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Home My WebLink About195' Model WSST Tower Design Package195'MODEL WSST TOWER FOR: KEYS WI-FI, INC. SITE: ST. LUCIE, FL DESIGN PACKAGE World Tower COMPANY, INC. 1213 Compmsot Drive P.O. BOX 508 Mayfield, KY 42066 210-247-3642 FAX: 270-247-0909 E-mail: worldtowem'worldtowerm Web: www.mddtowmm 'c/-/"0c/0x Fabrication. Installation, and Maintenance of ry A.Vj, F.W. & W, cless Communications rowers May 13, 2008 t Keys WI-Fi, Inc. 104 Palmetto Avenue Tavernier, Florida 33070 Attention: Rick Richter Reference: Proposed 195' Self Supporting Tower St. Lucie, Florida Site World Tower File No. Q07858 The above -referenced structure has been designed by a licensed professional engineer to safely support the specified loading (see engineering drawings) in accordance with the TIA-222-G 2006 Standard for a 130 mph design wind gust. The TIA-222-G Standard is based upon the requirements of the International Building Code and was developed by tower professionals to more accurately address the engineering and design of steel tower structures. The structure has been designed based on standard steel design techniques and procedures including all applicable safety factors, therefore, the structure is considered "safe" at its design wind loading. If an extreme wind event were to occur, failure would not be expected at the instant the design wind speed is exceeded. Any wind loading that. occurs over and above the design wind, loading would begin to overcome the design safety factors before a failure could occur. Safety factors for tower members vary.based on failure mode, but all. towel members can support aminimum of 1.25 times their design load without permanent deformation. Steel towers are constructed of many small leg, diagonal and horizontal members of known strength. It is highly unlikely that,a,tower failure will occur, but if a tower failure is to be predicted, then failure.would first occur in the weakest member with the least amount of safety factor. Using'this approach, a self-supporting tower can be designed to fail in a certain location by over designing members in the lower portion of the tower, giving them a greater safety factor and less probability of failure. The tower legs fromA80' to 160' represent the "weak link" in the above -mentioned structure. For this reason, the theoretical fall radius for this tower would be 35-feet as this weaker leg member is the first to experience, failure through a combination of buckling and bending, during a catastrophic wind event. Please, contact us at your convenience should you have further questions concerning the safety of tower structures or other aspects of tower design. Sincerely, Chris Dodson Engineering Mgr. World Tower Company Naeem Akhter Supervising Engineer World Tower Company *4 Tower . COMPANY, INC. 1213 Compr Ddw P.O. Box 608 . Ma ff,ld, KY 42066 270-247a602 FAx:210.747.0909 Ey Wl: waddlower/r2wo, dmwermm Welk www:worldtowermm NSEi' R., LIGHTNING ROD 195' il3 1 1 180' N W 160' mm M `1' x 140' 120' TV, 0 ;a u Z --4'-0 o Z o 4o W y Z 3 r W o. 1 Z N u c 3v _ F Y ? '� 5 O�1� w 6 A p rr W O ~ W W � Q3 ppU N p a O W(a/1 0 G~ U N I A 1' W¢ wV p°�= U ✓1Uti51� � 1 tl LiQ7d ZO' 2O w O L oz lal go Y}� W a FNJ. topZni I/1 o� W W�Ya2 s8 m € 9"01 a s w Z W ~m g %7760 UwoQmw U Z. 21o6^�a �� _=z o =e FNgU��N mK y��Z�QCw ow z memo, OO69?oHow. 18Np a(w . eQ a0s64mQY mZ<NO.� Za15a-(�f o v. �1'io oWO1�^000�w Hiwoq F�c�33��cu�t�ii�r-Qu�Fa F�� 30� N i4 ui NI: 66 C.= 60' TYP. TOWER ELEVATION TEP BOLTS TOWER PLAN ABLE SAFETY ANCHOR BOLTS 6 (18 TOTAL) 1 3/4" ASTM A354 GR BC WITH EMBEDDED PL. BASE REACTIONS OTM: 1 12699.0 FT. KIPS 3 LEGS 120.0 KIPS ICE 94.0 KIPS SECTION 1 FOR: KEYS INC. SITE: ST. LUCIE, LUCIE, FL SCALE NONE - LKB O(O. 4-7-08 007858T NO. LEGS DIAGONALS GIRIS SPLICE BOLTS DIAG BOLTS GIRT BOLTS 1 T 1/2 7 1/4 1 - 4-3 4• WELDED CONSTRUCTION .2 2 1/4 2 1/2 X 3/16. 2 1/2 X.3 i6 3/4 3/4 3 3 2 1/2 X 3/16' N/A 4_1': - N/A 4 - 3-1/4 2 1/2 % 1/4 6_1• 5 3 3/4 3 1/2 X 1/4 2 1/2 X 3/16 6-1 1/4• 1 3/4 6` 4 3 1 2 X 1 4 2 1/2 X 3/16 7 4 1 2 4 X 1 4 3 X 1/4 8 .4 1 2 4 X 5 16 3 X 1/4 6-1 1.2• . 9 434 4X38 31/2X 1/4 6-7 1/2" - 10 5 S X 5 16 3 1/2 X 1/4 6-.1 3/4• ANTENNA LOADING ELEV. DESCRIPTION LINE 190' 12-8' X 4• X.4• PANEL ANTENNA ON WD13X53 MOUNT 12- 1 5/8• 180' 9-ANTE1 BSA-185065/12 ON W013X53 MOUNT 9- 7 5/8• 170' 12-8' X 4• X 4• PANEL ANTENNA ON WD13X53 MOUNT 12- 1 5/8• 160' 9-8' X 4' X 4• PANEL ANTENNA ON WD13X53 MOUNT - 9- 15/8• 150' 9-8' % 4• % 4• PANEL ANTENNA ON WD13X53 MOUNT 9- 75/8• 140' 9-8' % 4• % 4• PANEL ANTENNA ON WD13X53 MOUNT 9- 7 5/8• 'i*s•3.5�a+v"v"�jYTiy4S3@ -(12) 1 5/8' CON( W-170' 0 O O (9) 1 5/8' COAX 5'-144W (9) 1 5/8' COAX OO 5'-180' OO OOO OO 0 (9) 1 5/8' COAX 5'-150' OO 0 O 0 00000 0000 0000000000 (12) 1 5/8' COAX 5'-190' . (9) 1 5/8' COAX PLAN VIEW IDE LOCATION 195' MODEL WSST TOWER WORD TOWER FOR: KEYS WI-FI, INC. SITE: ST. LUCIE, FL 5044E NONE wu- LK8 GV): "a-7-08 `°E ' "° 007858Wc "4k GALVANIZED NUT TYP.