAGER ~ B. IXPOSED EDGES OFALL TOWER FOUNDATIONp' SH,~LL RECENE A 3/4" BY 3/4", 45° B. FRAMEWORK GATE POSTS. ~ CHAMFER, OTHER IXPOSEDEDGESSHALLRf~EIVf#ATOOLEDRADIUSFINISH. D, INSTALLANTENNASASJNDICATEDONTHEDRAWINGSANpPEROWNER ~ 1.GENERAL-UNLESS OTHERWISE STATEDINTHISSECTION,ALISTEELPARTS- p. ICE BRIDGE GROUND-GROUND SUPPORT POST TO GROUNDRODAND _ SPECIFICATi0N5, C, UPON COMPLETION, REMOVE ALL FORMS, IN~LUdING THOSE CONCEALED OR SHALL BE GALVANIZED BYTHE HOT-0IP. PROCESS IN ACCORDANCE WITH THE GROUND ICE BRIDGE TO THE POST. BURIED. RELEVANT AND MOST RECEMASTM SPECIFICATION; E. INSTALL GALVANIZED STEELWAVEGUIDE LADDER AS INDICATED ON pRAWINGS PIPE POSTS-ASTM F-1083 E ASMOOTH, DOWNWARD PATH TO GROUND IS REQUIRED FOR ALL GROUND OR APPROVED BY THE PROJECT MANAGER D. REFER TO STRUCTURAL DRAWINGSFORADDITON,4LREQUIREMENTS I C-POSTS-ASTMF-1023 LEADS. I F.ASS;STOWNERTECHNICIANS IN PERFORMING SWEEP TESTOFINSTALLEDCOAX, 42 CONCRETEREINFORCEMENT ' 2.LINEPOSTS-fABRICHEIGHTUPTOANDINCLUDING6'; F. CONTRACTOR TO BOND PROPOSEDGROUNDSYSTEMIOPROPOSEpRING ' A'C' SECTION WEIGHING 1.60 tfiSJFi. (1S/8' X 1-7/8') WITH 4" COPPER CONDUCTOR STRAPS IN 2 LOCATIONS. G. ANTENNAINSTALLAl10N TO BE CONDUCTEp BY FIELD CREWS EXpERIENCEp IN REFER TO STRUCTURAL DRAWNGS FOR REINFOR~EM[INT REQUIREMENTS B. 2' O.D., SCH. 40 2.72 LBS /FT, SS40 228 LBS/Ff. THE ASSEMBLY AND ERECTION OF RARIO ANTENNAS, TRANSMISSION LINES ', G, PROPOSED GROUNDRINGSHALLBEINSTALIEDAMINIMUMOF2'OFFANY ANDSUPPORISTRUCTURES 4.3 CAST-IN-PLACE CONCRETE LINE POSTS-FABRICHEIGHTUP TO AND INCLUDING B'. STRUCTURE, A.HFAW'C'SECTIONWEIGHING2.34LBS/Ff.(1.6/8'X1-7/87 H. WHEREATOWERDOESNOTHAVEAPERtv1ANENTFALLPROTECTI0NSY5TfM,THE FOR STRUCTURAL CONCRETE (FOOTINGS, FOUND/1TIdNS, ETCJ REFER TO B. 2-1/2' O.D. SCH. 40 3.65 LBS.JFL, 5540 3,11 LBSJFi. H. AT BASE OF ANTENNATOWER, ATTACH GROUNp KITS FROM COAXIAL CABLES CONTRACTOR IS RESPONSIBLE FOR PROVIDING A SUITABLE SYSTEM FOR' IT`S STRUCTURAL DRAWINGS FOR REQUIREMENTS. FQ7R A~7Y MISELLANEOUS CONCRETE TO TOWER GROUND BAR MOUMED TO TOWER OR ICE BRIDGE, LOCATE EMPLOYEES REFER TOSPEGFICATIONSOROBTAINREQUIREM~MS'FROMTHECONSTRUCTION ' 3. TERMINAL POSTS-END,CORNERANDPULLPOSTSFORFENCEFABRICSUPTO GROUND RING AROUND TOWER AND BOND GROUND BAR TO GROUNp , MANAGER. AND INCLUDING 6': RING WITH 2"COPPER CONDUCTOR STRAPS IN TWO LOCATIONS, I. APPLICABLE STANDARDS QNCWDING BUT NOT LIMITED TO): ~ J' A ALL CONCRETE SHALLCOMPLY WITH ASTM C~d4 UtJLESS NOTED OTHERWISE, A2-iJ2'O.D.SCH.403.65LBSJFi.5S40311 LBSJFL CONTRACTOR TOPROVIDEGROUNDBARANDAlLMOUNTINGHARDWARE. 1. FURNISH UL LISTED EQUIPMEM WHERE SUCH LABEL LS AVAILABLE INSTALL IN ' TERMINALPOSTS-FOR FENCE FABRIC ABOVE 6'; I. ATTACH CABLE GROUND KITS FROM COAXIAL CABLES TO TO TOWER STEEL W/ CONFORMANCE WffH U.L STANDARDS WHEREAPPLICABLE 0, NONSTRUCTURAL SITECONCRETESHALLBE4fj00PSIBREAKINGSTRENGTHAT 28 DAYS ' A.3'O.D.SCH.40579LBS/Fi.,5S404.64LBS/R. MECHANICALCONNECTION, , I C PROVIDE 4S°6 AIR ENTRAINMENT TOR ALL CdNCf~ETE SUBJECT TO FREEZE THAW 4,GATEPOSTS-SINGLEORONELFAF OFDOUBLEGATE: ' ' ' J. DOUBIINGUpORSTAGKING"OF CONNECTIONS IS NOTPERMITiED. 2. FOLLOW ELECTRONIC INDUSTRIES ASSOCIATION (EIA) EIA222-F, STRUCTURAL STANDARDS FORSTEELANTENNATOWERSANDANTENNASUPPORTING C . - , I A, 6 0 OR LESS-3 OD, SCH 40 5,79 LBS./FL, SS404A6 LBS./FT. OVER 6'0' T013'0'-4" O B D SCH 40 9 11 LBSJFi K OXIDE INHIBI PING COMPOUND TO BE USED AT ALL LOCATIONS STRUCTURES. D. VIBRATEALL CONCRETE UBING HIGH FREQUENCY, ~OW AMPLITUDE . , . . , , . . 3 FOLLOW FEDERAL AVIATION AD S MECHANICAUMMERSIONTYPEVIBRATORS, INSEi~TVIBRATORSINCONCRETE 5.TOPRAIL,BRACES.TENSIONWIRE,ETC. L RESISTIVITI'TESTSHALLBEPERFORMEDBYTHECONTRACTORINTHEPRESENCEOf , MINI TRATION (FAA) ADVISORY CIRCULAR AC70J7460~H OBSiRUCTIpNMARKINGANpt1GHTING AT REGULAR INTERVALS AND OVER ENTIRE SU~2FACE TO SOLIDLY FILL CONCRETE ATOP RAIL (WHEN SPECIFIED) -THE FENCE SHALL HAVE A CONTINUOUS TOp THE OWNER REPRESENTATIVE: MAXIMUM 5 OHMS , , AROUND AND BEIWEENREINFORCEMENT BA~2DS;4ND INTO CORNERS AND RAIL FOR ITS FULL LENGLH OF 1~/8' O.D. GALVANIZED PIPE OR A 15J8'X 4, FOLLOW FEDERAL COMMUNICATIONS COMMISSION (FCC) RULESANp ~ iRREGULARfTIES. DI3CON11NUEVIBRATION W EN RISING ENTRAPPED AIR N 1-1/4' ROLL FORM SECTION.IN EITHER CASE MINIMUM BENDING STRENGTH M, DO NOT INSTAll BURIED GROUND RING OUTSIDEOF PROPERTY LINE NOTIFY REGULATIONS FORM 716, OBSTRUCTION MARKINGS ANp LIGH[ING BUBBLES STOPBREAKINGTFIELEVELINGSURF/FCE',DONOTOVERVIBRATEAS SHALL BE 202LBS,ATTHECENTEROFAiO'SPAN.THETOPRAILSHALLPASS OWNER 24 HOURSWADVANCEWHENTHEBURIEDGROUNDRINGISINSTALLED SPECIFlCATIONSFORANiENNASTRUGTURESANDFORM716A,HIGH iHISMAYCAUSESEGREGATION. THROUGH OPENINGS PROVIDED IN THE LINE POST TOPS AND EACH LENGTH SO THATAREPRESENTATNECANINSPECTTHEGROUNDRINGBEFOREITIS INTENSITYOBSTRUCTIONLIGFITINGSPECIFICATIONSFORANTENNA V ' SHALL BE COUPLED IN AN APPROVED MANNER, FABRIC SHALL BE ATTACHED BACKFILLED WRH SOIL STRUCTURES. E, CONTRACTORSHALLVERIFYALLSiZESANDLOCATI~JNSOFALLELECTRICAL OPENNGS WTTH THE ELECTRICALDRAWINGSAN<) SHOP DRAWINGS. IT SHALL TOTHETOPRAILBYMEANSOF#9GAUGEALUMINUMTIESSPACEDAT INTERVALS OF APPROXIMATELY 24". ~ W BE THE RESPONSIBILITYOFTHE COMRACTOR!TO WROVIDE ALL OPENINGSAND SLEEVESFOR PROPER DISTRIBUTION FOR ALL ~JTILI}IES B. TENSION WIRE (FOR FENCES W/0 TOP RAIL-#7 (,177 GAUGE TENSION WIRE HAVINGAN ALUMINUM COATING OF AD OZ. PERSQ, Fi„ (ASTM A824) ~', '. SHALL BE PROVIDEDALONGTHETOP(BOTTOM)OFTHEFENCE.FABRICSHALL SECTION B;ELECTRiCAL SECTIONIO;LANDSCAPING&SITERESTORA`fION 4A QUALOY CONTROL i OE FASTENED TO THE TENSION WIRE AT INTERVALS OF 24' WITH 12 GAUGE STEEL HOG RINGS. ALL STRUCTURAL CONCRETE SHALL BE TESTEDBY,~NINIDEPENDENTTESTING C, TRUSS BRACES-FOR ALL FENCESWITHOUTTOPRAIL,ADOUBLEBRACE A. PROVIDE2PULl,STRINGSSECURELYFASTENEDATEACHENDOFALLCONDUITS, FURNISH,INSTALLANDMAINTAINLANDSCAPEWORKASSHOWN ANpjOR AGENCY APPROVED BYTHECONSTRUCTIONMANAGER. PROVIDEAMINIMUM AND TRUSS SHALLBEINSTALLEDATEACHTERMINALPOSTTHEBRACERAIL THE PULL STRINGS ARE TO BE 200 L8. TESTPOLYETHELYENECORD, REQUIREDWITHINTHECONSTRUCTIONDRAWINGSANDSPECIFICATIONS OF 3 CYLINDARS FOR EACH DELIVERY TRUCK '~,, '. I SHALL BE OF THE SAME MATERIAL AS SPECIRED FOR THE TOP RAIL A 3/B' ADJUSTABLE TRUSS ROD WITH TURNBUCKLE SHALT BE INSTALLED BETWEEN THE B. THE CONTRACTOR SHALL LOCATE AND MARKALL EXISiING UNDERGROUND 10.1 PROTECTION ADDITIONAL TESTS OR CYLANDII2S MAY BE REQU~STE[ry BYTHE CONSTRUCTION MANAGER, ! TERMINAL AND FIRST ADJACENT LINE POST, D.TENSIONBARS,BANDS&FITTINGS(ASTMF626)-FOR FENCE USING ROUND POWER, TELCO, GROUNp1NG CONDUITS, AND ALL OTHER UTILITY EASEMENTS AND/ORWIRESPRIOR TO TRENCHING, ANY DAMAGECAUSEDTOTHEEXISTING A PROTECTSEEDEDAREASFROMEROSIONBYSPREADINGSTRAWTOAUNLFORM ' ' THE COMRACTOR IS RESPONSIBLE FORANY CONCRETE NOT MEETING THESE PIPE POSTS, FABRICSHALLBEATTACHEDBYMEANSOFJ/8'WIDEB4NDSAND TENSION BAR. FABRIC SHALL REATTACHED TO LINE POSTS BY#9 GAUGE UNDERGROUNDSERVICESORSYSTEMSSHALLBEREPAIREDATTHE CONTRACTORS EXPENSE VERIFY WITH UTILITY NEW SERVICE HAS BEEN APPLIED LOOSE DEPTH OFi-21NCHE5,STAKEANDTIEDOWNASREQUIRED, USE OF E OSION CONT L H STANDARDS. THE GOHttRACTOR 15 RESPONSIBLE FOR COORDINATION WITH THE ALUMINUM TIES, INTERVALS NOTTO EXCEED 16'. FOR, THERE SHALL BE NO SPLICING OF GROUND CONDUCTORS BELOW GRADE. R MES RO OR MULCH NEf WILL BEAN ACCEPTABLE ALTERNATIVE. CONSTRUCTION MANAGER AND/OR TESTING AQENGV A MINIMUM OF 24 HOURS PRIOR TO EACH FOUNDATIONPOUR. 