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2013-00045
CITY OF MONTICELLO 505 WALNUT STREET MONTICELLO, MN 55362- 763) 295-3060 FAX: (763) 295-4404 REPRINTED ON 3/11/2013 2 0 1 3— 0 0 0 4 5* DATE ISSUED: 0311112013 ADDRESS 406 7TH ST E PIN 155029002070 LEGAL DESC LAURING HILLSIDE TERRACE LOT 007 BLOCK 002 PERMIT TYPE BUILDING PROPERTY TYPE COMMERCIAL CONSTRUCTION TYPE ANTENNA VALUATION 18,000.00 NOTE: T-MOBILE WILL REPLACE ANTENNAS AND RELATED EQUIPMENT ON THE EXISTING TELECOMMUNICATIONS TOWER NO CHANGE TO TOWE HEIGHT AND/OR COMPOUND SPACE. APPLICANT ONE WAY BUILDING SERVICES 6811 WASHINGTON AVE EDINA, MN 55459- 952) 942-0412 Minnesota State License #: 41-1296433 OWNER ALLIED PROPERTY MANAGEMENT 20125 COMMERCIAL BLVD. #1000 ROGERS, MN 55374- AGREEMENT AND SWORN STATEMENT I agree that the work will be conducted in conformance with the ordinances of the City of Monticello and with the Minnesota State Building Code. I understand that the work will be in accordance with the plan that has been approved by the Building Official. I agree that any damage caused to public property including but not limited to curb sidewalk, public utilities and signs will be repaired at my expense Applicant Date Bldg Official Date BUILDING PERMIT FEE 310.85 PLAN REVIEW 202.05 STATE SURCHARGE, BLDG VAL 9.00 TOTAL 521.90 PAID WITH CHECK # 2441 SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE. MONTICELLO DEVELOPMENT SERVICES PERMIT # r1-CJM4- BUILDING INSPECTIONS PID # 505 WALNUT STREET, SUITE 1 MONTICELLO, MN 55362 City Hall (763) 295-2711 Building Inspections (763) 295-3060 Fax (763) 295-4404 Please Print - INCOMPLETE APPLICATIONS WILL NOT BE ACCEPTED. SITE ADDRESS: 406 East 7th Street, Monticello, MN 55362 ZONED I-1A LEGAL: Lot 6, 7, & s Block 2 Plat Lauring Hillside Terrace Property Owner Name: Global Signal Acquisitions III, LLC Phone: 724-416-2361 Address: 11 Grandview Circle, Suite 220 City: Canonsburg State: PA Zip: 15317 Contractor Name: One Way Building Services, Inc. Phone: 952-942-0412 State License #: EA001372 Address: 6811 Washington Avenue S. City: Edina State: MN Zip: 55439 Eng./Architect Name: SSC, Inc. Phone: 913-438-7700 Address: 9000 West 109th Street, Suite 300 City: Overland Park State: KS Zip: 66210 Plumber Name: N/A© Phone: Address: City: State: Zip: Mechanical Name: N/A Phone: Address: City: State: Zip: Tvne of Work Tvne of Construction Building Information New Single Family Use of building Telecommunications facility R Addition Duplex: of stories W Alteration Multi -Family Floor area sq. ft. Repair Commercial Estimated value Move Industrial of construction $ 18,000.00 Other Residential Garage Is this a GOMaster Plan" per MN Rnle fK Other ..-a-t*-wer 1300.0160 Subp.6.? Yes 0 No Description of work: FOR ROOF & SIDING PERMITS T-Mobile will replace antennas and related equipment on the existing telecommunications PLEASE PROVIDE # OF tower. No change to tower height and/or compound space. SQUARES OF SHINGLES &/OR SIDING I hereby apply for a permit for construction as described and acknowledge that the information I have provided above is complete and accurate. I agree that the work will be conducted in conformance with the ordinances of the City oFMonticello and with the Laws of the State of Minnesota; and that 1 understand that this application is not a permit and that the work is not to start without a permit. I further understand that the work will be in accordance with the plan that has been approved by the Building Official. [ agree that any damage caused to public property including but not limited to attrb: si walk, public utilities and signs will be repaired at my expense. SEE BACK FOR PLUMBING 2/7/2013 AND MECHANICAL INFO. Applicint Signature Application Date APPLICANT. • Please show fixtures that are applicable. Fire SuDDression : (if applicable) Plumbing: (if applicable) I(W4 Mechanical: (if applicable) No. Fixture Tyne No. Fixture Tvne No. Fixture Tyne Sprinkler Heads Wider Closet (toilet) Furnace Other /Special FS Device Bathtub Gas Meter Lavatory (wash basin) Range Hood pi* Shower Gas Range Kitchen Sink Water Heater Dishwasher Air Conditioning Laundry Tub Mech. Fireplace Fire Alarna: (if applicable) Clothes Washer Bathrown(s) Exhaust Fan Water Heater Air Erclwnger No. Fixture Tvne Urinal Dryer Drinking Fountain Gas Opening Wo Fixture Floor Drain of Devices Slop Sink Other Hydrants A114 FEES: Bldg. Permit Plan Review State Surcharge Bldg. Total Plmg. Permit Fixtures Surcharge Plmg. Total Mech. Permit Fixtures Surcharge Mech. Total Sewer Access Water Access Water Meter Meter Sales Tax Meter Total Sew & Water Permit Trunk Water Trunk Sanitary Sewer Trunk Storm Sewer Lift Station TOTAL FEES: TOTAL 9 Per