—f 3" ___L9 _ MIN. . PROJ. _ PIER ELEVATION 12'-8 7/16's e 19--0 5/8- ANCHOR BOLT LAYOUT 195' WSST TOWER FOR: KEYS WI-Fl, INC. SITE NAME: ST. LUCIE, FL ANCHOR BOLTS (6) 1 3/4-0 (ASTM A354 GR. BC) EQUALLY SPACED ON A 13" DLA. BOLT CIRCLE WITH TOP TEMPLATE AND EMBEDDED PLATE 30' 13" BASE REACTIONS OTM: 12689.0 Fr. KIPS COMP. 697.0 KIPS UPLIFT 609.0 KIPS SHEAR (3 LEGS) 120.0 KIPS WT. 94.0 KIPS WORLD TOWER LE NONE IDWN' LKB ICKD- IDATE4-7-08 IDwG' No. 7858AB I 2'-8 7/16" 19'-0 5/8" 4'-0" J_ PROJ. 1'-6" 5'-0" d T — —L— Ir — 2, 6" — J --ice. — 137.2 CU. YDS. CONCRETE REO'D. BASE REACTIONS 011,E 12,689 FT. KIPS COMP. 697.01 KIPS UPUFf 609.0 KIPS SHEAR 3 LEGS 120.0 KIPS WT. NO ICE 94.0 KIPS 16 #10 X 52" VERT. REBARS WITH 90' X 24" A.C.I. BEND AT BOTTOM -ANCHOR BOLTS 6 (18 TOTAL) 1 3/4 DIA. X 64" LONG ASTM A354 GR BC WITH EMBEDDED PLATE AT BOTTOM 7 #4 X 3'-6"0 HOOPS 2®3', 206", 2®9" F 24" X 37'-6" DEBARS EACH WAY TOP AND BOTTOM (TOTAL = 216) GENERAL NOTES 1. CONCRETE TO HAVE 4000 PSI MIN. COMPRESSIVE STRENGTH AFTER 28 DAYS. 2. ALL REINFORCMENT STEEL IS DEFORMED AND MEETS THE STRENGTH REQUIREMENTS OF ASTM A615 GRADE 60. 3. EMBEDDED STEEL TO HAVE 3" MIN. CONCRETE COVER. 4. FOUNDATION DESIGN IS BASED ON CUSTOMER SUPPLIED SOIL DATA FROM WINGERTER LABORATORIES INC. JOB. NO. 07-1480 DATED OCTOBER 9, 2007. NALLIVI /Ar\rl I r_M, t'C., TITLE: FOUNDATION 195' WSST TOWER coNsu7834 W�1156TH STREET IN FOR: KEYS WI—FI INC. OVERLAND PARK, KS 66223 SITE: ST. LUCIE, FIL su 6as—tots 9t3 _.. 25" 1W.0N 19a0 a Me 1200ft W.0 R W.0 R 4a0ft &OR 0.0 R DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE , ELEVATION mlymAnkmemmldrg Frane (W/.75)' 190 4)P"9xVXVVMa RPW inl WD=53MImmx MaWRq Fwe W 75)' ' 1W WD13163kM Mm NForme (WI.75)' 190 W013YM3 Mmxarq Frem. (W/.75)' 160 Nm13x5 mM amatmra Frane W-75)' 1W - w013=Amama Mm "Frans W.75)• 1W (4)PVM(rXCx4'WIMa FIFO 150 4 Pmtl Bx4'xPWIMm Poe 190 (3)PWd VxPxPW/Ma[4PI e' 163 4) Paul B x 4' x P W9 Mmm1Pe 190 )P ex P x PIMM RPW iW MIVEOAmaxu MmNnq Frans ad.75Y IW (3)Paw3Bx PxPWIMm PIP' 160 WD13N53MMnna MMMVrq France (W/.75)' 150 WD10XS3AnRxne V.A"Fana (W/.75r cal WDIVMAn &1=dgFrame (W/.7ar 1W WD13)33Anftra MMM*gFrans (W/•79' 190 WDRMAaema Ma *gFrans (W/:75)' . 1W (3) Artd B9AA6W9a13 V rna P"(70MTM- I W (3)PzWVxPxCMMw P1W 19) (3e MBW8%012W.M 1W (3)Pal9B%4'x4'W/Mm pw 1W PaelBxPx4w/Mont ' iW _ �8a W/ 12mM. plped.75)' 1W An�aW M13x53Ma"gF(ace 140 WD13xWAname Matr"Frve (W1.73)' 170 W013X43AaaagM gForme (WI ,75r 140 WDIVM Allan. Mm "Frans 170 WD7SWAnuma Mmxanq flan. 140 - - MWUAM'tnaM. gForme 170 P &xVXVW/ Flw 140 ' (4)P9xbW/MP (d)P"BXVxPwM"tP1W 1>D &Bxx4C'xx ePr Vxd hMf (3)PPaxtl axa Roea' 1d0 0 MATERIAL STRENGTH GRADE I Fy i Fu GRADE 1 FY I Fu A572-50 IWW 165W 138kd saw 0 TOWER DESIGN NOTES 1. Tower designed for Exposure C to the TIA-222-G Standard. 2. Tower designed for a 130.00 mph basic wind in accordance with the TIA-222-G Standard. 3. Deflections are based upon a 60.00 mph wind. 4. TOWER RATING: 98.2% a MAX. CORNER REACTIONS AT BASE: DOWN: 697 K UPLIFT.' -609K SHEAR: 73 K AXIAL 94 K MOMENT SHEA� 12689 klp-R 120 K�� `} TORQUE31dp•R REACTIONS- 130,00mph WIND World Tower Company 1213 Compressor Drive Mayfield, KY 42066 Phone., (270) 247.3842 FAX: 270 247-0909 `195,Model WSST Tower / Run# COOS-10 "°ESL Lud a FL sore "Will, Inc o sr— Chds Dod "m•6 Cate TIA-222G p-05I73I08 a NTS Pm1x ,a �('1p E•1 T' Tower ((� Job 195' Model WSST Tower /Run# C805-108 Page a 1 of 1 World Tower Company 1213 Compressor DrPoe Project St. Lucie, FL Date 07:57:02 06/13/08 Client Designed by Mayfield, KY42066 Phone: (270.)247-3642 FAX.• (270) 247.0909 Keys WI-Fi, Inc. Chris Dodson Tower Input Data . The main tower is a 3x free standing tower with an overall height of 195.00 ft above the ground line. The base of the tower is set of an elevation of 0.00 ft above.the ground line. The face width of the tower is 4.00 ft at the top and 22.00 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Basic wind speed of 130.00 mph. Structure Class IL Exposure Category C. Topographic Category 1.' Crest Height 0.00 ft. Deflections calculated using a wind speed of 60.00 mph. A non -linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered. ed Dr T ,USAOWe�. Job 1 95'Model WSST Tower /Run# C805-108 Page 2 of 2 World Tower Company 1213 Compressor Drive Project St. Lucie, FL Date 07:57:02 05/13/08 Client Designed by Mayfield KY42066 Phone: (270) 247.3642 FAX (270) 247.0909 Keys WiA, Inc. Chris Dodson Wind 180 f LeaA Wind ss /Jz Lem - • Leg Face C Wind Normal Triangular To wor Tower Section'Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections fi fi fi TI 195.00-180.00 4.00 1 15.00 T2 190.00-160.00 4.00 1 20.00 T3 160.00-140.00 6.00 1 20.00 T4 140.00-120.00 8.00 1 20.00 T5 120.00-100.00 10.00 1 20.00 T6 100.00.80.00 12.00 I 20.00 T7 80.00-60.00 14.00 1 20.00 78 60.00-40.00 16.00 1 20.00 T9 40.00-20.00 18.00 1 20.00 TIO 20.00-0.00 20.00 1 20.00 Tower Section Geometry contrd rower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace HorY-ontals Offset Offset End fi Panels In In Tl 195.00-I80.00 3.56 K Brace Left No Yes+Steps 4.50 4.50 T2 180.00-I60.00 5.00 XBtace No No 0.00 0.00 T3 160.00-I40.00 S.00 X Brace No No 0.00 0.00 T4 140.00-I20.00 5.00 XBruce No No 0.00 0.00 TS 120.00-100.00 5.00 Double K No Yes 0.00 0.00 RISADr�+,� pI)il'er T Job 195' Model WSST Tower ! Run# C805-108 Page 3 of 3 World Tower Company 