6. POST TOPS -GALVANIZED STEEL, WEATHER TIGHT CLOSURE CAP, FOR POSTS, G COMPLETE JOB SHALL BE GUARANTEED FOR A PERIOD OF ONE YEAR AFTER THE B. ALL TREES PLACED iN CONJUNCTION WITH A LANDSCAPE PLAN WILL 8E ' ONE CAP FOR EACH P05T. FURNISH CAP WITH OPENING TO PERMIT PASSAGE DATE OFJOB ACCEPTANCE BY OWNER, ANYWORK MATERIAL OR EQUIPMEM WRAPPED, TIED WITH FIOSE PROTECTED WIRE AND SECURED TO 2~INCH BV PRIOR TO POURING CONCRETETHEINDEPENDENf TES1'INGAGENCYSHALLINSPECT OFTOPRAIL FOUND TO BE FAULTY DURING THATPERIODSHALLBECORRECIEDATONCEAT 2-INCH BY4FOOTSTEELANGLEEXTENDINGNJOFEETINTOTHEGROUNL ALL FOUNDATION STEEL AND FOUNDATKN SUBG~2AD~. THE EXPENSE OF THE CONTRACTOR, ON FOUR SIDES OFTHE TREE. ',. 7. BARBED WIRESUPPORTINGARMS-WHENREQUIREDTOBEFURNISHED,ARMS SHALL BE AT AN ANGLE OF APPROXIMATELY45 DEGREES OF VERTICAL AND D PROVIDE OWNER WOH ONE SEi OF COMPLETE ELECTRICAL "AS BUILT' DRAWINGS C. ALL IXPOSED AREAS SHALL BE PROTECTED AGAINST WASHOUTS ANp S01k '.. '. SHALL BE FlTTED WiTH CLIPS OR OTHER MEANS FOR ATTACHING THREE AT THE COMPLETION OF THEJOB, SHOWING ACTUAL DIMENSIONS, ROUTINGS EROSION. ,{ SECTION ~J; STRU~TU RAL STEEL STRANDS OF BARBED WIRE. WITH 45 DEGREE ARMS, THE TOP WIRE SHALL BE AND CIRCUITS ', APPROXIMATELY TWELVE INCHES HORIZONTALLY BETWEEN THE TOP OF THE 102 INSTALLATION ' FENCE FABRICANDTHEOUTSIDESTRAND.BARBEDWIREARMSHALLBEOF E CONTRACTORTOCOORDINATEWOHUTILTTYCOMPANYFORCONNECTIONOF SUFFICIENT STRENGTH TO WITHSTANDAWEIGHTOF260POUNDSAPPLIEDAT TEMPORARY AND PERMANENT POWER TO THE SITE. THETEMPORARYPOWER A SEEDANDFERTILIZERSHALLBEAPPLIEDTOSURFACEGONDITIONSWHICfi r A. UNLESS OTHERWISE NOTED, ALL DETAILING,FA~RICATIONANDPLACINGOF THE OUTER STRAND OF BARBEDWIRE.SIXSTRANDBARBEDWIRE'Y'ARMMAY AND ALL HOOKUP COSTS TO BE PAID BYCONTIL4CT0R WILL ENCOURAGE ROOTING, RAKE AREAS TO BE SEEDED TO EVEN THE w REINFORCING STEELSHALL CONFORM TO THE ~tAN,~AL OF STANDARD PRACTICE BE USED IF DESIRED. SURFACE AND LOOSEN THESOIL y FOR DEFANNG REINFORCED CONCRETE STRUQTUR~:S (ACT 316} ~' 8 BARBED WIRE-BARBED WIRE SHALL HAVE 4 POINT BARBS SPACED 5"APART F. ALL MATERWS SHALL BE U,L, LISTED. ISSUE DATE: B. ALL REINFORCING STEEL SHALL RENEW BIN-Ef S~TEEG~ CONFORMING TO ~ . . THE BARBS SHALL BE SHARP AND TIGHTEN WRAPPED ABOUT THE UNIFORMLY B. SOW SEEP IN NJO DIRECTIONS IN TWICETHE QUAMITYRECOMMENDED BYTHE SEED PRODUCER, ZONING DRAWINGS- 10/16/07 ',. ASTM Afi16,GRADEb0, DEFORMED. TWISTED 12-1/2 (.0985 GAUGE LINF WIRES, GALVANIZED ORALUMINIZED. PRELIM CDS-12/27/07 C. HEATINGANDWELDINGOFBARSISPROHIBITEi)UNLESSWRITTENAPPROVALIS 9.SWINGGATES-GATEFRAMESSHALIBECONSTRUCTEDOFYO.D. C. IT IS THE COMRACTOR S RESPONSIBILTLY TO ENSURE GROWTH OFSEEDED AND LANDSCAPED AREASBYWATERINGUPTOTHEPOIMOFREIEASE FINAL CDS-Ol/]1/DB OBTAINED FROMTHESTRUCTURALENGWEER GALVANIZED PIPE. GATE FRAMESHALLBEWELDEDATALLCORNERSiO FROM THE CONTRACT. CONTINUETOREWORKBAREAREASUNTIL ' D. ALl REINFORCEMENT BARS ARE TORE FREE FRAM LcDOSE RUST AND SCALE FORM A RIGID PANEL, AND FILLED WTTH FABRIC TO MATCH THE FENCE. THE HINGES SHALLALLOW THE GATE TO SWING 180 DEGREES THE LATCHES FOR COMPLETE COVERAGE IS OBTAINED. . ', ', . BOTH THE DOUBLE AND SINGLE GATES SHALL BE HEAW DUTYAND HAVE A REVISIONS: E. UNLESS OTHERWISE NOTED, ALL REINFORCEMENT SHALL HAVE A MINIMUM CONCRETE COVERAGEOF3INCHES THISMAI{RE~UIRESPACERS N H PROVISION FOR PADLOCKING. . A DC AIRS. ' ' 6.21NSTALLATION F SPLICES IN REINFORCEMENT STEELARE PROHIBff ED, ~JNIESS APPROVED 8V THE CONSTRUCTION MANAGER ALLSPLTCES MUSTjTHEF,7 MEET ALL APPLICABLE A. THE CHAIN LINK FENCE GATESAND ACCESSORIES SHALL 8E INSTALLED IN STRICT ', ASTM STANDARDS FOR SPUGNG '.. ACCORDANCE WON PLANS AND SPECIFICATIONS IN A WORKMANLIKE MANNER .. . ''... '.. . THE INSTALLERS SHALL BE SKILLED IN THIS TYPE OF CONSTRUCTION. G. WELDINGSHALL BE IN ACCORDANCEWITH TH~AMERICAN WELDINGSOCIETY DRAWN BV. (AWG) D.l,i-92. STRUCTURAL WELDING COD- ST~,ELWELD ELECTRODES 8. LINEAND TERMINAL POSTS TO BE SEf IN 39' CONCRETE FOOTINGS HAVING A SHALL BE EIOXX, '', '. MINIMUM DIAMETER OF 9'. GATE POST FOOTING DIAMETER TO BE A MINIMUM OGD '~, OF 3 TIMES THE OUTSIDE DIAMETER OFTHE POST S¢E'C SECTION MAYBE CHECKED BY: ~'~, '. DRNEN IN PLACE OF CONCRETE SEL TO A MINIMUM DEPTH OF 3'. KCB ', C. LINE POSTS SHALL BE EVENLYSPACED NO FARTHER APARTTHAN 10 FEEL PLOT DATE: ' t/n/2ooe i '~, '. D. FABRICSHALLBECONNECTEDTOUNEPOSTSEVERYI4',TOTOPRAILEVERY24', TO END, CORNER AND GATE POST$ USING FLATTENSION BARS CONNECTED TO aaalECTNUMeea: THE PAST EVERY 14' WITH STEEL B4N0.S WITH BOLTS AND NUTS. 2558 FILE NAME; E FENCE SHALL FOLLOW THE GROUND. LINES AND GRADES WILL BE ESTABLISHED BY OTHERS. N2d n SHEETNUMBER F ALL MATERIAL MAY BE SUfiJECTTO SITE TESTING FOR COMPLIANCETO THE ABOVE SPECIFICATIONS WOH STANDARD TOLERANCES TO APPLY. © EDGECONSULTINGENGINEERS,INC 4' -6" ROUND P I ER, CENTERED AROUND THE CIR- CULAR REBAR CAGE. SQUARE CROWN TOP OF FOUNDATION TO FACILITATE DRAINAGE. 0' -6" FINISH GRADE ~' I_ ~ I II 6' 2, _6» ~~-x.~~{ # 4 STANDEES - SEE O ON PAGE 3. 16 PIECES REQUIRED. TOWER FOUNDATION 14.6 CUBIC YARDS CONCRETE REQUIRED FOR INSTALLATION SPECIFICATIONS AND ADDITIONAL INFORMATION, SEE PAGE 1 OF THIS DRAWING. ~~~~1~11.N111UfI~N1lj11~~i ~~ WILLIAM R. i ~ + ~ .. HElDEN III =r w ~iR1i+i .~,.~ ~~ ~ S i iiiii ~~~il`,! r +~A1~ ~~ ~~~u~~r William ~, Heiden III,INI4~`rofe nal Engineer# E-35243-006 NSIGHT TEL WIRELESS.. OSHKOSH SE, WI TP24 X 70' W I SCON5I N C. O. A. 2492-011 A ADDED FOUNDATIONS MS 03/25/2048 APPROVED ENG. WRH 3 26 2008 V~'~ REV DESCRIPTION OF REVISIONS INI DATE APPROVED OUND. WRH 3 26 2008 p VALMONT STRUCTURES IS A DIVISION OF VALMONT INDUSTRIES, INC. ENGINEERING COPYRIGHT 200$ ass~aeo-ss s emtoR $TRUCTURES PROVIDED BY PIROD, INC. , WHOLLY -0WNED BY VALMONT INDUSTRIES, INC. DRAWN BY M~ DRAWING NO. From: F1011233. DFT - 03/25/2008 08: 14 Printed f r om 218243 02@A. DWG - 03 25 2008 O8: 15 @ 03 2fi 2008 14:0 ENG. FILE N0. A-2907281 218243 ARCHIVE F-~ O 1 ~ 233 PAGE 2 OF rrrrrr~~~rt-rrt~ r-t-rt--rt-n~rtrt-rrtrt rrrrrt-~~rtrtrt-t-~ rrrrr~ -r-rrt-t-r-r rrrrr~--~-rrtrtrt~ rfi1~t~ r ~ rt~t~t~f CLI-1 ; ~ ~ ~~~ ~.LLL ~ ~~ 111 LLLLL ~-~ ~~~~-1 LLLLLLLL~~~~~ ~ C /L iii iii + -~ iii BASE FLANGE MUST BE CENTERED IN PIER WITHIN +/- 10~ OF PIER DIAMETER. ALL REBAR REQUIRES MINIMUM OF 3" CONCRETE COVERAGE.. ~ 4 HORIZONTAL TIES - SEE ~ ON PAGE 3. 