Fieture) TOTAL 9 Per Fixture) Tree Ordinance Handout Yes No Other Handouts Yes No ADDITIONAL INFORMATION: Valuation: 18 goo Construction Type: Occupancy Group: Division: Square Footage: of Stories: of Residential Units: Maximum Occupancy: Fire Sprinklers: Yes No Off -Street Parking Covered: Off -Street Parking Uncovered: Building Of6cial11 il l13 BPT: PI is plgq f eklevF- ev IAC O Midwest Area Tel (724) 416-2000 ASw Crown Castle Fax (724) 416-2098 11 Grandview Circle, Suite 220 www.crowncastle.com Canonsburg, PA 15317 February 7, 2013 City of Monticello 505 Walnut Street, Suite 1 Monticello, MN 55362 Attn: Ms. Angela Schumann RE: Tower Site: Monticello / Fulfillment Systems Located at: 406 East 7th Street, Monticello, MN 55362 Site #: 878532 Dear Ms. Schumann: Crown Castle would like to apply for a Building Permit for the tower site located at 406 East 71h Street, Monticello, MN 55362. As part of the application process, Crown wants to assure the City of Monticello that, to the best of its knowledge based upon our records, the Wireless Communication Facility has not been modified in any material way since its initial construction and that it is structurally sound. Further, to the best of Crown's knowledge, the Wireless Communication Facility and site compound have been maintained in a good and safe condition. Crown will continue to maintain the site as required by the terms of the Ground Lease Agreement, and all amendments thereto and in accordance with industry standards. The attached packet includes the completed Building Permit Application signed by Crown, the structural analysis of the tower, copies of the construction drawings and an envelope to have the building permit sent back to my attention. If fees are required, please let me know the amount and I will have a check issued immediately. If you need any additional information or documentation, then please do not hesitate to contact me at 724-416-2361 or Diana. Slivinskae.crowncastle.com. Crown would like to thank you for your assistance with this matter and for your prompt attention in the review. Crown looks forward to hearing from you soon. Sincerely, D - Diana Slivinska Property Specialist, Midwest Area APPROVE® FILE COPY i • REVIEWED FOR CODE COMPLIANCE SUBJECT TO MELD INSPECTION 1 Date SignedjA Date: December 21, 2012 Branden Woodard Crown Castle 11 Grandview Circle Suite 220 Canonsburg, PA 15317 Subject: Structural Analysis Report Crown Castle 2000 Corporate Drive Canonsburg, PA 15317 412) 416-2000 Carrier Designation: T-Mobile Co -Locate Carrier Site Number: A100800A Crown Castle Designation: Crown Castle BU Number: 878532 Crown Castle Site Name: F1/MONTICELLO/FULFILLMENT SYST Crown Castle JDE Job Number: 204684 Crown Castle Work Order Number: 561737 Crown Castle Application Number: 162114 Rev. 7 Engineering Firm Designation: Crown Castle Project Number: 561737 Site Data: 406 EAST 7TH STREET, MONTICELLO, Wright County, MN Latitude 450 17'53.22", Longitude -930 47'32.84" 159 Foot -Monopole Tower Dear Branden Woodard, Crown Castle is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the ' above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural Statement of Work' and the terms of Crown Castle Purchase Order Number 561737, in accordance with application 162114, revision 7. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity Note: See Table I and Table I I for the proposed and existing/reserved loading, respectively. The analysis has been performed in accordance with the TIA/EIA-222-F standard and local code requirements based upon a wind speed of 80 mph fastest mile. All modifications and equipment proposed in this report shall be installed in accor4an with the FILE COPYdrawingsforthedeterminedavailablestructuralcapacitytobeeffective. REVIEWEDFOR ORCODE ' We at Crown Castle appreciate the opportunity of providing our continuing profess:iAsmrvice* b' 86 rfd Crown Castle. If you have any questions or need further assistance on this or an' other proje p T$v Itvsascnoly a call. Structural analysis prepared by: Daniel Smilowitz, E.I.T. III{ IIIrII Respectfully submitted by: ,`.c ,C ;•pot-, LICENSED ; s PROFESSIONAL Aaron C. Poot, P.E. s e ENGINEER Manager Engineering ` •• 44466 r L tnxTower Report- version 6.0.4.0 rQrlI i I I M. B Dater f 3—/3 Signed; t MOFESSIONAL ( ENGINEER 1 hereby certify that this plan, specification, or report i was prepared by me or under.my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. Print Name: Aaron,0, oot Signature: Dat'.. 