1213 Compressor Drive Project St. Lucie, 'FL Date 07:57:02 06/13/08 Client Designed by MayiUld. KY42066 Phone: (270) 247-3642 FAX. (270) 247-0909 Keys Wi-Fi, Inc. Chris Dodson Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBruce, HorL-ontals Offset offset End B li Panels in in T6 100.00.80.00 5.00 Double No 'Yes 0.00 0.00 T7 80.00.60.00 5.00 Double K No Yes 0.60 0.00 T8 60.0040.00 5.00 Double K No Yes 0.00 0.00 T9 40.00-20.00 5.00 Double K No Yes 0.00 0.00 TIO 20.00.0.00 5.00 Double K No Yes 0.00 0.00 Tower Section Geometry cont'd Diagonal Tower Leg 'Leg Leg .Diagonal Diagonal Elevation ' Type St-0 Grade 7ype SI_e Grade R A36 T1 195.00- Solid Round 1 I/2 A572.50 Solid Round l 1/4 180.00 (50 ksi) (36 ksi) T2180.00- Solid Round 2 1/4 A572.50 Equal Angle L2 l/2x21/2x3/16 A36 160.00 (50 ksi) (36 ksi) T3 160.00- Solid Round 3 A572-50 Equal Angle L2 12x2 1/20/16 A36 140.00 (50 ksi) (36 ksi) T4 140.00- Solid Round 3 1/4 A572.50 Equal Angle L2 1/2x2 M1/4 A36 120.00 (50 ksi) (36 ksi) TS 120.00- Solid Round 3 3/4 A572-50 Equal Angle L3 1/20.12xl/4 A36 100.00 (50 ksi) (36 ksi) T6 100.00-80.00 Solid Round 4 A572.50 Equal Angle L3 12x3 12xl/4 A36 (50 ksi) (36 ksi) T7 80.00.60.00 Solid Round 4112 A572-50 Equal Angle LUU114 A36 (50 ksi) (36 ksi) T8 60.0040.00 Solid Round 4 12 A572.50 Equal Angle L44x5/16 A36 (50 ksi) (36 its!) T9 40.00.20.00 Solid Round 4 3/4 A572.50 Equal Angle L4x4x3/8 A36 (50 ksi) (36 ksi) TI020.00.0.00 Solid Round 5 A572-50 Equal Angle LSx5x5/16 A36 (50 ksi) (36 ksi) Tower Section Geometry (cont'd Bottom Girt -Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Elevation Type Size Grade' .7ype Slze Grade TI 195.00. Solid Round 1 A36 Solid Round I A36 MAO (36 ksi) (36 ksi) T2 180.00- Equal Angle L2 12x2 12x3/16 A36 ' Equal Angle A36 160.00 (36 ksi) (36 ksi) Tower Section Geometry (cont'd PJLU Tower . Job 195' Model WSST Tower / Run# C805-108 Page 4 of-4 World Tower Company 1213 Compressor Drive Project St. Lucie, FL Date 07:57:02 05/13/08 Client Designed by Mayfield KY42066 Phone: (270) 247.3642 FAX.• (270) 247.0909 Keys WI-Fi, Inc: Chris Dodson Tower Ho. Mid Girt Mid Girt Mid Girt Horzontal Horizontal Harkened Elevation of Type Size Grade Type Ske Grade Mid 0 Girts T1195.00- None Single Angle A36 Solid Round 1 A36 180.00 (36 ksi) (36 ksi) T5120.00- None Single Angle A36 Equal Angle L2 1/2x2 1/2x3/16 A36 100.00 (36 ksi). (36 k9i) T6 100.00-80.00 None Single Angle A36 Equal Angle L2 12x2 1r20/16 A36 (36 ksi) (36 ksi) T780.00.60.00 None Single Angle A36 Equal Angle L3x3x1/4 A36 (36 ksi) (36 ksi) T860.0040.00 None Single Angle A36 Equal Angle L3x3xl/4 A36 (36 ksi) (36ksi) T940.00-20.00 None Single Angle A36 Equal Angle L3 12012x1/4 A36 (36 ksi) (36 ksi) TI020.00-0.00 None Angle A36 Equal Angle L312x312x1/4 A36 ,Single (36 ksi) (36 ksi) Elevation Tower Section Geometry cont'd inner gracing inner aracmg ace inner ora, Type Grade Tower Section Geomet cont'd Tower - Gusset - Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angfe Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (perface) A, Spacing Spacing _ Diagonals Horkonials in in in TI 195.00- 0.00 0.00 A36 I. 1 1.05 0.00- 0.00 180.00 (36 ksi) T8 180.00- 2.50 0.38 A36 I 1 1.06 0.00 0.00 160.00 (36 ksi) T3160.00- 2.50 0.38 A36 1 1 1.06 0.00 0.00 140.00 (36 ksi) T4140.00- 2.50 0.38 A36 1 1 1.06 0.00 0.00 120.00 (36 ksi) T6120.00- 1.85 0.50 A36 1 1 1.07 0.00 0.00. 100.00 (36 ksi) - T6 100.00- 1.85 0.50 A36 I 1 1.07 0.00 0.00 80.00 06 ksi) T790.00-60.00 1.85 0.50 A36 1° 1 1.07 0.00 0.00 (36 ksi) T8 60.0040.00 1.85 0.50 A36 1 1 1.07 0.00 0.00 (36 ksi) T940.00-20.00 1.95 0.50 A36 1 1 1.08 0.00 0.00 (36 ksi) T1020.00-0.00 1.85 0.50 A36 I 1 LOS 0.00 0.00 (36 ksi) P SAd oWer Job 195' Model WSST Tower /Run# C805-108 Page 5 of 5 World Tower Company 1213 Compressor Drive Project St. Lucie, FL Date 07:57:02 05/13/08 Mayfield, KY42066 Phone: (270)247.3642 FAX.. (270) 247.0909 Client Keys Wi-Fi, Inc. Designed by Chris Dodson Tower Section Geometry cont'd KFactors Tower Cal: Cato Legs X K Single Giris Horn. Sec. Inner Elevation K K Brace Brace Diags Horn. Brace Single Solid Diags Diags Angles Rounds X X X K X X X Jf Y Y Y Y Y Y Y TI 195.00- No Yes I l l 1 I I l l 180.00 1 1 1 1 l 1 l 72180.00- No No l l 11 I I l ! 160.00 1 I l 1 I l I T3160.00- No No 1 1 1 1 1 I 1 1 140.00 1 1 1 1 1 1 1 T4 140.00- No No l I I I I I 1 I 120.00 1 I I 1 1 1 1 T5120.00- No No I 'I I I I I I l 100.00 1 1 1 1 1 1 I T6100.00- No No I I I I I 1 1 1 80.00 1 I t 1 1 1 1 T7 80.00- No No I l I 1 l l 1 1 60.00 1 I 1 1 1 1 1 T8 60.00- No No 1 1 1 I I 1 1 t 40.00 1 1 1 1 I 1 1 T9 40.00- No No 1 l l I I I I 1 20.00 I l I 1 1 1 1 TI020.00- No No I 1 l 1 1 l 1 1 0.00 I 1 I 1 l l 1 the Tower Section Geometry cont'd Tower Elevation F Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal short Horizontal Net Width U Net Width U Net Width U Nei U Net U . Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in •T1 195.00- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 - 0.75 0.00 0.75 0.00 0.75 180.00 T2 180.00- 0.00 1 • 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75. 