5 PIECES REQUIRED, EQUALLY SPACED. # 5 HORIZONTAL BARS - SEE O ON PAGE 3. 14 PIECES EACH WAY PER GRID. (ONE GRID AT TOP OF PAD & ONE AT BOTTOM) I E1 # B VERTICAL REBAR - SEE ~ ON PAGE 3. 15 PIECES REQUIRED PER PIER, EQUALLY SPACED, TO BE PLACED INSIDE TIES. 0 ~ 11' ~ 5 REBAR - 56 PIECES REQ. TOTAL APPROX WT 11,5 EACH, 644# TOTAL ~1, _3„ ~I , _3„ 1' -3" REBAR SUPPORTS MAY CONSIST OF ANY ACCEPTABLE MEANS OF SECURELY SUPPORTING THE TOP REINFORCEMENT GRID ABOVE THE BOTTOM REINFORCEMENT GRID WHILE MAIN- TAINING A SEPARATION OF 2' (OUTSIDE REBAR TO OUTSIDE REBAR). ~ 4 REBAR - 16 PIECES REQUIRED TOTAL TYPE 26 STANDEE PLACED BETWEEN REBAR GRIDS ON NOMINAL 4' SPACING THROUGHOUT APPROX UNBENT LENGTH = 7'- 4- 1/2" APPROX WT = 4. 9# EACH, 78# TOTAL 1, ~ 9>, 4" RAD. --~ # 8 REBAR - 15 PIECES REQUIRED TOTAL 8' - APPROX UNBENT LENGTH 7' - 7- 3/8" APPROX WT 20,3# EACH, 304# TOTAL 4' O # 4 REBAR - 5 PIECES REQUIRED TOTAL APPROX UNBENT LENGTH = 14'- 4- 1/4" APPROX WT = 9.6~ EACH, 48# TOTAL LAP DIMENSION: 1' - 9- 3/8" PLACE REBAR RINGS SO THAT LAPS ON ADJACENT RINGS ARE 180 DEGREES APART. PLACE ONE RING AT TOP OF PAD AND TWO RINGS AT TOP OF PIER REBAR. EQUALLY SPACE REMAINING RINGS ALONG PIER. TOWER FOUNDATION TOTAL APPROX REBAR WEIGHT = 1074 REINFORCING BAR TO CONFORM TO ASTM A615 GRADE 60 SPECIFICATIONS. ~~~1~~~11111 { f l!{I-Illl~ j~ ~` O ~ ;'r WiE.l.iAM R, r'; NElR~N III ''~ r ~ ~~i ~~~L~~ r V , ~~~ha d-`~f l William R. Heiden III, UI'rofe s" nal Engineer# E-35243-006 NS I GHT ...TEL WIRELESS...: OSHKOSH SE, WI TP24 X 70' WISCONSIN C, 0. A. 2492-011 A ADDED FOUNDATIONS MS 03/25/2008 APPROVED ENG. WRH 3.26 2008 V~I~' n O REV DESCRIPTION OF REVISIONS INI DATE APPROVED OUND. WRH 3 26 2008 1-a7~-as7-a~s3 wymo~lh,1N 1-888-880-9191 Salem, t~R ~~RV~TU~~~ VALMONT STRUCTURES IS A DIVISION OF VALMONT INDUSTRIES, INC. ENGINEERING COPYRIGHT 2008 PROVIDED BY PIROD, INC., WHOLLY OWNED BY VALMONT INDUSTRIES, INC. DRAWN BY M~ DRAWING N0. From: F1011233. DFT - 03/25/2008 08: 14 ENG. FILE N0. A-2g072R ~ 218243 Printed from 218243 03@A. DWG - 03 25 2008 08; 15 @ 03 26 2008 14:0 ARCHIVE F-1011233 PAGE 3 OF 4 O ~S~F ~ ~ca~ fA N .-~ t0 8 ~ ~ 006 ~` ~ UUUll1 ~ O MZV ~ IOi alke'N. O ~~^O o S N J Z Z Z zzza F~< ~~~~~~~~ UUUZ f.. ~ O p ~~~~}~o~ W W W ZZ Z~~ (nom 2= S N; jES- K 2 22 Z~ ~ ~J ~~j 0 Z ~- cV W K ^ O O~ o ~ ``ti~~tW n ur-r, O ?ma J ~`1~ _ ` ~~.M' • ~ ~ y ` \ + Q Z o = ~~ '~" ~: ~ Z ~~ ~ ~ rc ~ J ~ ~ ~ ~~ M 2 ,--~ pF °jrrnrnntt--t W ~ ~v Bad. ~~ W O 4 N CD CZ ~ a c ~~ ~ n a°' o ^ O ~~ ~~ ~ i N FOF ~ N O ~ ~ ~~ U ~~ O m W U ~~ ~M~~ S M ~J~~ ~~~ 3 Z _~ U w w J m W Q 0 J W L~ O ~,J ~ O ~ n r, O J/ ` W } ~ O 3~~~ ~~ o~ ~~~~^ Z~ N~o~ ar0 ~ooG ~~ 2 = W ~ S D W~~ ii-0< a~ o ~o~ o~~~ mow U ~~ ) N ~ O ~ O Z \ 000 N=~ y N ~~ O ~ ZO 0 ~~~ O Z v ~~~~µqC~ jj~~W ~ W ~ay0= N~ N d U~ 1 I- v m Printed: 02/28/2008 13:05 O v~ BROWN CO LINTY MSA/CELL COM 70' Sabre Moclel Monopole Oshkosh, WI Sabre Job Number 08-10300 REVISED STAMPED PERMIT DRAWINGS REPRESENTfI TI VE IS Jim Gibson I-800-369-6690 EXT. 11482 - S a b reTM °~ Towers & Poles 2101 Murray Street P.O. Box 658 Sioux City, Iowa 51102 USA Phone: (712) 258-6690 Fax: (712) 258-8250 www. SabreTowersand Poles.com . SabreTM ~'~~~ Towers & Poles ~`~ Structural Design Report 70' Monopole located at: Oshkosh, WI prepared for: BROWN COUNTY MSA/CELLCOM by: Sabre Towers & Poles rnn Job Number: 08-10300 Revision A April 14, 2008 Monopole Profile ................................................. ~ Foundation Design Summary (Option 1) .............................. 2 Foundation Design Summary (Option 2) .............................. 3 Pole Calculation .................................................. c~-C7 Foundation Calculations ........................................... Al-As 1 ~ ~ r • s p~~ • ~ ~ ~r r~~ ~ a Prepared by '~r~{ j :C ~7~ W~ ~: Approved by _(~ ~'.;Ai~ ~~~`~ APR 1 4 2008 POLE SPECIFlCAT10N5 POLE HEK;t1T 69.00 FEET TAPER .1250 IN/FT POLE SHAPE 16 SIDED POLYGON ORIENTATION FLAT-FLAT 67 -0 [~- Tri-Cdlor Yount 12"-18" Pde Di L Ot Eft v Futurt APPUR7aAN~('EP~i1NTENNA 1 1 67.00 Tri-Collar Mount 12"-18 Pde Oi . ~ 6s 12 ACCESS O 6Q'18Q' 300' 3 69.00 7765 2 1 54.00 f Tri-Cdlor Yount 12"-tB" Pde Oi o ~ 3 54.00 f 7765 i ~ 3 2 39.00 F 2 Standoff Arm ' O 2 39.00 F 2.5 BOX UCHT H Load Case Wind OU' Rod. Factors rind OESCRIPTION m h Vat lee Gust Cf a 1 3s Custad Wind 90.0 1.20 1,10 .75 34.7 2) 3s Gusted YPvid 0,9 90.0 .90 1.10 .75 34.7 3) 3s Gusted Winddtlce 40.0 1.20 .50 1,10 1,20 4.3 K 4 Service Loads 6D.0 1.00 1.10 .75 8.6 0 it Rea. Bose Reoet Diap OTop n ~'_D• Tri-Cotlar Yount 12"-18" Pde Oi l.ood Case Axial Shear Yom OEFL. SWAY ~ DESCRIPTION k' ft-k Ft de `"' 1 6x12 ACCES506fa'18Q'300' 1 3s Guslsd Vlmd 4.9 4.4 165 2,7 3.46 "' 2) 3s Gusted MInd 0.9 3.7 4.4 184 2.7 3.41 ~ 3) 3s Gusted Windklee 7,4 .8 J5 .5 .65 4 Service Loads 4,0 1,1 45 .7 .85 LENC7H Fbl-Flat THICK WEIGHT STEEL Sae ft TOPE BOTf in Ibs SPEC FlNISH 1 12.50 12.00 13.56 .1875 400 I\572-65 Galy 2 53.25 1297 19.63 .1875 2200 A572-65 Goly 3 5.00 19.63 20.25 .1875 600 A572-65 Coly ABdt TOTAL 3200 Cluster BoItA HoIN 4. Bx12ACCESS06(718q'300' ~ S1,D0 1.00 1.250 200 A449-92 Galy-18 1) FULL HEIGHT STEP BOLTS _ 2) ANTENNA FEED LINES RUN INSIDE POLE ~ 39'-0 3} THE MONOPOLE WAS OESICNEO IN ACCORDANCE WITH (2) 2' Standoff Arm ~ 0 ANSI/TIA-22Z-G, STRUCTURE CLASS II, EXPOSURE _ n CATEGORY C, TOPOGRAPHIC CATEGORY 1, _ "r~ .", W ~ W J N W O 1 ~ ~ 7 a. m „ ~ ,~11f9/lff , t ~ ~ ~ ~ ~ w s STEPHEN W ~ YEO 53783 ~: ~ ~ ~ ~•. ~'•i4~ N b wti APR 14 2008 ACCESS O 36Q 180' BROWN COUNTY MSA/CELLCOM Sabre Oshkosh, Wl rlAxcE: 7wwrsf:Fbla 1axz5accESS o 90' ~ ~ m ~ . `aMw e. ~ ~ ~ . ~ 70 00 MONOPOLE - ~ ~ rh eL MM a K l ~ ~ ~ . ~ per b p ip. i. .ird plr ~ esa.i ~ 27.38' Rnd BASE sw c°""M11001isn rapve1ia` 8 Bdts 1.00 "fi .1.00' Thick O8- ~ ~30Q St2:E DFtA1fING N0. REV 7.DD" Bdt Prajeetiorl GL 23.38' Bdt Grcle DATE 14A r08 A 08-10300- PE A DRAMN HY _ REFERENCE DRA1fING SCALE PAGE CtIECIQ3D HY REB N.T.S. 1 ~.~ Sabre ~~~~ - Towers & Poles No.: 08-10300 Page: 2 Date: 4/14/08 By: REB Revision A Customer: BROWN COUNTY MSA/CELLCOM Site: Oshkosh. WI 70' Monopole at 90 mph Wind with no ice and 40 mph Wind with 0.5 in. Ice per ANSI/TlA-222-G-2005. Antenna Loading per Page 1 Two (2) #4 ties within top 5" of concrete ELEVATION VIEW (6.41 Cu. Yds. each) ,,~*~a~~a ~~i (1 REQUIRED) W ~ ~ ~ /r • :,1R ~~ ~0 STEPHEN ~ = ~ rEO ~+„ ~• ~4 L .~ ~,,~NI ~~~,. Aft 14 2008 Notes: 1}. Concrete shall have a minimum 28-day compressive strength of 4000 PSI, in accordance with ACI 318-05. 2). Rebars to conform to ASTM specification A615 Grade 60. 