12/211 !t L . License # 44466 159 Ft Monopole Tower Structural Analysis Project Number 561737, Application 162114, Revision 7 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 — Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations tnxTower Report - version 6.0.4.0 December 18, 2012 CCI BU No 878532 Page 2 159 Ft Monopole Tower Structural Analysis Project Number 561737, Application 162114, Revision 7 1) INTRODUCTION December 18, 2012 CC/ BU No 878532 Page 3 This tower is a 159 ft Monopole tower designed by ENGINEERED ENDEAVORS, INC. in April of 2003. The tower was originally designed for a wind speed of 85 mph per TIA/EIA-222-F. The tower has been modified per reinforcement drawings prepared by GPD Associates, Inc, in April of 2008. Reinforcement consists of addition of base plate stiffeners. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA/EIA-222-F Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a fastest mile wind speed of 80 mph with no ice, 37.6 mph with 0.75 inch ice thickness and 50 mph under service loads. Table 1 - Proposed Antenna and Cable Information Center Number Mounting Line of Antenna Antenna Model Level (ft) Elevation Antennas Manufacturer ft) 6 andrew ECC1920-VPUB 3 andrew ETW20OVS12UB 6 andrew TMBXX-6517-R2M 142.0 w/ Mount Pipe 140.0 3 ' nokia FRIG 2 I nokia FXFB 1 raycap ASU9338TYP01 140.0 1 andrew VHLP2-11 Table 2 - Existing and Reserved Antenna and Cable Information Center Number Mounting Line Antenna Level (ft) Elevation ° f Manufacturer Antenna Model ft) Antennas Number Feed of Feed Line Note Lines Size (in) 1-3/5 _ 3/8 Number Feed of Feed Line Note Lines Size (in) 1 kmw ET-X-TS-70-15-62-18-iR- communications RD w/ Mount Pipe 2 powerwave I P90-15-XLPP-RR technologies w/ Mount Pipe 157.0 3 155.0 3 It samsung RRH-C2A WEXT FILTERelecommunicationsI 3 samsung RRH-P4 telecommunications 155.0 1 tower mounts T-Arm Mount [TA 601-3] 142.0 9 andrew TMBX-6517-R2Mw/ Mount Pipe 6 140.0 I 6 I andrew I ETT19V2S12UB 140.0 1 tower mounts JPlatform Mount [LP 303-1] 12 I 12 andrew I 641280-DF 120.0 123.0 6 I powerwave RA21.7770.00 12 technologies ntw/ MouPipe j120. 0 1 tower mounts JPlatforrn Mount [LP 701-1]1 Notes: 1) Existing Equipment tnxTower Report - version 6.0.4.0 1- 1/4 2 159 Ft Monopole Tower Structural Analysis Project Number 561737, Application 162114, Revision 7 2) Reserved Equipment 3) Equipment to be Removed; Not Considered in Analysis Table 3 - Design Antenna and Cable Information Center Number Mounting Line of Antenna Level (ft) Elevation Antennas Manufacturer ft) 160 160 12 dapa 140 I 140 12 dapa 120 120 12 I dapa I 100 100 I 12 I dapa 80 80 12 dapa 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document 1 4-GEOTECHNICAL REPORTS 4-POST-MODIFICATION INSPECTION 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 4-TOWER MANUFACTURER DRAWINGS i 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA Antenna Model December 18, 2012 CCI BU No 878532 Page 4 Number Feed of Feed Line Lines Size (in) 48000 - - 48000 I - - 48000 - - 48000- 48000 - - Remarks Reference I Source Terracon 1504987 CCISITES GPD Associates, Inc. 2286749 I CCISITES Engineered Endeavors, Inc. 1621567 I CCISITES Engineered Endeavors, Inc. 1617475 I CCISITES GPD Associates, Inc. 2231372 I CCISITES 3.1) Analysis Method tnxTower (version 6.0.4.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified ih Tables 1 and 2 and the referenced drawings. 4) When applicable, transmission cables are considered as structural components for calculating wind loads as allowed by TIA/EIA-222-F. This analysis may be affected if any assumptions are not valid or have been made in error. Crown Castle should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 6.0.4.0 159 Ft Monopole Tower Structural Analysis Project Number 561737, Application 162114, Revision 7 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) December 18, 2012 CCI BU No 878532 Page 5 Section Elevation (ft) Component Critical Size SF*P—allow P (K) Pass /Fail No. Type Element In , Capacity L1 1159 - 133.419 I Pole TP21.29x16x0.1875 1 3.61 632.62 35.4 Pass L2 I133.419 - I87.8359 Pole TP30.21x20.2601x0.25 2 10.47 1199.42 94.0 I Pass L3 I87.8359 - I Pole TP38.8x28.8256x0.3125 3 17.26 1927.60 99.5 I Pass 43.2891 L4 143.2891 - 0 I Pole TP47x37.0697x0.375 4 27.92 2885.04. 