0.00 0.75 0.00 0.75 160.00 T3 160.00- 0.00 I 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.7S 00,00 T4.140.00- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 120.00 TS 120.00- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 100.00 T6100.00- 0.00 1 0.00 0.73 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 80.00 T7 80.00-60.Oq 0.00 1 0.00 0.75 0.00 0.75 0.00 0.73 0.00 0.75 0.00 0.75 0.00 0.75 T860.00.40.0 o.o0 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 T940.00.20.0 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 '0.00 0.75 0.00 0.75 I p ��'+e�SATower !L[ Job 195' Model WSST Tower / Run# C805-108 Page 6 of 6 World Tower Company 1213 Compressor Drive Project St. Lucie, FL Date 07:57:02 05/13/08 Client Designed by Mayfield, KY42066 Phone: (270) 247-3642 FAX. (270) 247-0909 Keys Wi-Fi, Inc. Chris Dodson Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long/lorLontal Short HorL-ontal Elevation I i Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in is Deduct Deduct Deduct Deduct in in in in TI020.00A.O 0.00 t 0.00 0.75 0.00 0.75 0.00 .0.75 1 0.00 0.75 0.00 0.75 0.00 0.75 Tower Section Geometry contrd Tower Elevation i Leg Connection Type Leg Bolt Six No. Diagonal Top Girt Bottom Gin Mid Girt Long HorL-ontal Short Hort--ontal Bolt Six No. Bolt Si_e No. BoBSL-e No. Bolt Six No. Bolt Sh-e No. BoltS/ce No. in in in in in in in TI 195.00- Flange 0.75 4 0.00 0 0.00 0 0.00 0 0.63 0 0.00 0 0.63 0 190.00 A325X A325X A325X A325N A325N A325X A325N T2180.00- Flange 0.75 4 0.75 1 0.75 1 0.00 0 0.63 0 0.00 0 0.63 0 160.00 A325X A325X A325X A325N A325N A325X A325N T3160.00- Flange 1.00 4 0.75 1 0.00 0 0.00 0 0.63 0 0.00 0 0.63 0 140.00 A325X 'A325X A325X A325N A325N A325X A325N T4 140.00- Flange 1.00 6 0.75 1 0.00 0 0.00 0 0.63 0 0.00 0 0.63 0 120.00 A325X A325X A325X A325N A325N A325X A325N T5120.00- Flange 1.25 6 1.00 1 0.00 0 0.00 0 0.63 0 0.75 1 0.63 0 100.00 A325X A325X A325X A325N A325N A325X A325N T6100.00- Flange 1.25 6 1.00 1 0.00 0 0.00 0 0.63 0 0.75 1 0.75 0 80.00 A325X A325X A325X A325N A325N A323X A325N T7 90.00.60.00 Flange L25 6 1.00 1 . 0.00 0 0.00 0 0.63 0 0.75 1 0.75 0 A325X A325X A325X A325N A325N A325X A325N T860.0040.00 Flange 1.50 6 1.00 1 0.00 0 0.00 0 0.63 0 0.75 1 0.88 0 A323X A325X A325X A325N A325N A325X A325N T940.00-20.00 Flange 1.50 6 1.00 1 0.00 0 0.00 0 0.63 0 0.75 1 0.88 0 A325X A325X A325X A325N A725N A325X A325N T1020.004.00 Flange 1.75 6 1,00 I 0.00 0 0.00 0 0.63 0 0.75 1 US 0 A325X A325X A325X A325N A325N A323X A325N Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Weight Face Allow Component - Placement Total Namher Clear Width or Perimeter or Shield Type Number Per Row Spacing Diameter 6 Leg 0 in in to plf Safety Line 3/8 C No At (CaAa) 195.00.5.00 1 1 0.38 0.38 0.22 WIG LADDER RAIL* C No Af (CaAa) 195.00. 5.00 2 2 13.00 0.25 0.00 0.25 WIG LADDER RAIL• B No Af (CaAa) 180.00 - 5.00 2 2 13.00 0.25 0.00 ' 0.25 ' W/G LADDER RAIV A No Af (CaAa) I70.00-5.00 2 2 13.00 0.25 0.00 0.25 j 1.5/8 C No At (CaAa) 190.00 - 5.00 12 6 0.52 1.98 1.04 i 1.98 ` 1 5/8 B No At (CaAa) 180.00 - 5.00 9 5 0.52 1.98 1.04 L98 1 5/8 A No At (CaAa) 170.00.5.00 12 6 O.S2 1.98 1.04 I 1.98 RISA To er J ob 195' Model WSST Tower / Run# C805-108 Page 7 of 7 World Tower Company Protect St. Lucia, FL Date 07:57:02 05/13/08 1213 Compressor Drive Client Designed by Mayneld. KY42066 Phone: (270) 247-3642 Keys WI-Fi, Inc. Chris Dodson FAX- (270) 247.0909 Description Face Allow Component Placement Total Number Clear Width or Perimeter Weight or Shield Type Number Per Row Spacing Diameter Leg A in in in pf 1 518 C No At (CaAa) 160.00.5.00 9 5 0.52 1.99 1.04 1.98 1518 B No At (CaAa) 150.00.5.00 9 5 0.52 1.98 1.04 1.98 1 518 A No At (CaAa) 140.00 - 5.00 9 5 052 1.98 1.04 1.98 Tower Tower Face, AR AF C.Ai CtAA Weight Section Elevation In Face Out Face B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 19.913 0.000 0.13 T2 180.00-160.00 A 0.000 0.000 18.933 0.000 0.12 B 0.000 0.000 3L617 0.000 0.19 C 0.000 0.000 38.617 0.000 0.25 T3 160.00-140.00 A 0.000 0.000 37.867 0.000 0.25 . B 0.000 0.000 46.592 0.000 0.29 C 0.000 0.000 68.567 0.000 0.44 T4 140.00d20.00 A 0.000 0.000 67.817 0.000. 0.44 B 0.000 0.000 61.567 0.000 0.37 C 0.000 0.000 68.567 0.000 0.44 TS 120.00d00.00 A 0.000 0.000 67.817 0.000 0.44 B 0.000. 0.000 61.567 0.000 0.37 C 0.000 0.000 68.567 0.000 0.44 T6 100.00-80.00 A 0.000 0.000 67.817 0.000 0.44 B 0.000 0.000 61.561 0.000 0.37 C 0.000 0.000 68.567 0.000 0.44 T7 80.00.60.00 A 0.000 0.000 67.817 0.000 0.44 B 0.000 0.000 61.567 0.000 0.37 C 0.000 0.000 68.567 0.000 0.44 T8 60.00.40.00 A 0.000 0.000 67.817 0.000 0.44 B 0.000 0.000 61.567 0.000 0.37 C 0.000 0.000 68.567 0.000 0.44 T9 40.00-20.00' A 0.000 '0.000 67.817 0.000 0.44 B 0.000 0.000 61.567 .0.000 037 C 0.000 0.000 68.567 0.000 0.44 Tl0 20.00.0.00 A 0.000 0.000 50.862 0.000 0.33, B 0.000 0.000 46.175 -0.000 0.28 C 0.000 0.000 51.425 0.000 0.33 Feed Une Center.of Pressure Section Elevation CP.r CPt CP,t CPz ice Ice Ji in In in in TI 195.00-180.00 0.00 - 2.83 - 0.00 2.93 T2 180,00-160.00 0.43 0.52 0.45 0.53 ' T3 160.00-140.00 . 