3). All rebar to have a minimum of 3" concrete cover. 4). All exposed concrete corners to be chamfered 314". 5). The foundation design is based on the geotechnical report by Edge Consulting Engineers, lnc. project no. 2558, dated: 2!25/08 6). See the geotechnical report for drilled pier installation requirements, if specified. 7}. The foundation is based on the following factored loads: Moment (kip-ft) = 185.92 Axia! (kips) = 4.892 Shear (kips) = 4.359 Rebar Schedule er Pier Pier (12) #7 vertical rebar w/#4 ties, two within top 5" of ier then 12" C/C Information contained herein is the sole property of Sabre Towers & Poles, constitutes a trade secret as defined by Iowa Code Ch. 550 and shalt not be reproduced, copied or used in whole or part for any purpose whatsoever without the prior written consent of Sabre Towers & Poles. 2101 Murray St - P.O. Box 658 -Sioux City, IA 51102-0658 -Phone 712.258.6690 -Fax 712.258.8250 Sabre ~~ =' ` Towers & Poles No.: 08-10300 Page: 3 Date: 4/14/08 By: REB Revision A Customer: BROWN COUNTY MSA/CELLCOM Site: Oshkosh. WI 70' Monopole at 90 mph Wnd with no ice and 40 mph Wind with 0.5 in. Ice per ANSIlTIA-222-G-2005. Antenna Loading per Page 1 3~~~~ Dia. Grade -~ I~~1 Two (2) #4 ties within tap 5" of concrete r-----I ~-----I I l I I F------I I I I I I I I------I I 1 I I I I I ~-----, I 1 I I 1 1 F-----I I 1 I I I I L_____I I I r-~--~--Ti-r--r ~ ~--i--z_7 I I I------I I I `_J__ ~_L __L_~ _~t_J ELEVATION VIEW '~~ i ~ / 1 ~ ~ ~t (5.97 Cu. Yds. each} ,,~~~~a~NB/.!•~~~ (1 REQUIRED) 1A' ilr ti sTEPMEN 1~ ~ YEO ~ • :O ~7~3 Z: ~I/li APR 14 1008 0 `~ Notes: 1). Concrete shall have a minimum Z 28-day compressive strength of T ~ 4000 PSI, in accordance with ACI 318-05 2). Rebar to conform to ASTM specification A615 Grade 60. 3). All rebar to have a minimum of 3" ~ concrete cover. 4). All exposed concrete corners to be chamfered 314". 5). The foundation design is based on the geotechnical report by Edge Consulting _ Engineers, Inc. project no. 2558, dated: 2/25/08 CO 6). See the geotechnical report for compaction requirements, if specified. 7). The foundation is based on the following factored loads: Moment (kip-ft) = 185.92 Axial (kips) = 4.892 Shear (kips} = 4.359 Rebar Schedule r Pad and Pier (12) #7 vertical rebar w/hooks at bottom Pier w/#4 ties, two within top 5" of top of pier then 12" C/C Pad (10) #8 horizontal rebar evenly spaced each wa to and bottom (40 Total) Information contained herein is the sole property of Sabre Towers 8~ Poles, constitutes a trade secret as defined by Iowa Code Ch. 550 and shall nct be reproduced, copied or used in whole or part for any purpose whatsoever without the prior written consent of Sabre Towers & Poles. 2101 Murray St - P.O. Box 658 -Sioux City, IA 51102-0658 -Phone 712.258.6690 -Fax 712.258.8250 ~~~.:. ~...+YZ~+a~.~~.e~a-riviva wxr Juts: uhf-1u.~UU 19-Apr-08 09:58 2101 Murray Street BROWN COUNTY MSA/CELLCOM Ph 712.258.6690 Sioux City, IA 51101 Oshkosh, WI Fx 712.258.82.50 TOP DIAMETER 12.00 in. 112.24 in. Point-Point] BOTTOM DIAMETER 20.25 in. [ 20.65 in. Point-Point] POLE HEIGHT 69.00 ft. 16 SIDED FLAT ORIENTATION BASE HEIGHT 1.00 ft. ABOVE GROUND E-MODULUS 29000 ksi [ 12000 ksi SHEAR MODULUS] APPURTENANCES , ATTACH POINTS: N0. X,ft Qty Description Status 1 67.00 1 Tri-Collar Mount 12"-18" Pole Di Initial Appurt 2 54.00 1 Tri-Collar Mount 12"-18" Pole Di Future Appurt 3 39.00 2 2' Standoff Arm Future Appurt Some wind forces may have been derived from full-~cala winr9 timnAl roctc Pole Bottom Thick Connect LAP Taper Length Weight -Steel `vVPole Section X, f t . in . T rye in . in f t f t . lbs Spec Finish 1 12.50 .18750 SLIP-JNT _ 21. .1250 12.50 319 A572-65 GALVANIZE 2 69.00 .18750 FLANGE-X .1250 53.25 1791 A572-65 GALVANIZE 3 69.00 .18750 C-WELD .1250 5.00 200 A572-65 GALVANIZE SECTION PROPERTIES Area Iz IxIy SxSy X,ft UF,ft D,in T,in in2 in' in4 in3 w/t d/t Fy(ksi) 69.00 .00 12.00 .1875 7.05 248 124 20.3 10.74 64.0 65 00 TOP 67.00 2.00 12.25 .1875 7.20 266 133 21.3 11.01 65.3 . 65.00 PO1 62.00 7.00 12.88 .1875 7.57 306 154 23.5 11.67 68.7 65.00 58.25 10.75 13.34 .1875 7.85 344 172 25.3 12.17 71.2 65.00 Slip-BOI 56.50 12.50 13.19 .1875 7.76 332 166 24.7 12.00 70.3 65.00 Slip-T02 54.00 15.00 13.50 .1875 7.94 356 178 25.9 12.33 72.0 65.00 P02 49.00 20.00 14.13 .1875 8.32 410 205 28.5 13.00 75.3 65.00 44.00 25.00 14.75 .1875 8.69 466 233 31.0 13.66 78.7 65 00 39.0.0 30.00 15.38 .1875 9.06 530 265 33.8 14.32 82.0 . 65.00 P03 34.00 35.00 16.00 .1875 9.44 596 298 36.5 14.98 85.3 65 00 29.00 40.00 16.63 .1875 9.81 670 335 39.5 15.65 88.7 . 65 00 24.00 45.00 17.25 .1875 10.18 752 376 42.8 16.31 92.0 . 65 00 19.00 50.00 17.88 .1875 10.55 836 418 45.9 16.97 95 3 . 65 00 14.00 55.00 18.50 .1875 10.93 926 464 49.2 17.64 . 98.7 . 65 00 9.00 60.00 19.13 .1875 11.30 1026 513 52.6 18.30 102.0 . 65 00 5.00 64.00 19.63 .1875 11.60 1110 555 55.5 18.83 104.7 . 65.00 Fing-T03 .00 69.00 20.25 .1875 11.97 1222 611 59.2 19.49 108.0 65.00 BASE Page C I SABRE COMMUNICATIONS CORP JOB: Q8-10300 19-Apr-08 09:58 2101 Murray Street BROWN COUNTY MSA/CELLCOM Ph 712.258.6690 Sioux Cit IA 51101 Oshkosh WI Fx 712.258.8250 c:PiSE - l: 3s Gusted Wind ANSI-TIA-222-G WIND OLF 1.60 GUSTED WIND (3sec) 90.0 mph .144.8 kph VERTICAL OLF 1.20 EXP-CAT/STRUC CLASS C-II DESIGN ICE .00 i n EXP-POWER COEFF. .21 05 GUST FACTOR (Gh) 1.10 REFERENCE HEIGHT 900.0 ft FORCE COEFF (Cf) .75 PRESSURE Q 32.7 ft 34.7 psf 1659.0 Pa IMPORTANCE FAC (I} 1.00 BASE ABOVE Grd 1.0 DIRECTION FAC (Kd) 95 CREST HEIGHT .0 ft TOPOGRAPHIC CAT 1 APPURTENANCES Sabre Areas Center WEIGHT AREA Tx-CABLE FORCES MOM. Line each each WIND Tra-Y Ax-Z Lg-X #-Qty -Description- Elev-Ft Lbs Ft~2 Typ e Qty #/Ft Psf Kips Kips Ft-K _ 1 1 Tri-Collar Mount 12"- 18" Pole ------- ---- --- Di 67.0 169 14.7 --- ---- ---- ---- ---- 40.5 .60 -.2 ---- -.2 3 7765 69.0 50 7/8" 12 .54 40.7 -.7 _ 2 1 Tri-Collar Mount 12"- 18" Pole Di 54.0 169 14.7 38.7 .57 -.2 -.2 3 7765 54.0 50 7/6" 12 .54 38.7 -.6 _ 3 2 2' Standoff Arm 39.0 51 18.1 ~ 36.2 .66 -.1 -.2 2 2.5' BOX LIGHT 39.0 60 7/16 " 2 .27 36.2 -.2 RESULTS WIND I CE •--- FORCES kips ---:---MOMENTS,ft-k ips---: F'X Inter X, ft Kzt psf in ~She arX ShearY AxiaZ~ BendX Bendy TorgZ~ ksi 4.8.2 69.00 1.00 30.53 .00 .0 .00 .0 .0 .0 .0 65.00 .000 67.00 1.00 30.34 .00 .0 .77 -1.0 -.3 .0 .0 65.00 .005 62.00 1.00 29.86 .00 .0 .95 -1.2 -4.3 .0 .0 65.00 .040 58.25 1.00 29.48 .00 .0 1.05 -1.3 -7.8 .0 .0 65.00 .066 56.50 1.00 29.29 .00 .0 1.12 -1.4 -9.6 .0 .0 65.00 .083 54.00 1.00 29.02 .00 .0 1.87 -2.3 -12.6 .0 .0 65.00 .105 49.00 1.00 28.44 .00 .0 2.04 -2.5 -22.0 .0 .0 65.00 .164 44.00 1.00 27.62 .00 .0 2.22 -2.7 -32.2 .0 .0 65.00 .218 39.00 1.00 27.14 .00 .0 3.06 -3.2 -43.4 .0 .0 65.00 .270 34.00 1.00 26.38 .00 .0 3.23 -3.4 -58.7 .0 .0 65.00 .336 29.00 1.00 25.54 .00 .0 3.40 -3.6 -74.9 .0 .0 65.00 .395 24.00 1.00 24.58 .00 .0 3.58 -3.8 -91.9 .0 .0 65.00 .448 19.00 1.00 23.45 .00 .0 3.76 -4.0 -109.8 .0 .0 65.00 .497 14.00 1.00 22.10 .00 .0 3.94 -4.3 -128.6 .0 .0 65.00 .543 9..00 1.00 22.10 .00 .0 4.10 -4.5 -148.3 .0 .0 65.00 .585 5.'00 1.00 22.10 .00 .0 4.27 -4.8 -164.6 .0 .0 65.00 616 .00 1.00 22.10 .00 .0 4.36 -4.9 165.9 .0 . .0 65.00 .651 DISPLACEMENTS SLEV ~-----------DEFLECTION f eet-------------~-------- ---ROTATION, degrees-------~ X, ft X Y Z XY-Result X Y Z XY-Result 69.00 .00 2.75 -.07 2.75< 3.98~> -3.46 .00 .00 3.46 Page C2 SABRE COMMUNICATIONS CORD JOB: 08-10300 14 -Apr-08 09:58 2101 Murray Street BROWN COUNTY MSA/CELLCOM Ph 712.258.6690 Sioux Cit IA 51101 Oshkosh, WI Fx 712.258.8250 CASE - 2: 3s Gusted Wind 0.9 Dead ANSI-TIA-222-G WIND OLF 1.60 GUSTED WIND (3sec) 90.0 mph 144.8 kph VERTICAL OLF .90 EXP-CAT/STRUC CLASS C-II DESIGN ICE .00 i n EXP-POWER COEFF. .2105 GUST FACTOR {Gh) 1.10 REFERENCE HEIGHT 900.0 ft F ( ) 2 7 ft S @ 3 7 psf 1659.0 Pa ZMPORTANCE FAC I) 1.00 BASE ABOVE Grd 1: 0 DIRECTION FAC (Kd) .95 CREST HEIGHT .0 ft TOPOGRAPHIC CAT 1 APPURTENANCES S b A a re re as Center WEIGHT AREA Tx-CABLE FORCES MOM. Line each each WIND Tra-Y Ax-Z Lg-X # Qty Description ----- - Elev-Ft Lbs Ft~2 Type Qty #/Ft Psf Kips Kips Ft-K ------------ 1 1 Tri-Collar Mount 12"- 18" Pole ------- ---- ---- ---- Di 67.0 169 14.7 --- ---- ---- ---- 40.5 .60 ---- -.2 ---- -.2 _ 3 7765 69.0 50 7/8" 12 .54 40.7 -.5 2 1 Tri-Collar Mount 12"- 18" Pole Di 54.0 169 14.7 38.7 .5? -.2 -.2 _ 3 7765 54.0 50 7/8" 12 .54 36.7 -.4 3 2 2' Standoff Arm 39.0 51 18.1 36.2 .66 -.1 -.2 _ 2 2.5' BOX LIGHT 39.0 60 7/16" 2 .27 36.2 -.1 RESULTS WIND I CE •--- FORCES,kips ---•---MOMENT S,ft-kips- --: F'x Inter X, ft Kzt psf in ~She arX ShearY AxiaZ~ $endX Bendy Tor gZ~ ksi 4 .6.2 69.00 1.00 30.53 .00 .0 .00 .0 .0 .0 .0 65.00 .000 67.00 1.00 30.34 .00 .0 .75 -.7 -.3 .0 .0 65.00 .004 62.00 1.00 29.66 .00 .0 .93 -.9 -4.2 .0 .0 65.00 .038 58.25 1.00 29.48 .00 .0 1.03 -1.0 -7.7 .0 .0 65.00 .064 56.50 1.00 29.29 .00 .0 1.10 -1.1 -9.5 .0 .0 65.00 .081 54.00 1.00 29.02 .00 .0 1.83 -1.7 -12.4 .0 .0 65.00 .102 49.00 1.00 28.44 .00 .0 2.OI -1.9 -21.6 .0 .0 65.00 .i59 44.00 1.00 27.62 .00 .0 2.16 -2.0 -31.6 .0 .0 65.00 .213 39.00 1.00 27.14 .00 .0 3.02 -2 .3 -42.7 .0 .0 65.00 .263 34.00 1.00 26.38 .00 .0 3.19 -2.5 -57.8 .0 .0 65.00 .329 29.00 1.00 25.54 .00 .0 3.37 -2.7 -73.7 .0 .0 65.00 .387 24.00 1.00 24.58 .00 .0 3.55 -2.9 -90.6 .0 .0 65.00 .440 19.00 1.00 23.45 .00 .0 3.73 -3.0 -108.3 .0 .0 65.00 .490 14.00 1.00 22.10 .00 .0 3.92 -3.2 -127.0 .0 .0 65.00 .535 9.00 1.00 22.10 .00 .0 4.09 -3.4 -146..6 .0 .0 65.00 .577 5.00 1.00 22.10 .00 .0 4.26 -3.6 -162.9 .0 .0 65.00 .608 .00 1.00 22.10 .00 .0 4.35 -3.7 184.2 .0 .0 65.00 .644 DISPLACEMENTS ELEV ~-----------DEFLECTION f eet-------------~--------- --ROTATION , degrees-- -----~ X, ft X Y Z XY-Result X Y Z XY-Result 69.00 .00 2.71 -.07 2.71< 3.93~> -3.41 .00 .00 3.41 Page C3 SABRE COMMUNICATIONS CORD JOB: Q8-10300 19-Apr-08 09:58 2101 Murray Street BROWN COUNTY MSA/CELLCOM Ph 712.258.6690 Sioux Cit IA 511Q1 Oshkosh WI Fx 712.258.8250 CASE - 3: 3s Gusted Wind&Ice ANSI-TIA-222-G WIND OLF 1.00 GUSTED WIND (3sec) 40.0 mph 64.4 kph VERTICAL OLF 1.20 EXP-CAT/STRUC CLASS C-II DESIGN ICE .50 in _ EXP-POWER COEFF. .2105 GUST FACTOR (Gh) 1.10 REFERENCE HEIGHT 900.0 ft FORCE COEFF (Cf) 1.20 PRESSURE ~ 32.7 ft 4.3 psf 204.8 Pa IMPORTANCE FAC (I) 1.00 BASE ABOVE Grd 1.0 DIRECTION FAC (Kd) .95 CREST HEIGHT .0 ft TOPOGRAPHIC CAT 1 APPURTENANCES Sab re Areas Center W EIGHT AREA Tx-CABLE FORCES MOM. Line each each WIND Tra- Y Ax-Z Lg-X # Qty Descripti ----- ---------- on Elev-Ft Lbs Ft~2 Type Qty #/Ft Psf Kips Kips Ft-K 1 1 Tri-Collar --- Mount 12" -18" - Pole Di ------ 67.0 ---- 185 ---- ---- 19.2 --- ---- ---- ---- ---- 5.0 .10 -.2 ---- .0 3 7765 69.0 88 7/8" 12 .54 5.0 -1.1 _ 2 1 Tri-Collar Mount 12" -18" Pole Di 54.0 185 19.1 4.8 .09 -.2 .0 3 7765 54.0 88 7/8" 12 .54 4.8 -1.0 3 2 2' Standoff Arm 39.0 56 20.3 4.5 .09 -.2 .0 2 2.5' BOX LIGHT 39.0 106 7/16" 2 .27 4.5 -.4 RESULTS WIND ICE •--- FORCES,ki ps --- •---MOMENTS,ft-kips- --: F'x Inter X, ft Kzt psf in ~ShearX ShearY AxiaZ ~ BendX Bendy Tor gZ~ ksi 4.8.2 69.00 1.00 6.03 1.08 .0 .00 .0 .0 .0 .0 65.00 .000 67.00 1.00 5.99 1.07 .0 .14 -1.6 .0 .0 .0 65.00 .004 62.00 1.00 5.90 1.07 .0 .18 -1.8 -.8 .0 .0 65.00 .011 58.25 1.00 5.82 1.06 .0 .20 -2.0 -1.5 .0 .0 65.00 .016 56.50 1.00 5.79 1.06 .0 .22 -2.2 -1.8 .0 .0 65.00 .020 54.00 1.00 5.73 1.05 .0 .35 -3.6 -2.4 .0 .0 65.00 .027 49.00 1.00 5.62 1.04 .0 .39 -3.9 -4.2 .0 .0 65.00 .038 44.00 1.00 5.49 1.03 .0 .43 -4.2 -6.1 .0 .0 65.00 .049 39.00 1.00 5.36 1.02 .0 .57 -5.0 -8.3 .0 .0 65.00 .060 34.00 1.00 5.21 1.01 .0 .60 -5.3 -11.1 .0 .0 65.00 .072 29.00 1.00 5.05 .99 .0 .64 -5.7 -14.2 .0 .0 65.00 .083 24.00 1.00 4.86 .97 .0 .68 -6.0 -17.4 .0 .0 65.00 .093 19.00 1.00 4.63 .95 .0 .72 -6.3 -20.8 .0 .0 65.00 .103 14.00 1.00 4.37 .92 .0 .75 -6.6 -24.4 .0 .0 65.00 .112 9.00 1.00 4.37 .89 .0 .79 -6.9 -28.1 .0 .0 65.00 .120 5.00 1.00 4.37 .84 .0 .82 -7.3 -31.3 .0 .0 65.00 .126 .00 1.00 4.37 .70 .0 .84 -7.4 35.4 .0 .0 65.00 .133 - DISPLACEI~NTS __ - ------ ELEV (-----------DEFLECTION feet-------------~-----------ROTATION, degrees-------~ X, ft X Y Z XY-Result X Y Z XY-Result 69.00 .00 .52 .00 .52< .76~> -.65 .00 .00 .65 Page C4 SABRE COMMUNICATIONS CORP JOB: 08-10300 14-Apr-08 09:58 2101 Murray Street BROWN COUNTY MSA/CELLCOM Ph 712.258.6690 Sioux Cit IA 51101 Oshkosh, WI Fx 712.258.8250 CASE - 4: Service Loads ANSI-TIA-222-G WIND OLF 1.00 GUSTED WIND {3sec) 60.0 mph 96.6 kph VERTICAL OLF 1.00 EXP-CAT/STRUC CLASS C-II DESIGN ICE .00 in EXP-POWER COEFF. .2105 GUST FACTOR (Gh) 1.10 REFERENCE HEIGHT 900.0 ft FORCE COEFF (Cf) .75 PRESSURE ~ 32.7 ft 8.6 psf 412.3 Pa IMPORTANCE FAC (I) 1.00 BASE ABOVE Grd 1.0 DIRECTION FAC (Kd) .B5 CREST HEIGHT .0 ft TOPOGRAPHIC CAT 1 APPURTENANCES A S b a re reas Center WEIGHT AREA Tx-CABLE FOR CES MOM. n e WIND Tra-Y Ax-Z Lg-X # Qty Description ----- -- Elev Ft Lbs Ft~2 a Typ Qty #/Ft Psf Kips Kips Ft-K ----------- 1 1 Tri-Collar Mount 12"- - 18" - Pole Di ------ ---- ---- ---- 67.0 169 14.7 --- ---- ---- ---- 10.1 .15 ---- -.2 ---- .0 3 7765 69.0 50 7/8" 12 .54 10.1 -.6 _ 2 1 Tri-Collar Mount 12"- 18" Pole Di 54.0 169 14.7 9.6 .14 -.2 .0 3 7765 54.0 50 7/8" 12 .54 9.6 -.5 _ 3 2 2' Standoff Arm 39.0 51 18.1 9.0 .16 -.1 .0 2 2.5' BOX LIGHT 39.0 60 7/16" 2 .27 9.0 -.1 RESULTS WIND ICE •--- FORCES,kips ---•---MOMENTS,ft-kips- --: F'x I nter X, ft Kzt psf in ~ShearX 5hearY AxiaZ~ BendX Bendy TorgZ~ ksi 4 .8.2 69.00 1.00 7.59 .00 .0 .00 .0 .0 .0 .0 65.00 .D00 67.00 1.00 7.54 .00 .0 .19 -.9 -.1 .0 .0 65.00 .003 62.00 