91.9 I Pass Summary Pole (1-3) 99.5 I Pass Rating = 99.5 I Pass Table 6 - Tower Component Stresses vs. Capacity — LC7 Notes . Component Elevation (ft) I . Capacity Pass / Fail 1 Anchor Rods 0 I 90.9 Pass 1 Base Plate 0 I 37.8 Pass I 1 Base Foundation 0 76.5 Pass Structure Rating (max from all components) = I 99.5% Notes: 1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing, reserved, and proposed loads. No modifications are required at this time. tnxTower Report - version 6.0.4.0 159 Ft Monopole Tower Structural Analysis Project Number 561737, Application 162114, Revision 7 APPENDIX A TNXTOWER OUTPUT December 18, 2012 CCI BU No 878532 Page 6 tnxTower Report - version 6.0.4.0 5, g N m N N c'ti N o 9 9 to Ne SONof N •m m to 0 P Cf mN m 8 a v m ^ o S n ^ m m a u9.o It p ' i one 133_4 It II I 87.8 it fV Na 43.3 It 0.0 It DESIGNED APPURTENANCE LOADING TYPE ELEVATION I TYPE ELEVATION 1 j Ughting Rod 3/4' x W 155 ff tTN200VS12Ue 140 P9D•15•XLPP•RRW/Mount Pipe 155 EETW200VS12U8 140 Ei•X-TS•70.15.62.18•IR•RDw/Mount 155 IIIIIIIETW20OVS12US 1401140PipeIASU9338TYP01 P90-15•XLPP•RR w/ Mount Pipe 155 I FXFB 1140 1 I RRH-C2A w1EXT FILTER 155 1FXFB 140 RRH-C2A w/EXT FILTER 155 155 I(2)FRIG 140 RRH-C2Aw/EXTFILTER FRIG 140 RRH-P4 155 1 Platform Mount [LP 303-11 140 I RRH-P4 155 VHLP2.11 1140 i i RRH-P4 1551155 I (2) RA21.7770.00 w/ Mount Pipe 120 1(3) TxY Antenna Mount Pipe 1(2) RA21.7770.00 w/ Mount Pipe 120 I 1(3) Tx2' Antenna Mount Pipe 155 1(4) 6412WDF 120 3) 71x2' Antenna Mount Pipe 155 1(4) 6412WDF I120 i T-Arm Mount (TA 601.3] 155 1(4) 641280•DF 120 I 1 (2) TMBXX-6517-R2M w/ Mount Pipe 140 1(2) Tx2' Antenna Mount Pipe 120 1 2) TMBXX-6517•RZM w/ Mount Pipe 140 1(2) TxY Antenna Mount Pipe 120 i 2) TMBXX-6517-R2M w/ Mount Pipe 140 1(2) Tx2' Antenna Mount Pipe 120 1(2) ECC192D-VPUB 140 I Platform Mount (LP 701-11 120 1`(2)ECC192D-VPUB 1140 1(2) RA21.7770.00 w/ Mount Pipe 120 i 1(2) ECC1920.VPUB 1140 1 MATERIAL STRENGTH GRADE Fy Flu GRADE Fy Fu T i A572.65 165 ksl 180 ksl 1 TOWER DESIGN NOTES 1. Tower is located in Wright County, Minnesota. 2. Tower designed for a 80 mph basic wind in accordance with the TIA/EIA-222-F Standard. 3. Tower is also designed for a 38 mph basic wind with 0.75 in ice. Ice is considered to increase in thickness with height. 4. Deflections are based upon a 50 mph wind. 5. TOWER RATING: 99.5% AXIAL 45 K SHEAR MOMENT 7 K J `` 771 kip-R TORQUE 3 kip-ff 38 mph WIND - 0.7500 in ICE AXIAL 28 K SHEA MOMENT 23 K J 2513 kip-R TORQUE 11 kip-ff REACTIONS - 80 mph WIND Crown Castle ob: BU# 878532 COOff2000 Corporate Drive Pfe1"ct' E client: Crown Castle !Drawn by:DSmilowitz IAppd: Canonsburg PA 15317 i We Are solutions Phone: (412) 416-2000 code. I IA/EIA-222-1- , Date: 12/18/12 Scale: NTS FAX: Path: RlSAModels -LenerslwoekAreatDsmkmhWess2ke7e532JDwg"o.E-1 t December 18, 2012 159 Ft Monopole Tower Structural Analysis CC/ BU No 878532 Project Number 561737, Application 162114, Revision 7 Page 7 Tower Input Data There is a pole section. This tower is designed using the TIA/EIA-222-F standard. The following design criteria apply: 4) Tower is located in Wright County, Minnesota. 5) Basic wind speed of 80 mph. 6) Nominal ice thickness of 0.7500 in. 7) Ice thickness is considered to increase with height. 8) Ice density of 56 pcf. 9) A wind speed of 38 mph is used in combination with ice. 10) Temperature drop of 50 OF. 11) Deflections calculated using a wind speed of 50 mph. 12) A non -linear (P-delta) analysis was used. 13) Pressures are calculated at each section. 14) Stress ratio used in pole design is 1.333. 15) Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification 4 Use Code Stress Ratios 4 Use Code Safety Factors - Guys 4 Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination Section Elevation Section Length re ft L1 159'-133'5- 25'6-31/32" 1/32" L2 133'5-1/32"- 48'9" 87'10-3/32" L3 87'10-3/32"- 48'10-9/16" 43'3-15/32" L4 43'3-15132"-0' 48'8-17/32" Options Distribute Leg Loads As Uniform Assume Legs Pinned 4 Assume Rigid Index Plate 4 Use Clear Spans For Wind Area Use Clear Spans For KUr Retension Guys To Initial Tension 4 Bypass Mast Stability Checks 4 Use Azimuth Dish Coefficients 4 Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends 4 Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feedline Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation 4 Consider Feedline Torque Include Angle Block Shear Check Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry Splice Number Top Bottom Wall Bend Pole Grade Length of Diameter Diameter Thickness Radius ft Sides in in in in 3'2-1/32" 18 16.0000 21.2900 0.1875 0.7500 A572-65 65 ksi) 4'3-31/32" 18 20.2601 30.21DO 0.2500 1.0000 A572-65 65 ksi) 65-1/32" 18 28.8256 38.8000 0.3125 1.2500 A572-65 65 ksi) 18 37.0697 47.0000 0.3750 1.5000 A572-65 65 ksi) Section Tip Dia. Area I in in2 0 Li 16.2468 9.4104 297.2674 Tapered -Pole Properties -__ r C //C J lt/Q in in in' in° in2 5.6134 8.1280 36.5733 594.9259 4.7061 w wR in 2.4860 13.259 tnxTower Report - version 6.0.4.0 159 Ft Monopole Tower Structural Analysis Project Number 561737, Application 162114, Revision 7 Section Tip Dia. Area l r C C J It/Q w in in2 0 in in Jr? 0 0 in 21.6184 12.5586 706.5573 7.4914 10.8153 65.3293 1414.0443 6.2805 3.4170 L2 21.2290 15.8781 803.2211 7.1036 10.2922 