0.33 0.94 033 0.94 T4 140.00420.00 -0.18 0.13 -0.18 0.13 T5 120.00-100.00 -0.21 0.15 -0.21 0.15 - T6 100.00.80.00 -0.24 0.17 -0.24 0.17 T7 80.00-60.00 -0.26 0.19 .0.26 0.19 T D>/S+Ad tAWer 49X�1A Job 195' Model WSST Tower /Run# C805-108 Page 8 of 8 World Tower Company Protect St. Lucie, FL Data 07:57:02 05/13/08 1213 Compressor Drive Client Designed by May)tehl KY42066 Phone: (270)247-3642 Keys Wi-Fi, Inc. Chds.Dodson FAX.. (270) 247-0909 Section Elevation CP.r CPa CPr Cps Ice fee JJ In in in In T8 60.00-00.00 -0.29 0.21 -0.29 0.21. T9 40.00-20.00 -0.31 0.23 -0.31 0.23 TIO 20.00-0.00 -0.29 0.21 -0.29 0.21 Towr Section Feed Line Record No. Description Feed Line Segment El". 4 No Ice K. Ice TI 1 Safety Line 3/8 I80.00.- 0.6000 0.6000 195.00 Tl 2 WIG LADDER RAIL* 180.00- 0.6000 0.6000 195.00 Tl 5 15/8 180.00- 0.6000 0.6000 190.00 72 1 Safety Line 3/8 160.00- 0.6000 0.6000 180.00 T2 2 W/G LADDER RAIL* 160.00- 0.6000 0.6000 180.00 72 3 WIG LADDER RAIL* 160.00- 0.6000 0.6000 180.00 T2 4 W/G LADDER RAIV 160.00- 0.6000 0.6000 170.00 T2 5 Isis 160.00- 0.6000 0.6000 180.00 T2 6 1519 160.00- 0.6000 0.6000 180.00 T2 7 15/8 160.00- 0.6000 0.6000 170.00 T3 1 Safety Line 318 140X0 - 0.6000 0.6000 160.00 T3 2 W/G LADDER RAIL' 140.00- 0.6000 0.6000 160.00 T3 3 W/G LADDER RAIL* 140.00- 0.6000 0.6000 160.00 T3 4 WIG LADDER RAIV 140.00- 0.6000 0.6000 160.00 T3 5 Isis 140.00. 0.6000 0.6000 160.00 T3 6 1 518 140.00. 0.6000 0.6000 160.00 T3 7 15/8 ' 140.00- 0.6000 0.6000 160.00 T3 8 15/8 140.00- 0.6000 0.6000 160.00 T3 9 Isis 140.00- 0.6000 0.6000 150.00 T4 I Safety Line 3/9 120.00. 0.6000 0.6000' 140.00 T4 2 WIG LADDER RAIL• 120.00- 0.6000 0.6000 140.00 T4 3 WIG LADDER RAIL* 120.00 - 0.6000 0.6000 140.00 T4 4 WIG LADDER RAIV 120.00. 0.6000 0.6000 140.00 T4 5 1 518 120.00 - 0.6000 0.6000 NSATower Job 195' Model WSST Tower I Run# C805-108 Page9 of 9 World Tower Company Project St. Lucie, FL Date 07:57:02 05/13/08 1213 Compressor Drive Client Designed by Mayfield, KY42066 Phone: (270) 247-3642 Keys Wi-Fi, Inc. Chris Dodson FAX.• (270) 247-0909 Tower Section Feed Line Record No. Description I Feed Line Scjrnent Elev. K. No Ice K. Ice 140.00 T4 6 1 5/8 120.00- 0.6000 0.6000 140.00 T4 7 15/8 120.00- 0.6000 0.6000 140.00 T4 8 1 518 120.00- 0.6000 0.6000 140.00 T4 9 1 5/8 120.00- 0.6000 0.6000 140.00 T4 10 1 518 120.00- 0.6000 0.6000 140.00 T5 I Safety Line 3/8 100.00- 0.6000 0.6000 120.00 TS 3 W/G LADDER RAIL* 100.00- 0.6000 0.6000 120.00 TS 3 W/O LADDER RAIL* t00.00 - • 0.6000 .0.6000 120.00 T5 4 W/O LADDER RAIL* 100.00- 0.6000 0.6000 120.00 T5 5 1 518 100.00- 0.6000 0.6000 120.00 T5 6 1 5/8 100.00- 0.6000 0.6000 120.00 T5 7 l 5/8 100.00. 0.6000 0.6000 120.00 TS 8 1 5/8 100.00- 0.6000 0.6000 120.00 TS 9 1 5/8 106.00 - . 0.6000 0.6000 120.00 TS 10 1518 100.00- 0.6000 0.6000 120.00 T6 l Safety Line 3/8 80.00. 100.00 0.6000 0.6000 T6 2 W/O LADDER RAIL* 80.00-100.00 0.6000 0.6000 T6 3 WIG LADDER RAIL' 80.00-100.00 0.6000 0.6000 T6 4 W/O LADDER RAIL! 90.00.100.00 0.6000 0.6000 T6 5 1 5/8 80.00. 100.00 0.6000 0.6000 T6 6 1 5/8 80.00. 100.00 0.6000 0.6000 T6 7 l 5/8 80.00. 100.00 0.6000 0.6000 T6 8 -1 518 80.00-100.00 0.6000 0.6000 T6 9 1 5/8 80.00. 100.00 0.6000 0.6000 T6 10 1 5/8 80.00. 100.00 0.6000 0.6000 T7 I Safety Line 3/8 66.00.80.00 0.6000 0.6000 T7 2 W/G LADDER RAIL• 60.00-80.00 0.6000 0.6000 T7 3 WIG LADDER RAIV 60,00 - 80.00 0.6000 0.6000 T7 4 W/O LADDER RAIL* 60.00-80.00 0.6000 0.6000 T7 5 1. 5/8 60.00. 80.00 0.6000 0.6000 T7 6 • 1 513 60.00-80.00 0.6000 0.6000 T7 1 1518 60.00.80.00 0.6000 0.6000 T7 8 1 A 6o.00 - so.00 0.6000 0.6000 T7 9 1 518 60.06.80.00 0.6000 0.6000 T7 10 I' 5/8 60.00.80.00 0.6000 0.6000 TS I Safety Line 3/8 40.00.60.00 0.6000 0.6000 T8 2 W/G LADDER RAIV 40.00.60A0 0.6000 6.6000 T8 3 WIG LADDER RAQ.• 40.00.60.00 0.6000 0.6000 T8 4 W/O LADDER RAIL' 40.00.60.00. 0.6000 0.6000 T8 5 1 518 40.00 - 60.00 0.6000 0.6000 T8 6 15/9 40.00-6( 0.6000 0.6000 T8 7 1518 40.00.60.00 0.6000 0.6000 T8 8 1 519 40.00 - 60.00 0.6000 0.6000 TS 9 1518 40.00. 60.00 0.6000 . 0.6000 T8 10 1 518 40.00.60.00 0.6000 0.6000 T9 l Safety Line 318 20.00. 40.00 0.6000 0.600.0 a RISA Tower Job 195' Model WSST Tower /Run# C805-108 Page 10 of 10 World Tower Company Project St Lucie, FL Date 07:57:02 05/13/08 1213 Compressor Drive Client Designed by Mayfleld KY42066 Phone: (270) 247-3642 Keys Wi-Fi, Inc. Chris Dodson FAX.. (270) 247.0909 Tower Section Feed Line Record No. Description Feed Urre Seement El". K. No /ce K. ke T9 2 W/G LADDER RAIV 20.00-40.00 0.6000 0.6000 T9 3 WIG LADDER RAIL* 20.00-40.00 0.6000 0.6000 T9 4 WIG LADDER RAIL* 20.00.40.00 0.6000 0.6000 T9 5 1518 20.00.40.00 0.6000 0.6000 T9 6 15/8 20.00.40.00 0.6000 0.6000 T9 1 15/8 20.00.40.00 0.6000 0.6000 T9 8 1518 20.00.40.00 0.6000 0.6000 ' T9 9 1518 20.00-40.00 0.6000 0.6000 T9 IO 15/8 20.00.40.00 0.6000 0.6000 TIO 1 Safety Line 318 5.00.20.00 0.6000 0.6000 TIO 2 W/O LADDER RAIV 5.00-20.00 0.6000 0.6000 T10 3 WIG LADDER RAIV 5.00.20.00 0.6000 0.6000 TIO 4 WIG LADDER RAIL* 5.00.20.00 0.6000 0.6000 TIO 5 15/8 5.00.20.00 0,6000 0.6000 TIO 6 15/8 5.00.20.00 0.6000 0.6000 TIO 7 15/8 5.00.20.00 0.6000 0.6000 TIO 8 15/9 5.00.20.00 0.6000 0.6000 TIO 9 l S18 5.00.20.00 0.6000 0.6000 TIO IO 1518 5.00.20.00 0.6000 0.6000 °;Discrete Tower Loads Description Face Offset Offsets: Umuth Placement CIA, C,rA.r Weight or Type lfor- Adjustment Front Site