1.00 7.42 .00 .0 .23 -1.0 -1.0 .0 .0 65.00 .011 58.25 1.00 7.33 .00 .0 .26 -1.1 -1.9 .0 .0 65.00 .018 56.50 1.00 7.28 .00 .0 .27 -1.2 -2.4 .0 .0 65.00 .022 54.00 1.00 7.21 .00 .0 .46 -2.0 -3.1 .0 .0 65.00 .029 49.00 1.00 7.07 .00 .0 .50 -2.1 -5.4 .0 .0 65.00 .043 44.00 1.00 6.91 .00 .0 .54 -2.3 -7.9 .0 .0 65.00 .057 39.00 1.00 6.74 .00 .0 .75 -2.7 -10.6 .0 .0 65.00 .070 34.00 1.00 6.56 .00 .0 .79 -2.9 -14.4 .0 .0 65.00 .086 29.00 1.00 6.35 .00 .0 .84 -3.0 -18.4 .0 .0 65.00 .101 24.00 1.00 6.11 .00 .0 .88 -3.2 -22.5 .0 .0 65.00 .114 19.00 1.00 5.83 .00 .0 .93 -3.4 -27.0 .0 .0 65.00 .126 14.00 1.00 5.49 .00 .0 .97 -3.6 -31.6 .0 .0 65.00 .137 9.00 1.00 5.49 .00 .0 1.02 -3.7 -36.5 .0 .0 65.00 .148 5.00 1.00 5.49 .00 .0 1.06 -3.9 -40.5 .0 .0 65.00 .156 .00 1.00 5.49 .00 ' .0 1.08 -4.0 45.8 .0 .0 65.00 .164 DISPLACEMENTS ELEV ~-----------DEFLECTION feet-------------I--------- --ROTATION , degrees-- ----- IM1CrOW X, ft X Y Z XY-Result X Y Z XY-Re sult Allow 69.00 .00 .67 .00 .67< .98~> -.85 .00 .00 .8 5 Page C~ SABRE CONIlKUNICATIONS CORP JOB: 08-10300 14-Apr-08 p9:58 2101 Murray Street BROWN COUNTY MSA/CELLCOM Ph 712.258.6690 Sioux Cit IA 51101 Oshkosh WI Fx 712.258.8250 FLANGE DESIGN at: 5.D ft from BASE of POLE [ 64..0 ft from TOP] SHAPE: 16 SIDED POLYGON POLE ORIENTATION: FLAT-FLAT LOAD ORIENTATION: ANY LOAD DIRECTION DESIGN CASE = 1 3s Gusted Wind . DIAMETER #1= 19.63 in. AXIAL FORCE= -4.8 kips PLATE #1= 1875 in. SHEAR X = .0 kips DIAMETER #2= 19.63 in. SHEAR Y = 4.3 kips PLATE #2= .1875 in. X-AXIS MOM = -164.6 ft-kips Y-AXIS MOM = .0 ft-kips Z-AXIS MOM = .0 ft-kips FLANGE BOLTS: EXTERNAL BC MODEL AXIAL Stress = 57.15 ksi SHEAR. Stress = .54 ksi BOLT AREA (Tension) _ .61 in~2 MOMENT of INERTIA = 383 in~4 CSR = .840 ALLOW TENSION Stress = 69.00 ksi [ .75 x FyJ SHEAR Stress = 48.30 ksi [ .75 x Fy x 0.70] A-325 :.: BOLT DESIGN USED 10 Bolts 1.00 in. BOLT DIAMETER 92.00 ksi Fy YIELD STRENGTH 120.00 ksi Fu ULTIMATE STRENGTH 22.500 in. BOLT CIRCLE SHIP 6.95 in. CHORD LENGTH WEIGHT 36.00° ARC ANGLE 10 lbs PLATE DESIGN THICKNESS Reqd = BENDING Stress = TENSION Stress = COMBINED Ratio = ALLOWABLE Stress {Fa) _ Upper-PL Lower-PL .: FLANGE PLATE DESIGN USED 1.000 in. THICK 26.750 in. OUTSIDE ROUND 60.00 ksi YIELD STRENGTH 14.000 in. CENTER HOLE 224 lbs. SHIP.WEIGHT (both) [Fy x .90J _ ... _ LOAD CASE Sii~tnizY RESULTANTS BOLT STRESS Flange-UP Stress Flange-DW Stress Axial Shear Moment Torq-Z Actual Allow Actual Allow Actual Allow Case kips kips ft-kips ft-kips CSR ksi ksi ksi ksi ksi 1 -4.77 4.27 164.6 .0 .840 69.00 42.84 54.00 42.84 54.00 2 -3.60 4.26 162.9 .0 .834 69.00 42.41 54.00 42.41 54.00 3 -7.26 .82 31.3 .0 .144 69.00 8.29 54.00 8.29 54.00 4 -3.92 1.06 40.5 .0 .200 69.00 10.68 54.00 10.68 54.00 .89 .89 in. 42.66 42.66 ksi .18 .18 ksi .79 .79 54.00 54.00 ksi Page C6 SABRE CO1~IlK[)NICATIONS CORD JOB: 08-10300 14-Apr-08 09:58 2101 Murray Street BROWN COUNTY MSA/CELLCOM Ph 712.258.&690 Sioux Cit IA 51101 Oshkosh, WI Fx 712.258.8250 SHAPE: .16 SIDED POLYGON with FLAT-FLAT ORIENTATION BOLTS: EVENLY SPACED BOLTS 8. 95 in. ON CENTER LOCATE: POLE DATA DIAMETER = 20.25 in. BASE AXIAL FORCE= -4.9 kips Vert PLATE _ .1875 in. ACTIONS SHEAR X = 4.4 kips Long TAPER .1250 in/ft SHEAR Y = .0 kips Tran POLE Fy = 65.00 ksi X-AXIS MOM = 131.4 ft-kips Tran Y-Axis MOM = 131.4 ft-kips bong Z-Axis MOM = .0 ft-kips Vert DESIGN CASE = 1 3s Gusted Wind Des ign: ANY Orientation Reactions at 45.00 d eg to X-AXIS BOLT LOADS AXIAL - COMPRESSION = 48.33 kips AXIAL - TENSION = 47.11 kips SHEAR = .54 kips AXIAL STRESS 79.76 ksi SHEAR STRESS = .97 ksi YIELD STRENGTH Fy = 92.00 ksi ULT. STRENGTH Fu = 120.00 ksi Interaction ALLOW STRESS Fa [ .80 x 1.00] = 96.00 ksi .851 TIA-G SHEAR Fv [ .80 x .40] = 38.40 ksi TENSION AREA REQUIRED = .50 in~2 TENSION AREA FURNISHED = .61 in~2 ROOT AREA FURNISHED = .56 in~2 CONCRETE - Fc= 4000 psi BASE PLATE A449 :.: ANCHOR BOLT DESIGN USED 8 Bolts on a .23.375 in. Bolt Circle SHIP 1.000 in. Diameter ~ 41.50 in. Embedded (lbs) 7.00 in. Ex osed 51.00 in. Total Len th 141 L e ~ 1/4 C ] YIE D STRENGTH 60C0 ksi BASE PLATE USED BEND LINE WIDTH PLATE MOMENT = 16.1 = 129.2 in. in-k 1.00 in. ~ THICK SHIP THICKNESS REQD = .944 in. 27.38 in. ~ ROUND (1bS) BENDING STRESS ALLOWABLE STRESS = 48.1 = 54.0 ksi - ksi 9.00 in. CENTER HOLE 143 [Fy x .90 x 1.00] LOAD CASE SUbIl~lARY ABolt-Str Plate-Str _FORCES-(kips) MINTS-(ft-k) Allow Actual Allow Design LC Axial ShearX ShearY X-axis Y-axis Toro CSR ksi ksi ksi Code 1 4.9 4.4 .0 185 0 0 .851 90.00 48.11 54.00 TIA-G 2 3.7 4.4 .0 184 0 0 .841 90.00 47.49 54.00 TIA-G 3 7.4 .8 .0 35 0 0 .176 90.00 10.09 54.00 TIA-G 4 4.D 1.1 .0 45 0 0 .216 90.00 12.26 54.00 TIA-G ANCHOR BOLTS are STRAIGHT w\ UPLIFT NUT Page C7 0810300P.1po LPILE Plus for Windows, Version S.0 (5.0.25) Analysis of Individual Piles and Drilled shafts subjected to Lateral Loading using the p-y Method (c) 1985-2006 by Ensoft, Inc. All Rights Reserved This program is licensed to: rebeacom sabre Path to file locations: C:\Progra~l\Ensoft\LpilePS\ Name of input data file: 0810300P.1pd Name of output file: 0810300P.1po Name of plot output file: 0810300P.1pp Name of runtime file: 0810300P.1pr ------------------------------------------------------------------------------ Time and Date of Analysis ------------------------------------------------------------------------------ Date: April 14, 2008 Time: 10: 9:10 ------------------------------------------------------------------------------ Problem Title ------------------------------------------------------------------------------ 70' Monopole BROWN COUNTY MSA/CELLCOM Oshkosh, WI (08-10300) 4-14-08 REs ------------------------------------------------------------------------------ Program Options ------------------------------------------------------------------------------ units used in computations - us customary units, inches, pounds Basic Program options: Analysis Type 3: - Computation of Nonlinear sending Stiffness and Ultimate Bending Moment Capacity with Pile Response Computed Using Nonlinear EI Computation Options: - only internally-generated p-y curves used in analysis - Analysis does nat use p-y multipliers (individual pile or shaft action only) - Analysis assumes no shear resistance at pile tip - Analysis for fixed-length pile or shaft only - No computation of foundation stiffness matrix elements - output summary table of values for pile-head deflection, maximum bending moment, and shear force only - Analysis assumes no soil movements acting on pile - No additional p-y curves to be computed at user-specified depths Solution Control Parameters: - Number of pile increments = 100 - Maximum number of iterations allowed = 300 - Deflection tolerance for convergence = 1.0000E-05 in Page Al 0810300P.1po - Maximum allowable deflection = 1.0000E+03 in Printing options• - Only summary tables of pile-head deflection, maximum bending moment, and maximum shear force are to be printed in output file. ------------------------------------------------------------------------------ Pile Structural Properties and Geometry ------------------------------------------------------------------------------ Pile Length = 216.00 in Depth of ground surface below top of pile = 12.00 in Slope angle of ground surface = .00 deg. structural properties of pile defined using 2 points Point Depth Pile Moment of Pile Modulus of X Diameter Inertia Area Elasticity in --- in in**4 sq.in 7bs/Sq.in -- --------- 1 0.0000 ----------- 42.00000000 ---------- _ 152745.0000 ---------- 1385.4000 ----------- 3604997. 