78.0421 1607.4990 7.9405 3.1258 30.6760 23.7733 2695.9374 10.6358 15.3467 175.6691 5395.4222 11.8889 4.8770 L3 30.1681 28.2814 2904.8669 10.1221 14.6434 198.3740 5813.5562 14.1434 4.5233 39.3986 38.1748 7144.1983 13.6631 19.7104 362.4583 14297.797 19.0910 6.2788 1 L4 38.7629 43.6758 7429.9352 13.0266 18.8314 394.5504 14869.646 21.8421 5.8643 9 47.7251 55.4954 15241:656 16.5519 23.8760 638.3673 30503.368 27.7530 7.6120 7 7 Tower Gusset Elevation Area per face) ft ft, L1 159'- 133'5-1/32" L2 133'5- 1/32"-87'10- 3/32" L3 87'10- 3/32"-43'3- 15/32" L4 43'3- 15/32"-0' Gusset Gusset Grade Adjust Factor Adjust. Thickness Af Factor Ar 1 1 1 1 1 1 1 1 December 18, 2012 CC/ BU No 878532 Page 8 wR 18.224 12.503 19.508 14.475 20.092 15.638 20.299 Weight Mutt. Double Angle Double Angle Stitch Bolt Stitch Bolt Spacing Spacing Diagonals Horizontals in in 1 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Component Placement Total Number Clear Width or Perimete Weight or Shield Type Number Per Row Spacing Diamete r Leg ft in r plf R« in in Feed Line/Linear Appurtenances Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft l/ft p/f TYPE 5( 1 1/4") B No CaAa (Out Of 155' - 8' 1 No Ice 0.13 1.10 Face) 1/2" Ice 0.23 2.18 1" Ice 0.33 3.86 2" Ice 0.53 9.07 4" Ice 0.93 26.81 TYPE 5( 1 1/4") B No CaAa (Out Of 155' - 8' 2 No Ice 0.00 1.10 Face) 1/2" Ice 0.00 2.18 1" Ice 0.00 3.86 2" Ice 0.00 9.07 4" Ice 0.00 26.81 AVA7-50(1-5/8) C No CaAa (Out Of 140' - 8' 3 No Ice 0.20 0.70 Face) 1/2" Ice 0.30 2.23 1" Ice 0.40 4.38 2" Ice 0.60 10.50 4" Ice 1.00 30.07 FSJ2-50(3/8") C No CaAa (Out Of 140' - 8' 1 No Ice 0.00 0.08 Face) 1/2" Ice 0.00 0.64 1" Ice 0.00 1.82 2" Ice 0.00 6.00 4" Ice 0.00 21.70 ASU9325TYP01(1- C No CaAa (Out Of 140' - 8' 1 No Ice 0.00 1.61 3/5") Face) 1/2" Ice 0.00 2.89 tnxTower Report - version 6.0.4.0 December 18, 2012 159 Ft Monopole Tower Structural Analysis CC/ BU No 878532 Project Number 561737, Application 162114, Revision 7 Page 9 Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg it ft l/ft D/f 1" Ice 0.00 4.77 2" Ice 0.00 10.37 4" Ice 0.00 28.90 AVA7-50(1-5/8) C No CaAa (Out Of 140' - 8' 9 No Ice 0.00 0.70 Face) 1/2" Ice 0.00 2.23 1" Ice 0.00 4.38 2" Ice 0.00 10.50 4" Ice 0.00 30.07 LDF7-50A(1-5/8") C No Inside Pole 120' - 8' 12 No Ice 0.00 0.82 1/2" Ice 0.00 0.82 1" Ice 0.00 0.82 2" Ice 0.00 0.82 4" Ice 0.00 0.82 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft, ft, ft, ft, K L1 159'-133'5-1/32" A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 2.719 0.07 C 0.000 0.000 0.000 3.968 0.07 D 0.000 0.000 0.000 0.000 0.00 L2 133'5-1/32"- A 0.000 0.000 0.000 0.000 0.00 87'10-3/32" B 0.000 0.000 0.000 5.744 0.15 C 0.000 0.000 0.000 27.487 0.78 D 0.000 0.000 0.000 0.000 0.00 L3 87'10-3/32"-43'3- A 0.000 0.000 0.000 0.000 0.00 15/32" B 0.000 0.000 0.000 5.613 0.15 C 0.000 0.000 0.000 26.862 0.89 D 0.000 0.000 0.000 0.000 0.00 L4 43'3-15/32"-0' A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 4.446 0.12 C 0.000 0.000 0.000 21.279 0.70 D 0.000 0.000 0.000 0.000 0.00 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft, ft, ftz ftz K L1 159'-133'5-1/32" A 0.896 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 6.587 0.23 C 0.000 0.000 0.000 7.507 0.35 D 0.000 0.000 0.000 0.000 0.00 L2 133'5-1/32"- A 0.866 0.000 0.000 0.000 0.000 0.00 87'10-3/32" B 0.000 0.000 0.000 13.914 0.48 C 0.000 0.000 0.000 51.999 2.74 D 0.000 0.000 0.000 0.000 0.00 L3 87'10-3/32"-43'3- A 0.814 0.000 0.000 0.000 0.000 0.00 15/32" B 0.000 0.000 0.000 13.330 0.46 C 0.000 0.000 0.000 50.013 2.73 D 0.000 0.000 0.000 0.000 0.00 L4 43'3-15/32"-0' A 0.750 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 10.190 0.34 C 0.000 0.000 0.000 38.509 2.06 D 0.000 0.000 0.000 0.000 0.00 tnxTower Report - version 6.0.4.0 December 18, 2012 159 Ft Monopole Tower Structural Analysis CC/ BU No 878532 Project Number 561737, Application 162114, Revision 7 Page 10 Feed Line Center of Pressure Section Elevation CPX CPZ CPX CPZ ce Ice ft in in in in L1 159'-133'5-1/32" 0.2543 0.0570 0.4296 0.0447 L2 133'5-1/32"-87'10- 0.5761 0.3769 0.8769 0.5067 3/32" L3 87'10-3/32"-43'3- 0.6159 0.4030 0.9739 0.5640 15132" L4 43'3-15/32"-0' 0.5296 0.3465 0.8636 0.5022 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Hoe Adjustmen Front Side Leg Lateral t Vert ft ft ftz ftz K ft ° ft Lighting Rod 3/4" x 4' C From Leg 4.00 0.0000 155' No Ice 0.30 0.30 0.03 0' 1/2" 0.71 0.71 0.03 4' Ice 1.00 1.00 0.04 1" Ice 1.52 1.52 0.06 2" Ice 2.72 2.72 0.14 4" Ice P90-15-XLPP-RR w/ A From Leg 4.00 0.0000 155, No Ice 8.64 6.36 0.07 Mount Pipe 0' 1/2" 9.29 7.54 0.13 2' Ice 9.91 8.43 0.21 1" Ice 11.18 10.24 0.38 2" Ice 13.83 14.10 0.88 4" Ice ET-X-TS-70-15-62-18-iR- B From Leg 4.00 