Leg Lateral Vert R F ft, F K Mounting Frame (w/.75)• 0 0 WD 13X53 Antenna A From Leg 3.00 Mounting Frame (w/.75)4 0 0 WD13X53 Antenna B From Leg 3.00 Mounting Frame (w/ .73)• 0 0 (4) Panel 8' x 4" x 4" w/ C From Leg 3.00 Mount Pipe* 0 0 (4) Panel 8' x 4" x 4" w/ A From Leg 3.00 Mount Pipe* 0 0 (4) Panel 8' x 4" x 4" w/ B From Leg 3.00 Mount Pipe* 0 0 WD13X53Antenna C From Leg 3.00 Mounting Frame (w/ .75)• 0 0 WDI3X53 Antenna A From Leg 3.00 Mounting Frame (w/ .75)• 0 0 WD13X53 Antenna B From Leg 3.00 Mounting Frame (w/J5)4 0 0.000 190.00 No Ice 7.28 3.89 1.18 0.000 190.00 No Ice 7.28 3.89 1.18 0.000 190.00 No Ice 5.24 7.14 0.06 0.000 190.00 No Ice 5.24 7.14 0.06 0.000 190.00 No Ice 5.24 7.14 0.06 0.000 180.00 No loc 7.28 3.89 1.18 0.000 180.00 No Ice 7.28 3.89 1.18 0.000 180.00 No Ice 7.28 3.89 I.18 d9.Q m Tea l'�� Job Page 195' Model WSST Tower / Run# C805-108 11 of 11 World Tower Company Project Date 1213 Compressor Drive St. Lucie, FL 07:57:0205/13/08 Mayfield. KY 42066 Client Designed by Phone: (270) 247.3642 FAX: (270) 247.0909 Keys WI-FI, Inc. Chris Dodson Description Face Offset Ojjseu: A;imuth Placement Cu(, C0.4 Weight or Type Hor_ Adjustment Front Side Leg Lateral Vert F B fi fi K (3) Amd BSA-185065112 w/ C From Leg 3.00 0.000 180.00 No Ice 4.80 3.39 0.05 rant. pipe (70.9"x6.3"x2')• 0 0 (3) Antel BSA-185065/12 wt A From Leg 3.00 0.000 180.00 No Ice 4.80 3.39 0.05 rant. pipe (70.9"x63"x2'J• 0 0 (3) Ante[ BSA-185065/l2 w/ B From Leg 3.00 0.000 180.00 No Ice 4.80 3.39 0.05 mat. pipe (70.9"x6.3"x2')i 0 0. WD13X53 Antenna C From Leg 3.00 0.000 170.00 No lee 7.28 3.89 1.18 Mounting Frame (w/ .75)• 0 0 WD 13X53 Antenna A From Leg 3.00 0.000 170.00 No Ice 7.28 3.89 1.18 Mounting Frame (w/ .75)' 0 0 WD13X53 Antenna B From Leg 3.00 0.000 170.00 No Ice 7.28 3.89 1.18 Mounting Frame (vv/.75)• 0 0 (4) Panel 8' x 4" x 4" w/ C From Leg 3:00 0.000 170.00 No Ice 5.24 7.14 0.06 Mount Pipe* 0 0 (4) Panel 8' x 4" x 4" w/ A From Leg 3.00 0.000 170.00 No Ice 5.24 7.14 006 Mount Pipe- 0 0 (4) Panel 8' x 4" x 4" wl B From Leg 3.00 0.000 170.00 No Ice 5.24 7.14 0.06 Mount Pipe, 0 0 WD13X53 Antenna C From Leg 3.00 0.000 160.00 No Ice 7.28 3.89 1.18 Mounting Frame (w/.75)° 0 0' WD 13X53 Antenna A From Leg 3.00 0.000 Iti0.00 No Ice 7.28 3.99 1.19 Mounting Frame (w/.75)6 0 0 WD13X53 Antenna B From Leg 3.00 0.000 160.00 No Ice 7.28 3.89 1.19 Mounting Frame (w1.75)• 0 0 (3) Panel 8' x 4" x 4" wt C From Leg 3.00 0.000 160.00 No Ice 5.24 7A4 0.06 Mount Pipe* 0 0 (3) Panel B' x 4" x 4" w/ A From Leg 3.00 0.000 t60.00 No Ice 5.24 7.14 0.06 %tl Mount Pipe* 0 *, (3) Panel B' x 4" x 4" wt B From Leg 3.00 0.000 160.00 No Ice 5.24 7.14 0.06. Mount Pipe* 0 WDI3X53 Antenna C From Leg 0 3.00 0.000 150.00 No ice 7.28 3.89 1.19 (? Mounting Frame (wl .75)° 0 WD13X53 Antenna A From Leg 0 3.00 0.000 150.00 No Ice 7.28 3.89 1.18 Mounting Frame (w/.75)0 0 a. - WDUX53 Antenna B From Leg 0 3.00 0.000 150.00 No Ice 7.28 3.89 1.18 Mounting Frame (w/.75)° 0 . 0 (3) Panel T x 4" x 4" wl C From Leg 3.00 0.000 150.00 No Ice 5.24 7.14 0.06 Mount Pipes 0 RISAowes T Job 195' Model WSST Tower /Run# C805-108 Page 12 of 12 World Tower Company project St. Lucie, FL Date 07:57:0205/13108 1213 Compressor Drive Client Designed by Afayjleld KY42066 Phone: (270) 247-3642 Keys Wi-Fi, Inc. Chris Dodson . FAX (270) 247.0909 Description Face Offset Offsets: Arlmuth Placement C141 CFAs Weight or Type 11= Adjustment Front Side Leg Lateral Vert fF " F jY jN K (3) Panel X x 4" x 4" w/ A From Leg 3.00 0.000 150.00 No Ice 5.24 7.14 0.06 Mount Pipe* 0 0 (3) Panel V x 4" x 4" w/ B From Leg 3.00 0.000 150.00 No Ice 5.24 7.14 0.06 Mount Pipe' -0 0 WD13X53 Antenna C From Leg 3.00 0.000 140.00 No Ice 7.28 3.89 1.18 Mounting Frame (w/.75)' 0 WD17X53 Antenna A From Leg 0 3.00 0.000 140.00 No fee 7.28 3.99 1.18 Mounting Frame (w/ .75)• 0 0 WD13X53 Antenna B From Leg 3.00 0,000 140.00. No Ice 7.28 3.89 I.1S Mounting Frame (w/:75)• 0 0 (3) Panel 8' x 4" x 4" w/ C From Leg 3.00 0.000 140.00 No fee 5.24 7.14 0.06 Mount Pipe* 0 0 (3) Panel T x 4" x 4" w/ ' A From Leg 3.00 0.000 140.00 No Ice 5.24 7.14 0.06 Mount Pipe', 0 0 (3) Panel 8' x 4" x 4" w/ B From Leg 3.00 0.000 140.00 No Ice 5.24 7.14 0.06 Mount Pipe' 0 Section Elevation Component Soft Bah See Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Botts Bole K Atiowable K TI 195 Leg A325X 0.75 4 4.49 29.82 0151 ✓ 1 Bolt Tension T2 180 Leg A325X 0.75 4 16.11 29'k 0.540 1 Bolt Tension . Diagonal A325X 0.15 1 7:27 14.68 0.495 1 Member Bearing Top Gin A325X 0.75 1 2.42. 