2 216.0000 42.00000000 152745.0000 1385.4000 3604997. Please note that because this analysis makes computations of ultimate moment capacity and pile response using nonlinear bending stiffness that the above values of moment of inertia and modulus of are not used for any computations other than total stress due to combined axial loading and bending. ------------------------------------------------------------------------------ soil and Rock Layering Information ------------------------------------------------------------------------------ The soil profile is modelled using 5 layers Layer 1 is soft clay, p-y criteria by Matlock, 1970 Distance from top of pile to top of layer = 12.000 in Distance from top of pile to bottom of layer = 60.040 in Layer 2 is stiff clay without free water Distance from top of pile to top of layer = 60.000 in Distance from top of pile to bottom of layer = 102.000 in Layer 3 is stiff clay without free water Distance from top of pile to top of layer = 102.000 in Distance from top of pile to bottom of layer = 162.000 in Layer 4 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 162.000 in Distance from top of ppile to bottom of layer = 252.000 in p-y subgrade modulus k for tap of soil layer = 125.000 lbs/in**3 p-y subgrade modulus k for bottom of layer = 125.000 lbs/in**3 Layer 5 is sand, p-y crit eria by Reese et al., 1974 Distance from top of pile to top of layer = 252.000 in Distance from top of ppile to bottom of layer = 264.000 in p-y subgrade modulus k for top of soil layer = 130.000 lbs/in**3 ' p-y subgrade modulus k for bottom of layer = 130.000 lbs/in**3 (Depth of lowest layer extends 48.00 in below pile tip) Page A2 0810300P.1po Effective Unit weight of Soil vs. Depth ------------------------------------------------------------------------------ Distribution of effective unit weight of soil with depth is defined using 10 points Point Depth X Na. in 1 12.00 2 60.00 3 60.00 4 102.00 5 102.00 6 162.00 7 162.00 8 252.00 9 252.00 10 264.00 Eff. unit weight lbs/in**3 .06370 .06370 .06660 .06660 .06660 .06660 ' .04170 .04170 .04170 .04170 ------------------------------------------------------------------------------ Shear Strength of soils Distribution of shear strength parameters with depth defined using 10 points Point Depth X Cohesion c Angle of Friction E50 or RQD No. ---- in - -------- lbs/in**2 --- Deg. k_rm % 1 12.000 ------- .10000 ------------------ .00 ------ .10000 ------ .0 2 60.000 .10000 .00 .10000 .0 3 60.000 10.42000 .00 .00700 .0 4 102.000 _ 10.42000 .00 .00700 .0 5 102.000 20.83000 .00 .00500 .0 6 162.000 20.83000 ~ .00 .00500 .0 7 162.000 .00000 41.00 ------ ------ 8 252.000 .00000 41.00 ------ ------ 9 252.000 .00000 42.00 ------ ------ 10 264.000 .00000 42.00 ------ ------ Notes: (1) cohesion = uni axial compressive strength for rock ma terials. (2) values of E50 are repported for clay strata. (3) Default values will be generate d for E50 when input values are 0. (4) RQD and k_rm a re reported only for weak rock strata. ------------------------------------------------------------------------- Loading Type ---------------------------------------------------------------------------- static loading criteria was used for computation of p-y curves --------------------------------------------------------------------------- Pile-head goading and Pile-head Fixity Conditions Number of loads specified = 1 Page A3 0810300P.1po load Case Number 1 Pile-head boundary conditions are shear and Moment (BC Type 1) Shear force at pile head = 5812.000 lbs Bendin moment at pile head = 2974720.000 in-lbs Axial load at pile head = 6522.667 lbs Non-zero moment at pile head for this load case indicates the pile-head may rotate under the applied pile-head loading, but is not a free-head (zero moment) condition. - --------------------------------------------------------- ---Computations of ultimate Moment capacity and Nonlinear Bending Stiffness Number of pile sections = 1 Pile Section No. 1 The sectional shape is a circular drilled shaft (bored pile). outside Diameter Material Properties: = 42.0000 In Compressive strength of Concrete = Yield stress of Reinforcement = Modulus of Elasticity of Reinforcement = Number of Reinforcing Bars = Area of single Bar = Number of Rows of Reinforcing Bars = Cover Thickness (edge to bar center) _ unfactored Axial Squash load Capacity = Distribution and Area of Steel Reinforcement Row Area of Number Reinforcement In**2 1 .600000 2 1.200000 3 1.200000 4 1.200000 5 1.200000 6 1.200000 7 .600000 Axial Thrust Force = Distance to Centroidal Axis In 17.0625 14.7766 8.5313 .0000 -8.5313 -14.7766 -17.0625 6522.67 lbs 4.000 Kip/In**2 60. Kip/In**2 29000. Kip/In**2 12 .60000 in**2 7 3.938 In 5118.02 Kip Bending Max. Steel Bending Bending Maximum Neutral Axis Max. Concrete Moment stress stiffness Curvature Strain Position Stress in-lbs i lb-in2 rad/in in/in inches psi ps ------------- 585205.86007 5.852059E+11 .00000100 ------- .00002234 ------------- 22.33514071 ------------- 79.48156817 Page A4 533.53158 2883416. 2522.08057 2883416. 7450.85197 2883416. 10841.70230 2883416. 14229.24853 2883416. 17613.42096 2883416. 20994.18882 2883416. 24357.46974 2883416. 27717.12074 2915236. 31081.09105 3216941. 34443.82836 3517714. 37802.37237 3817536. 41156.63540 4113317. 44515.37573 4406331. 47875.02672 4696901. 51234.67772 4985024. 54594.32872 5302415. 57937.18857 5573761. 60000.00000 5786880. 60000.00000 5950961. 60000.00000 6076255. 60000.00000 6201061. 60000.00000 6325413. 60000.00000 6449299. 60000.00000 6550296. 60000.00000 6938879. 60000.00000 7284621. 60000.00000 7407327. 60000.00000 7504079. 60000.00000 7592108. 60000.00000 7701934. 60000.00000 7742112. 60000.00000 7800778. 