30.0000 155' No Ice 8.70 6.49 0.07 RD w/ Mount Pipe 0' 1/2" 9.37 7.69 0.13 2' Ice 10.00 8.62 0.21 1" Ice 11.29 10.47 0.39 2" Ice 13.98 14.36 0.88 4" Ice P90-15-XLPP-RR w/ C From Leg 4.00 60.0000 155' No Ice 8.64 6.36 0.07 Mount Pipe 0' 1/2" 9.29 7.54 0.13 2' Ice 9.91 8.43 0.21 1" Ice 11.18 10.24 0.38 2" Ice 13.83 14.10 0.88 4" Ice RRH-C2A WEXT FILTER A From Leg 4.00 0.0000 155' No Ice 3.63 1.55 0.06 0' 1/2" 3.89 1.75 0.08 2' Ice 4.16 1.96 0.10 1" Ice 4.72 2.41 0.16 2" Ice 5.95 3.40 0.33 4" Ice RRH-C2A WEXT FILTER B From Leg 4.00 30.0000 155, No Ice 3.63 1.55 0.06 0' 1/2" 3.89 1.75 0.08 2' Ice 4.16 1.96 0.10 1" Ice 4.72 2.41 0.16 2" Ice 5.95 3.40 0.33 4" Ice RRH-C2A WEXT FILTER C From Leg 4.00 60.0000 155' No Ice 3.63 1.55 0.06 0' 1/2" 3.89 1.75 0.08 2' Ice 4.16 1.96 0.10 1" Ice 4.72 2.41 0.16 2" Ice 5.95 3.40 0.33 4" Ice RRH-P4 A From Leg 4.00 0.0000 155' No Ice 3.19 2.07 0.06 0' 1/2" 3.44 2.29 0.08 2' Ice 3.70 2.52 0.11 tnxTower Report - version 6.0.4.0 December 18, 2012 159 Ft Monopole Tower Structural Analysis CCI BU No 878532 Project Number 561737, Application 162114, Revision 7 Page 11 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft, ft2 K ft ° ft RRH-P4 B From Leg 4.00 30.0000 0' 2' RRH-P4 C From Leg 4.00 60.0000 0' 2' 3) 7'x2" Antenna Mount A From Leg 4.00 0.0000 Pipe 0' 0' 3) 7'x2" Antenna Mount B From Leg 4.00 30.0000 Pipe 0' 0' 3) 7'x2" Antenna Mount C From Leg 4.00 60.0000 Pipe 0' 0' T-Arm Mount [TA 601-3] C None 0.0000 2) TMBXX-6517-R2M w/ A From Leg 4.00 0.0000 Mount Pipe 0' 2' 2) TMBXX-6517-R2M w/ B From Leg 4.00 30.0000 Mount Pipe 0' 2' 2) TMBXX-6517-R2M w/ C From Leg 4.00 60.0000 Mount Pipe 0' 2' 2) ECC1920-VPUB A From Leg 4.00 0.0000 0' 2' 2) ECC1920-VPUB B From Leg 4.00 30.0000 tnxTower Report - version 6.0.4.0 1" Ice 4.24 2.99 0.17 2" Ice 5.42 4.05 0.35 4" Ice 155' No Ice 3.19 2.07 0.06 1/2" 3.44 2.29 0.08 Ice 3.70 2.52 0.11 1" Ice 4.24 2.99 0.17 2" Ice 5.42 4.05 0.35 4" Ice 155' No Ice 3.19 2.07 0.06 1/2" 3.44 2.29 0.08 Ice 3.70 2.52 0.11 1" Ice 4.24 2.99 0.17 2" Ice 5.42 4.05 0.35 4" Ice 155' No Ice 1.66 1.66 0.03 1/2" 2.39 2.39 0.04 Ice 2.83 2.83 0.06 1" Ice 3.71 3.71 0.10 2" Ice 5.58 5.58 0.27 4" Ice 155' No Ice 1.66 1.66 0.03 1/2" 2.39 2.39 0.04 Ice 2.83 2.83 0.06 1" Ice 3.71 3.71 0.10 2" Ice 5.58 5.58 0.27 4" Ice 155' No Ice 1.66 1.66 0.03 1/2" 2.39 2.39 0.04 Ice 2.83 2.83 0.06 1" Ice 3.71 3.71 0.10 2" Ice 5.58 5.58 0.27 4" Ice 155' No Ice 10.90 10.90 0.73 1/2" 14.65 14.65 0.93 Ice 18.40 18.40 1.13 1" Ice 25.90 25.90 1.52 2" Ice 40.90 40.90 2.32 4" Ice 140' No Ice 8.98 6.96 0.07 1/2" 9.65 8.18 0.14 Ice 10.29 9.14 0.22 1" Ice 11.59 11.02 0.40 2" Ice 14.32 15.03 0.92 4" Ice 140' No Ice 8.98 6.96 0.07 1/2" 9.65 8.18 0.14 Ice 10.29 9.14 0.22 1" Ice 11.59 11.02 0.40 2" Ice 14.32 15.03 0.92 4" Ice 140' No Ice 8.98 6.96 0.07 1/2" 9.65 8.18 0.14 Ice 10.29 9.14 0.22 1" Ice 11.59 11.02 0.40 2" Ice 14.32 15.03 0.92 4" Ice 140' No Ice 0.54 0.21 0.01 1/2" 0.64 0.28 0.01 Ice 0.75 0.36 0.02 1" Ice 0.99 0.55 0.03 2" Ice 1.59 1.02 0.09 4" Ice 140' No Ice 0.54 0.21 0.01 December 18, 2012 159 Ft Monopole Tower Structural Analysis CCI BU No 878532 Project Number 561737, Application 162114, Revision 7 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft, ft, ft ° ft 0' 1/2" 0.64 0.28 0.01 2' Ice 0.75 0.36 0.02 2) ECC1920-VPUB C From Leg 4.00 60.0000 0' 2' ETW200VS12UB A From Leg 4.00 0.0000 0' 2' ETW200VS12U6 B From Leg 4.00 30.0000 0' 2' ETVV200VS12UB C From Leg 4.00 60.0000 0' 2' ASU9338TYP0l A From Leg 4.00 0.0000 0' 2' FXFB A From Leg 4.00 0.0000 0' 2' FXFB C From Leg 4.00 60.0000 0' 2 2) FRIG B From Leg 4.00 30.0000 0' 2' FRIG C From Leg 4.00 60.0000 0' 2' Platform Mount [LP 303-1] C None 0.0000 tnxTower Report - version 6.0.4.0 1" Ice 0.99 0.55 0.03 2" Ice 1.59 1.02 0.09 4" Ice 140' No Ice 0.54 0.21 0.01 1/2" 0.64 0.28 0.01 Ice 0.75 0.36 0.02 1" Ice 0.99 0.55 0.03 2" Ice 1.59 1.02 0.09 4" Ice 140' No Ice 0.18 0.47 0.01 1/2" 0.25 0.57 0.01 Ice 0.32 0.67 0.02 1" Ice 0.49 0.90 0.03 2" Ice 0.94 1.47 0.09 4" Ice 140' No Ice 0.18 0.47 0.01 1/2" 0.25 0.57 0.01 Ice 0.32 0.67 0.02 1" Ice 0.49 0.90 0.03 2" Ice 0.94 1.47 0.09 4" Ice 140' No Ice 0.18 0.47 0.01 1/2" 0.25 0.57 0.01 Ice 0.32 0.67 0.02 1" Ice 0.49 0.90 0.03 2" Ice 0.94 1.47 0.09 4" Ice 140' No Ice 3.74 1.16 0.02 1/2" 4.00 1.33 0.04 Ice 4.26 1.51 0.06 1" Ice 4.82 1.90 0.12 2" Ice 6.05 2.79 0.29 4" Ice 140' No Ice 4.13 1.12 0.06 1/2" 4.40 1.30 0.08 Ice 4.68 1.49 0.10 1" Ice 5.27 1.90 0.16 2" Ice 6.55 2.81 0.33 4" Ice 140' No Ice 4.13 1.12 0.06 1/2" 4.40 1.30 0.08 Ice 4.68 1.49 0.10 1" Ice 5.27 1.90 0.16 2" Ice 6.55 2.81 0.33 4" Ice 140' No Ice 2.79 1.10 0.06 1/2" 3.02 1.27 0.07 Ice 3.25 1.44 0.09 1" Ice 3.75 1.82 0.14 2" Ice 4.84 2.67 0.28 4" Ice 140' No