14.68 0.165 1 Mt nber Bearing T3 160 Leg A325X 1.00 4 33.15 53.01 0.637 I Bolt Tension Diagonal A325X 0.75 1 10.50 14.68 0.716 ✓ 1 Member Bearing T4 140 Leg A325X 1.00 6 35.61 33.01 0672 b/ 1 Bolt Tension Diagonal A325X 0.75 1 12.49 19.57 0.638 1 Member. Bearing TS 120 Leg. A325X 1.25 6 46.19 82.83 0338 ✓ 1 Bolt Tension Diagonal. A325X 1.00 1 16.17 19.57 U826 I Member Boaring . Horizontals A325X 0.75 1 0.94 14.68 0.057 ' I Member Bearing T6 100 Leg A325X 1.25 6 57.53 82.83 0.695 1 Bolt Tension. D S,�mower 1ld�DFA9 Job 195' Modei WSST Tower /Run# C805-108 Page13 of 13 World Tower Company Project St. Lucie, FL Date 07:57:02 06/13/08 1213 Compressor Drive Client Designed by MayjleId, KY 42066 Phone: (270) 247-3642 Keys WI-Fi, Inc. Chris Dodson FAX. (270) 247-0909 Section Elevation Component Bolt BoltSL-e Number Maxima Allowable Ratio Allowable Criteria. No. Type Grade Of Loadper Load Load Ratio Jl in Bolts Bolt K Allowable K Diagonal A325X 1.00 1 16.78 19.57 0.957 1 Member Bearing Horizontal A325X 0.75 1 0.96 14.68 •E/' 0.065 a' 1 Member Bearing T7 80 Leg A325X 1.25 6 68.36 82.83 0825 6� l Bolt Tension Diagonal A325X 1.00 1 17.91 19.57 0.915 1 Member Bearing Horizontal A325X 0.75 1 1.08 19.57 0.055 1 Member Bearing T8 60 Leg A325X 1.50 6 78.91 119.28 0.662. t Bolt Tension Diagonal A325X 1.00 1 19.22 24.47 0786 6/ 1 Member Bearing Horizontal A325X 0.75 1 1.18 19.57 0.060 1 Member Bearing T9 40 Leg A325X 1.50 6 89.15 119.28 0747 y/ l Bolt Tension Diagonal A325X 1.00 l 20.48 29.36 0697 6/ 1 Member Bearing Horizontal A325X 0.75 1 1.29 19.57 0.066 b� 1 Member Bearing TIO 20 Leg A325X 1.75 6 99.05 162.36 0.610 ✓ l Bolt Tension Diagonal A325X t.00 I 21.34 24.47 08.2 1 Member Bearing Horizontal A325X 0.75 1 1.43 19.57 0.073 6/ 1 Member Bearing Compression Checks Leg Oesi n.QAta.. Corn ressiOI i Ratio Section Elevation SL-e L L. K11r A P. OP. No. P. Jt 7J Jt in) K _ K �P„ _ T I 195 - 190 1 1/215.00 3.56 114.0 1.77 .21.62 30.72 0.704 K-1.00 V T2 ISO. 1160 2 114 20.03 5.01 106.8 3.98 -76.26 77.65 0.982 K-1.00 V T3 160- 140 3 20.03 5.01 80.1 7.07 -156.99 199.90 0.799t K=1.00 ,. V T4 140. 120 3 1/4 20.03 5.01 74.0 8.30 .244.32 250.22 0.976' K=1.00 V TS 120 - t OO 3 3/4 20.03 5.01 64.1 11.04 -314.06 368.01 0.853 r K=1.00 V T6 100 -.80 4 20.03 5.01 60.1 12.57' -389.74 434.24 0.898 t K=1.00 V T7 80.60 412 20.03 5.01 53.4 15.90 463.66 580.90 0.798 K=1.00 V TS 60.40 412 20.03 5.01 53.4 15.90 -336.80 580.90 0.924' K=1.00 `/ T9 40 - 20 4 3/4 20.03 5.01 56.6 17.72 -609.21 661.23 0.921 t K-LOO V TIO 20.0 5 20.03 5.01 48.1 19.64 -680.31 746.17 0.912, K-1.00 V JUSAd o'Wer Jab 195' Model WSST Tower !Run# C805-108 1 Page 14 of 14 World Tower Company Project St. Lucie, FL Date 07:57:02 05/13/08 1213 Compressor Drive Client Designed by Mayfield KY42066 Phone: (270) 247.3642 Keys Wi-Fi, Inc. ' Chris Dodson FAX. (270) 247-0909 Section Elevation Ste L L. KUr A P. ¢P, Ratio No. P. ft Ji Jt in' - K f P. / ¢P, controls a Diagonal Design Data (Compression) Section Ratio Elevation Ste L L. KUr A P. ¢P. No. P. j TI 195 - 180 1114 5.36 5.19 139.5 1.23 -6.59 14.25 0.462 K=0.70 T2 180 - 160 L2 12x2 MOM 7.62 3.85 93.4 0.90 .7.02 18.47 0.380' K=1.00 j T3 160-140 -. L21/2x21/20/16 9.22 4.61 111.8 0.90 -1050 15.13 0.694' K=I.00 l/ i T4 140. 120 L2.12x212xl/4 10.96 5.47 133.6 1.19 -12.49 15.06 _0.829' K=L00 I TS 120-100 L312x312x1/4 7.81 7.61 131.6 1.69 .16.19 22.02 0.735' K=1.00 T6 100.80 L312x312xl/4 8.60 8.40 145.2 L69 -17.13 18.10 0.946' d - K-1.00 b/ I T7 80.60 L4x4xl/4 9.44 9.21 139.1 1.94 -18.41 22.66 0.812' i K=L00 T8 60-40 L US/l6 10.30 10.08 153.0 2.40 -19.77 23.18 0.853' .. K-1.00 6/ i T9 40-20 MUM 11.18 10.96 166.9 2.86 -21.18 23.19 0.913' i K=L00 I/ TIO 20 -0 L5x5x5/l6 12.08 11.86 143.1 3.03 -22.28 33.42 0.667' K=1.06 I P. / ¢P. controls Horizontal Design Data (Compression) Section Ratio Elevation Ste L L. Kl/r A P. ¢P. No, P. J7 Jt R in' K K ¢p. TI 195.180 1 4.00 3.88 130.2 0.79 -1.92 10.42 0.184 K=0.70 T5 120-100 L212x212x3/16 11.50 5.59 135.6 0.90 -0.84 11.08 0.076' i K-1.00 T6 100-80 L2l x21120/16 13.50 6.58 159.6 0.90 -0.96 9.00 0.119' K=1:00 b/ T7 80.60 13x3x1/4 13.50 7.56 153.3 1.44 -1.03 13.84 0.078' K=L00 t/ T8 60.40 L3x3x1/4 17,50 8.56 173.6 1.44 -1.16 16.80 .0.107, K=I.00 T9 i i I i 40.20„ L312x31/2x1/4 19.SO 9.55 165.2 1.69 -1.21. 14.00 0.087' MATower Job 195' Model WSST Tower I Run# C805-108 Page 15 of 15 World Tower Company Project St Lucie, FL Date 07:57:02 05/13/08 1213 Compressor Drive Client - r Designed by hlayffeld,.KY42066 Phone: (270) 247-3642 Keys Wi-M, Inc. Chris Dodson FAX.• (270) 247-0909 Section Elevation Sim L L. KUr A P. V. Ratio No. P. ft ft fr fn2 K K V. K=LUV TIO 20-0 L312x312x1/4 20.50 10.04 173.6 1.69 -1.43 K=L00 t P. / mP. controls 12.66 0.113 i✓ Secondary Horizontal Design Data (Compression) Section Elevation Stce L L. KUr A P. fP. Ratio No. P. R n Jt In K K V. K=0.90 t P. / �P, controls Top Girt Design Data (Compression) Section Elevation SLz L L. KUr A P. Rasa No. P. R n In, K K V. K=O.70 T2 180- 160 L2 12x2 12x3/I6 4.00 3.83 93.9 0.90 -2.42 18.37 0.132 2 K=1.00 Y t P, / ¢P controls Section Elevation Ske L L. Mr A P. rpP, Ratio No. P. K K qP, TI 195. 