5.766832E+11 3.203796E+11 2.218012E+11 1.696127E+11 1.373055E+11 1.153366E+11 9.942814E+10 8.737624E+10 7.879016E+10 7.846198E+10 7.817142E+10 7.790891E+10 7.760975E+10 7.730406E+10 7.699837E+10 7.669268E+10 7.684660E+10 7.635289E+10 7.515429E+10 7.346865E+10 7.148536E+10 6.967484E+10 6.801519E+10 6.648762E+10 6.485442E+10 5.296854E+10 4.524609E+10 3.878182E+10 3.395511E+10 3.024744E+10 2.740902E+10 2.489425E+10 2.287618E+10 0810300P.1po .00000500 .00010666 .00000900 .00008564 .00001300 .00012096 .00001700 .00015640 .00002100 .00019195 .00002500 .00022762 .00002900 .00026390 .00003300 .00030030 .00003700 .00033655 .00004100 .00037284 .00004500 .00040928 .00004900 .00044587 .00005300 .00048230 .00005700 .00051870 .00006100 .00055510 ..00006500 .00059150 .00006900 .00062848 .00007300 .00066488 .O00077oo .00070070 .00008100 .00073388 .00008500 .00076414 .00008900 .00079449 .00009300 .00082492 .00049700 .00085545 .00010100 .00088466 .00013100 .00108684 .00016100 .00128073 .00019100 .00145987 .00022100 .00162441 .00025100 .00179169 .00028100 .00196700 .00031100 .00215188 .00034100 .00232455 Page A5 21.33115911 9.51517439 9.30466890 9.19992685 9.14062643 9.10499811 9.09999132 9.09999132 9.09596586 9.09376287 9.09516478 9.09935045 9.09999132 9.09999132 9.09999132 9.09999132 9.10838270 9.10790205 9.09999132 9.06021738 8.98988199 8.92681646 8.87013960 8.81907034 8.75898886 8.29646158 7.95481825 7.64327574 7.35025835 7.13821077 7.00000334 6.91921377 6.81687498 370.80067 293.35583 410.16359 525.11415 638.19273 749.37958 860.17773 968.99537 1074.98268 1178.73277 1280.53007 1380.35351 1477.34696 .1571.86996 1664.01052 1753.76864 1842.56974 1927.51992 2008.74835 2081.69138 2146.23932 2209.34863 2271.01613 2331.22850 2387.17501 2731.89881 2994.82789 3178.88129 3298.66619 3373.19497 3399.99865 3398.07071 3380.37434 0810300P.1po 60000.00000 7841366. 2.113576E+10 .00037100 .00249323 6.72028399 60000.00000 - 7843413. 1.955963E+10 .00040100 .00264585 6.59811831 60000.OQ000 7844425. 1.820052E+10 .00043100 .00280031 6.49724150 60000.00000 7844609. 1.701651E+10 .00046100 .00295635 6.41290712 60000.00000 7844609. 1.597680E+10 .00049100 .00311464 6.34345293 60000.00000 7844609. 1.505683E+10 .00052100 .00328230 6.29999399 60000.00000 7844609. 1.423704E+10 .00055100 .00347130 6.29999399 60000.00000 7844609. 1.350191E+ZO .00058100 .00366030 6.29999399 60000.00000 7844609. 1.283897E+10 .00061100 .00382911 6.26694918 60000.00000 Unfactored (Nominal) Moment Capacity at concrete strain of 0.003 = In-Kip 3399.34812 3380.38719 3384.68230 3398.20472 3388.95092 3364.07057 3382.48132 3398.46576 3390.86116 7844.60873 ------------------------------------------------------------------------------ computed values of goad distribution and reflection for Lateral Loading for load Case Number 1 ------------------------------------------------------------------------------- Pile-head boundary conditions are shear and Moment (BC Type 1) specified shear force at pile head = 5812.000 lbs specified moment at pile head = 2974720.000 in-lbs specified axial load at pile head = 6522.667 lbs Non-zero moment for this load case indicates the pile-head may rotate under the applied pile-head loading, but is not a free-head (zero moment )condition. output verification: Computed forces and moments are within specified convergence limits. ------------------------------------------------------------------------------ summary of Pile Response(s) ------------------------------------------------------------------------------ aefinition of Symbols for Pile-Head Loading Conditions: Type 1 = Shear and Moment, y = pile-head displacment in Type 2 = shear and Slope, M = Pile-head Moment lbs-in Type 3 =shear and Rot. stiffness, v = Piie-head Shear Force lbs Type 4 = reflection and Moment, s = Pile-head Slope, radians Type 5 = reflection and slope, R = Rot. stiffness of Pile-head in-lbs/rad Load Pile-Head Pile-Head Axial Pile-Head Maximum Maximum Type condition Condition Load reflection Moment shear 1 2 lbs in in-lbs lbs 1 v= 5812.000 M= 2.97E+06 6522.6667 .4372051 3351044. -43602.7551 The analysis ended normally. Page A6 UBC 1806.8.2.1 8 IBC 1805.7.2.1 d = A/2*(1+(1+(4.36*h/A}}^0.5) Monopole Moment (ft-k) 185.92 Shear (k) 4.4 Caisson Diameter, b (ft) 3.5 Caisson- Height Above Ground (ft) 1 Caisson Height Below Ground (ft) 13 Lateral soil pressure per foot (Ib/ft3) 266 Applied lateral force, P (Ibs} 4359 Dist. from ground to application of P, h (ft) 43.65 A = 2.34*P/(S1 *b) 2.53 Min. Depth of Embedment Required, d (ft) 12.30 n. ~~ MAT FOUNDATION DESIGN BY SABRE TOWERS ~ POLES 70' Monopole BROWN COUNTY MSA/CELLCOM Oshkosh, WI (08-10300) 4-14-08 REB Overall Loads: Factored Moment (ft-kips) Factored Axial (kips) Factored Shear (kips) Bearing Design Strength (ksf) Water Table Below Grade (ft) Width of Mat (ft) Thickness of Mat (ft) Depth to Bottom of Slab (ft) Quantity of Bars in Bolt Circle Bolt Circle Diameter (in) Top of Concrete to Top of Bottom Threads (in) Diameter of Pier (ft) Ht. of Pier Above Ground (ft) Ht. of Pier Below Ground (ft) quantity of Bars in Mat Bar Diameter in Mat (in) Area of Bars in Mat (in2) Spacing of Bars in Mat {in) Quantity of Bars Pier Bar Diameter in Pier (in) Tie Bar Diameter in Pier (in) Spacing of Ties (in) Area of Bars in Pier {in2) Spacing of Bars in Pier (in) fc (ksi) fy {ksi) Unit Wt. of Soil (kcf) Unit Wt. of Concrete (kcf) Volume of Concrete (yd3) Two-Way Shear Action: , Averaged (in) ~V~ (kips) ~Uc = ~~c~~bod Shear perimeter, bo (in) R~ One-Way Shear: 1$5.92. 4.892 4.359 9 _12 8.5 1.5 _ 6: 8 23.375 60' 3.5 1 4.5 10' 1. 7.85 10.56 12 0.875 0.5'> 12 7.22 8.93 4 -- ` BO.~. 0.11- 0.15` 5.97 14 X67.3 701.0 605.5 467.3 175.93 1 ~V~ (kiPs) 153.5': Stabiliity: Overturning Design Strength (ft-k) ,229.8' Max. Net Bearing Press. (ksf) ~- 3,~3 Ultimate Bearing Pressure (ksf) 12.00 Bearing ~s 0.75 Minimum Pier Diameter (ft) 3:4.5 : - Equivalent Square b (ft} 3.10 Recommended Spacing pn) 6 to 12 Minimum Pier AS (in2) 6:93 Recommended Spacing (in) 5 to 12 V„ (kips} 7.2 V„ (kiPs) ~ 30.9 Total Applied M {ft-k) 216 4; Page ~ ~' MAT FOUNDATION DESIGN BY SABRE TOWERS 8~ POLES (CONTINUED) 70' Monopole BROWN COUNTY MSA/CELLCOM Oshkosh, WI (08-10300) 4-14-08 REB Pier Design: ~V„ (kips) ~V~ X2(1+Nu~(2000A9))P~UZb,,,d Vs (kips) Maximum Spacing (in) Flexure in Slab: ~M„ (ft-kips) a {in) Steel Ratio R, Maximum Steel Ratio (.75pb) Minimum Steel Ratio Rebar Development in Pad (in) 1 b20 _ ' ~ < Vu (lops) 4.4- 152.0 0.0' ••• VS max = 4 t'~12bWd (kips) , 357..-0 11.22 (Only if Shear Ties are Required) "~* Ref. To Spacing Requirements ACI 11.5.4.3 470.8 1.36 0.00550 0.85 0.0214 0.0018 48,Aa, Mu (ft-kips) Required Development in Pad (in) 96:9 9 3'8 _ Condition 1 is OK, 0 Fails Maximum Soil Hearing Pressure 1 Pier Area of Steel 1 Pier Shear 1 Interaction Diagram Visual Check 1 Two-Way Shear Action 1 One-Way Shear Action 1 Overturning 1 Flexure 1 Steel Ratio 1 Len th of Develo ment in Pad 1 Page