Ice 2.79 1.10 0.06 1/2" 3.02 1.27 0.07 Ice 3.25 1.44 0.09 1" Ice 3.75 1.82 0.14 2" Ice 4.84 2.67 0.28 4" Ice 140' No Ice 14.66 14.66 1.25 1/2" 18.87 18.87 1.48 Ice 23.08 23.08 1.71 1" Ice 31.50 31.50 2.18 2" Ice 48.34 48.34 3.10 4" Ice December 18, 2012 159 Ft Monopole Tower Structural Analysis CC/ BU No 878532 Project Number 561737, Application 162114, Revision 7 Page 13 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ftz ft2 K ft ft 2) RA21.7770.00 w/ A From Leg 4.00 0.0000 120' No Ice 7.03 5.00 0.06 Mount Pipe 0' 1/2" 7.61 5.96 0.11 3' Ice 8.16 6.75 0.17 1" Ice 9.31 8.37 0.32 2" Ice 11.72 11.87 0.75 4" Ice 2) RA21.7770.00 w/ B From Leg 4.00 0.0000 120' No Ice 7.03 5.00 0.06 Mount Pipe 0' 1/2" 7.61 5.96 0.11 3' Ice 8.16 6.75 0.17 1" Ice 9.31 8.37 0.32 2" Ice 11.72 11.87 0.75 4" Ice 2) RA21.7770.00 w/ C From Leg 4.00 0.0000 120' No Ice 7.03 5.00 0.06 Mount Pipe 0' 1/2" 7.61 5.96 0.11 3' Ice 8.16 6.75 0.17 1" Ice 9.31 8.37 0.32 2" Ice 11.72 11.87 0.75 4" Ice 4) 641280-DF A From Leg 4.00 0.0000 120' No Ice 0.00 0.18 0.00 0' 1/2" 0.00 0.26 0.01 3' Ice 0.00 0.35 0.01 1" Ice 0.00 0.55 0.03 2" Ice 0.00 1.06 0.09 4" Ice 4) 641280-DF B From Leg 4.00 0.0000 120' No Ice 0.00 0.18 0.00 0' 1/2" 0.00 0.26 0.01 3' Ice 0.00 0.35 0.01 1" Ice 0.00 0.55 0.03 2" Ice 0.00 1.06 0.09 4" Ice 4) 641280-DF C From Leg 4.00 0.0000 120' No Ice 0.00 0.18 0.00 0' 1/2" 0.00 0.26 0.01 3' Ice 0.00 0.35 0.01 1" Ice 0.00 0.55 0.03 2" Ice 0.00 1.06 0.09 4" Ice 2) Tx2" Antenna Mount A From Leg 4.00 0.0000 120' No Ice 1.66 1.66 0.03 Pipe 0' 1/2" 2.39 2.39 0.04 0' Ice 2.83 2.83 0.06 1" Ice 3.71 3.71 0.10 2" Ice 5.58 5.58 0.27 4" Ice 2) 7'x2" Antenna Mount B From Leg 4.00 0.0000 120' No Ice 1.66 1.66 0.03 Pipe 0' 1/2" 2.39 2.39 0.04 0' Ice 2.83 2.83 0.06 1" Ice 3.71 3.71 0.10 2" Ice 5.58 5.58 0.27 4" Ice 2) 7'x2" Antenna Mount C From Leg 4.00 0.0000 120' No Ice 1.66 1.66 0.03 Pipe 0' 1/2" 2.39 2.39 0.04 0' Ice 2.83 2.83 0.06 1" Ice 3.71 3.71 0.10 2" Ice 5.58 5.58 0.27 4" Ice Platform Mount [LP 701-1] C None 0.0000 120' No Ice 59.15 59.15 2.75 1/2" 71.12 71.12 3.42 Ice 83.09 83.09 4.10 1" Ice 107.03 107.03 5.45 2" Ice 154.91 154.91 8.15 4" Ice tnxTower Report - version 6.0.4.0 December 18, 2012 159 Ft Monopole Tower Structural Analysis CCI BU No 878532 Project Number 561737, Application 162114, Revision 7 Page 14 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ° ft ft ttz K VHLP2-11 A Paraboloid w/o From 4.00 0.0000 140' 2.17 No Ice 3.72 0.03 Radome Leg 0' 1/2" Ice 4.01 0.05 0' 1" Ice 4.30 0.07 2" Ice 4.88 0.11 4" Ice 6.04 0.19 Comb. No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 Dead Only Dead+Wind 0 deg - No Ice Dead+Wind 45 deg - No Ice Dead+Wind 90 deg - No Ice Dead+Wind 135 deg - No Ice Dead+Wind 180 deg - No Ice Dead+Wind 225 deg - No Ice Dead+Wind 270 deg - No Ice Dead+Wind 315 deg - No Ice Dead+Ice+Temp Dead+Wind 0 deg+Ice+Temp Dead+Wind 45 deg+Ice+Temp Dead+Wind 90 deg+lce+Temp Dead+Wind 135 deg+Ice+Temp Dead+Wind 180 deg+Ice+Temp Dead+Wind 225 deg+Ice+Temp Dead+Wind 270 deg+Ice+Temp Dead+Wind 315 deg+Ice+Temp Dead+Wind 0 deg - Service Dead+Wind 45 deg - Service Dead+Wind 90 deg - Service Dead+Wind 135 deg - Service Dead+Wind 180 deg - Service Dead+Wind 225 deg - Service Dead+Wind 270 deg - Service Dead+Wind 315 deg - Service Sectio Elevation Component n R Type No. . L1 159 - Pole 133.419 L2 133.419 - Pole 87.8359 Load Combinations Description Maximum Member Forces Condition Gov. Force Load Comb. K Max Tension 13 0.00 Max. Compression 10 8.19 Max. Mx 4 3.61 Max. My 2 3.61 Max. Vy 4 8.00 Max. Vx 6 8.05 Max. Torque 9 Max Tension 1 0.00 Max. Compression 10 20.91 Max. Mx 4 10.50 Max. My 2 10.51 Max. Vy 4 16.27 Major Axis Minor Axis Moment Moment kip-ft kip-ft 0.00 -0.00 4.45 3.99 92.21 0.37 1.23 91.91 92.21 0.37 2.31 88.66 8.40 0.00 0.00 8.91 4.63 660.90 -10.77 1.28 658.66 660.90 -10.77 tnxTower Report - version 6.0.4.0 159 Ft Monopole Tower Structural Analysis Project Number 561737, Application 162114, Revision 7 Sectio Elevation Component Condition Gov. Force n ft Type Load No. Comb. K Max. Vx 6 16.31 Max. Torque 9 L3 87.8359 - Pole Max Tension 1 0.00 43.2891 Max. Compression 10 30.85 Max. Mx 4 17.27 Max. My 6 17.27 Max. Vy 4 19.77 Max. Vx 6 19.81 Max. Torque 9 L4 43.2891 - 0 Pole Max Tension 1 0.00 Max. Compression 10 44.69 Max. Mx 4 27.92 Max. My 6 27.92 Max. Vy 4 23.02 Max. Vx 6 23.07 Max. Torque 9 Maximum Reactions December 18, 2012 CCI BU No 878532 Page 15 Major Axis Minor Axis Moment Moment kip-ft kip-ft 15.89 657.85 11.24 0.00 0.00 12.13 3.00 1445.92 23.42 29.38 1444.72 1445.92 23.42 29.38 1444.72 11.21 0.00 0.00 15.20 1.12 2489.99 37.42 43.78 2490.91 2489.99 37.42 43.78 2490.91 11.21 Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Pole