190 1 4.00 3.88 130.2 0.79 .2.18 10.42 O. K=0.10 t P. / r P. Controls RISATower Job 195' Model'WSST Tower / Run# C805-108 Page 16 of 16 WorldTower Company 1213 Compremor Drive Project St Lucie, FL Date 07:57:02 05/13/08 Maypeld, KY42066 Phone: (270) 247-3642 FAX (270) 247.0909 Client Keys Wi-Fi, Inc. Designed by Chris Dodson Leg Design Data Tension Section Elevation SL-e L L. KUr A P. OP. Ratio No. P. Jt Ji J7 in K K 6P. T2 180.160 2 1/4 20.03 5.01 106.8 3.98 64.42 178.92 0.360 T3 160 -140 3 20.03 5.01 80.1 7.07 134.99 318.09 0.424' T4 140-120 31/4 20.03 5.01 74.0 8.30 213.68 373.31 0.572' TS 120 - l00 3 3/4 20.03 5.01 64.1 11.04 277.39 497.01 0.5581 T6 100 - 80 4 20.03 5.01 60. l 12.57 343.49 565.49 0.611 ' T7 - 80.60 412 20.03 5.01 53.4 15.90 410.55 715.69 0.574� 78 60.40 .4 12 20.03 5.01 53.4 15.90 473.85 715.69 0.662' T9 40.20 4 3/4 20.03 5.01 50.6 17.72 535.33 797.42 0.671 Tl0 20 - 0 5 20.03 5.01 48.1 19.64 594.75 883.57 0.673 P. / r P. controls Diagonal Design Data Tension Section Elevation SL-e L L. KUr A P. Ratio No. P. J3 .i .lt in' K K 6P. T2 180 - 160 L2 12x2 120116 7.25 3.67 92.3 0.55 7.06 24.08 0.293 T3 160 - 140 L2 12x2 I/W/16 9.22' 4.61 MA 0.55 10.38 24.08 0.431 ' T4 140-120 L212x212x1/4 10.96 5.47 125.8 0.73 12.40 31.69 0.391' T3 120 - 100 L3 120 12x1/4 7.43 7.23 79.6 L06 16.17 45.96 0.352' T6 100.80 L31201/2xl/4 8.20 8.00 99.0 1.06 16.78 43.96 0365' T7 80-60 L4x4x1/4 9.44 9.21 88.5 124 11.91 34.12 0.331� T8 60.40 L4xU5116 9.96 9.65 93.4 1.54 19.22, 66.83 0.28860, T9 40.20 IAx4x3/8 11.19 10.96 106.9 1.83 20.48 79.54 0.257' p� n.lSA Tower Job 195' Model WSST Tower / Run# C805-108 Page17 of 17 World Tower Company Project St. Lucie, FL Date 07:57:02 05/13/08 1113 Compressor Drive Client Designed by MayJield,,KY42066 Phone: (270) 247-3641 Keys-Wl-Fi, Inc. Chris Dodson FAX (270) 247-0909 Section Elevation Ste L L. KUr A P. V. Ratio No. P. in' K K 4p, TI0 20.0 L5x5x5/l6 11.63 11.40 87.1 2.01 21.34 87.38 0.244 i/ I P, / �P, controls Horizontal Design Data Tension Section Elevation Ste L L. UP A P, OP. Ratio No. P. A 0 R in' K K 61). TI 195 - 180 1 4.00 3.88 186.0 0.79 1.93 25.45 0.076 ' T5 120. 100 L2 1/2x2 120/16 1150 5.59 129.4 0.55 0.60 24.08 0.025 T6 100.80 L2 12x2 120/16 13.50 6.58 152.3 0.55 0.73 24.08 0.03/0 Y 77 80-60 L3x3xl/4 15.50 7.56 146.4 0.92 0.88 39.84 0.022 ' TS 60-40 L3x3xl/4 16.50 9.06 156.0 0.92 0.95 39.84 0.024 ' T9 40-20 W 120124/4 18.50 9.05 149.5 1.10 1.05 48.00 0.022' TIO 20-0 L312012xl/4 20.50 10.04 165.8 1.10 1.17 48.00 0.024' V I P. / QP, controls' Secondary Horizontal Design Data Tension Section Elevation See Ratio L L. KUr A P. 0P. No. P. Jt Ji /as K K 6p, TI los.lxn I 2.00 1.94 93.0 0.79 0.00 25.45 0.000 P. / QP, controls Top Girt Design Data (Tension) .. Fy .44 Section Elevation Ste L L. KUr A P. QP. Ratio No. P. 2 In K K 6P, k. 1S . TI 195. 180 1 - 4.00 3.88 186.0 0.79 0.08 25.45 0.003 ,� SA Tower j�[ Job 195' Model WSST Tower /Run# C805-108 Page e 18 of 18 World Tower Company 1213 Compressor Drive Project St Lucie, FL Date 07:57:0205/13/08 Client Designed by Mayfield KY42066 Phone: (270) 247-3642 FAX.. (270) 247.0909 Keys Wi-Fi, Inc. Chris Dodson Section Elevation SL-e L L. KDr A P. OP. Ratio No. P. ft fl ft in' K K 72 180 - 160 L2 12x2 120/16 4.00 3.88 59.8 0.55 2.19 24.08 0.091, I/ I P. / mP. controls Bottom Girt Design Data(Tension) Section Elevation Six ' L L Kl/r A P. r P. Ratio No, P. R R 0 in' K K s,n_ I P. / mP. controls Section Capacity Table Section Elevation Component Ste Critical P op� % Pau No. A 1Ype Element K K Capacity Fail Tl 195 - I80 Leg 112 1 .21.62 30.72 70.4 Pass T2 I80-160 Leg 21/4 36 -76.26 77.65 98.2 Pass T3 160 -140 Leg 3 66 -156.99 198.90 78.9 Pass T4 140 .120 Leg 3 1/4 93 -244.32 250.22 97.6 Pass TS 120 - 100 Leg 3 314 119 -314.06 368.01 85.3 Pass T6 100.80 Leg 4 152 -399.74 434.24 39.8 Pass T7 80 - 60 Leg 4 12 185 463.66 580.90 79.8 Pass T8 60 -40 Leg 4 12 218 -536.80 580.90 92.4 Pass T9 40 -20 Leg 4 314 251 -609.21 661.23 92.1 Pass TIO 20-0 Leg 5 284 .690.31 746.17 91.2 Pass TI 195 -I80 Diagonal I I/4 IO 6.59 14.25 46.2 Pass T2 180 - 160 Diagonal L2 I/2x2 12z3/16 41 -7.02 18.47 38.0 Pass T3 160 - 140 Diagonal L2 12x2 120/16 68 -10.50 15.13 69.4 Pass T4 I40 -120 Diagonal L212x212xl/4 95 -12.49 15,06 92.9 Pass TS 120 - 100 Diagonal L3 I/20 12xl/4 124 .16,18 22.02 73.5 Pass 76 100.80 Diagonal L312x312xl/4 157 -17.13 19.10 94.6 Pass T7 80.60 Diagonal L4x4xl/4 190 -19.41 22.66 81.2 Pass TS 60.40 Diagonal LAWN 223 -19.77 23.18 85.3 Pass 19 40 .20 Diagonal L4x4x7/8 256 -21.18 23.19 91.3 Pass TIO 20 -0 Diagonal L5x5x5/l6 289 -22.28 33.42 66.7 Pass TI 195 - 180 Horizontal I . 28 .1.92 10.42 18.4 Pass TS 120 - 100 Horizontal L2 12x2120/16 128 -0:84 1 Log 7.6 Pass T6 100.80 Horizontal L212x2120/16 161 -0.96• 8.00 11.9 Pass T7 80-60 Horizontal I3x3xl/4 194 -1.08 13.84 7.8 Pass Tit 60-40 Horizontal 1,304/4 227 -I.16 10.80 10.7 Pass T9 40.20 Horizontal L312x312x1/4 260 -1.21 14.00 8.7 Pass TIO 20.0 Horizontal U l2x3 120/4 308 -1.43 12.66 11.3 Pass TI 195. 180 SecondaryHorizontal 1 13 -0.00 17.56 0.0 Pass TI 195 - 190 Top Girt I 5 -0.08 10.42 0.8 Pass T2 I80-160 Top Girt L2,12x212x3/16 39 .2.42 18.37 13.2 Pass RISAf r�l[ we World Tower Company 400 195' Model WSST Tower /Run# C8O5-108 Fdow 19 of 19 Project �.. Date 7113 Compressor Drive , St. Lucie, FL 07:57:02 05/13/08 MayJleld KY42066 Cllent Designed by Phone: (270) 247-3642 Far.- (270) 247.0909 Keys Wi-Fi, Inc. Chris Dodson Section Elevation Component Si--e Critical P oPwf,.. % Pass Arm ft Type Element K K Capactly Fall TI 195 - 180 Bottom Girt 1 9 -2.18 t0.42 20.9 Pass Summary Leg (T2) 98.2 Pass Diagonal 94.6 Pass (T6) Horizontal 18.4 Pass (TI) Secondary 0.0 Pass Horizontal (TO Top Girt 13.2 Pass (a) Bottom Girt 20.9 Pass (TO Bolt Checks 91.5 Pass RATING - 98.2 Pass Program Version 5.1.2.0.3/5/2008 File://Wtserverlserver/Engineering/RISATOWERRUNS/2008/2008.OS/CSOS-108.eri