Max. Vert 13 44.69 6.66 0.06 Max. Hz 8 27.94 22.91 0.11 Max. H. 2 27.94 0.11 22.96 Max. Mx 2 2483.25 0.11 22.96 Max. M, 4 2489.99 22.99 0.27 Max. Torsion 5 11.20 16.37 16.40 Min. Vert 1 27.94 0.00 0.00 Min. Hx 4 27.94 22.99 0.27 Min. H, 6 27.94 0.27 23.04 Min. Mx 6 2490.91 0.27 23.04 Min. M, 8 2469.26 22.91 0.11 Min. Torsion 9 11.21 16.31 16.35 Tower Mast Reaction Summary Load Vertical Combination K Dead Only 27.94 Dead+Wind 0 deg - No Ice 27.94 Dead+Wind 45 deg - No Ice 27.94 Dead+Wind 90 deg - No Ice 27.94 Dead+Wind 135 deg - No Ice 27.94 Dead+Wind 180 deg - No Ice 27.94 Dead+Wind 225 deg - No Ice 27.94 Dead+Wind 270 deg - No Ice 27.94 Dead+Wind 315 deg - No Ice 27.94 Dead+Ice+Temp 44.69 Dead+Wind 0 44.69 deg+Ice+Temp Dead+Wind 45 44.69 deg+Ice+Temp Dead+Wind 90 44.69 deg+Ice+Temp Dead+Wind 135 44.69 deg+Ice+Temp Dead+Wind 180 44.69 deg+Ice+Temp Shear, Shear, Overturning Overturning Torque Moment, M, Moment M, K K WD-ft kip-ft kip-ft 0.00 0.00 1.82 4.77 0.00 0.11 22.96 2483.25 9.95 8.75 16.09 16.13 1741.52 1738.78 1.42 22.99 0.27 37.43 2489.99 6.72 16.37 16.40 1776.32 1777.37 11.20 0.27 23.04 2490.91 43.78 9.13 16.09 16.13 1737.55 1729.68 1.42 22.91 0.11 16.31 2469.26 7.11 16.31 16.35 1771.74 1760.09 11.21 0.00 0.00 1.12 15.20 0.00 0.02 6.65 755.99 12.75 2.59 4.67 4.68 531.92 544.61 0.44 6.66 0.06 7.80 771.20 1.96 4.73 4.74 537.87 552.87 3.29 0.06 6.67 756.73 24.11 2.69 tnxTower Report - version 6.0.4.0 159 Ft Monopole Tower Structural Analysis Project Number 561737, Application 162114, Revision 7 December 18, 2012 CCI BU No 878532 Page 16 Load Vertical Shear, Shear.. Overturning Overturning Torque Combination Moment, Mx Moment, M. K K K kip-ft kip-ft kip-ft Dead+Wind 225 44.69 4.67 4.68 529.59 514.27 0.45 deg+Ice+Temp Dead+Wind 270 44.69 6.64 0.02 3.56 737.80 2.05 deg+Ice+Temp Dead+Wind 315 44.69 4.72 4.72 537.97 520.35 3.29 deg+Ice+Temp Dead+Wind 0 deg - Service 27.94 0.04 8.97 973.30 0.92 3.49 Dead+Wind 45 deg - Service 27.94 6.29 6.30 682.89 683.64 0.56 Dead+Wind 90 deg - Service 27.94 8.98 0.11 13.50 977.77 2.68 Dead+Wind 135 deg - 27.94 6.39 6.41 694.30 698.84 4.46 Service Dead+Wind 180 deg - 27.94 0.11 9.00 974.06 20.12 3.63 Service Dead+Wind 225 deg - 27.94 6.29 6.30 679.07 674.16 0.56 Service Dead+Wind 270 deg - 27.94 8.95 0.04 7.54 963.72 2.83 Service Dead+Wind 315 deg - 27.94 6.37 6.39 694.80 686.11 4.46 Service Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ Error Comb. K K K K K K 1 0.00 27.94 0.00 0.00 27.94 0.00 0.000% 2 0.11 27.94 22.96 0.11 27.94 22.96 0.000% 3 16.09 27.94 16.13 16.09 27.94 16.13 0.000% 4 22.99 27.94 0.27 22.99 27.94 0.27 0.000% 5 16.37 27.94 16.40 16.37 27.94 16.40 0.000% 6 0.27 27.94 23.04 0.27 27.94 23.04 0.000% 7 16.09 27.94 16.13 16.09 27.94 16.13 0.000% 8 22.91 27.94 0.11 22.91 27.94 0.11 0.000% 9 16.31 27.94 16.35 16.31 27.94 16.35 0.000% 10 0.00 44.69 0.00 0.00 44.69 0.00 0.000% 11 0.02 44.69 6.65 0.02 44.69 6.65 0.000% 12 4.67 44.69 4.68 4.67 44.69 4.68 0.000% 13 6.66 44.69 0.06 6.66 44.69 0.06 0.000% 14 4.73 44.69 4.74 4.73 44.69 4.74 0.000% 15 0.06 44.69 6.67 0.06 44.69 6.67 0.000% 16 4.67 44.69 4.68 4.67 44.69 4.68 0.000% 17 6.64 44.69 0.02 6.64 44.69 0.02 0.000% 18 4.72 44.69 4.72 4.72 44.69 4.72 0.000% 19 0.04 27.94 8.97 0.04 27.94 8.97 0.000% 20 6.29 27.94 6.30 6.29 27.94 6.30 0.000% 21 8.98 27.94 0.11 8.98 27.94 0.11 0.000% 22 6.39 27.94 6.41 6.39 27.94 6.41 0.000% 23 0.11 27.94 9.00 0.11 27.94 9.00 0.000% 24 6.29 27.94 6.30 6.29 27.94 6.30 0.000% 25 8.95 27.94 0.04 8.95 27.94 0.04 0.000% 26 6.37 27.94 6.39 6.37 27.94 6.39 0.000% Non -Linear Convergence Results Load Converged? Number Combination of Cycles 1 Yes 4 2 Yes 6 3 Yes 6 4 Yes 5 5 Yes 6 6 Yes 6 tnxTower Report - version 6.0.4.0 Displacement Force Tolerance Tolerance 0.00000001 0.00000001 0.00000001 0.00006209 0.00000001 0.00016437 0.00000001 0.00083825 0.00000001 0.00019371 0.00000001 0.00007623 159 Ft Monopole Tower Structural Analysis Project Number 561737, Application 162114, Revision 7 7 Yes 6 0.00000001 0.00016271 8 Yes 6 0.00000001 0.00005906 9 Yes 6 0.00000001 0.00019232 10 Yes 4 0.00000001 0.00014513 11 Yes 5 0.00000001 0.00077468 12 Yes 6 0.00000001 0.00012764 13 Yes 5 0.00000001 0.00067256 14 Yes 6 0.00000001 0.00014861 15 Yes 5 0.00000001 0.00079827 16 Yes 5 0.00000001 0.00099047 17 Yes 5 0.00000001 0.00066343 18 Yes 6 0.00000001 0.00013959 19 Yes 5 0.00000001 0.00033472 20 Yes 5 0.00000001 0.00046751 21 Yes 5 0.00000001 0.00026093 22 Yes 5 0.00000001 0.00065552 23 Yes 5 0.00000001 0.00037009 24 Yes 5 0.00000001 0.00043052 25 Yes 5 0.00000001 0.00029263 26 Yes 5 0.00000001 0.00063980 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load It in Comb. o° L1 159-133.419 57.005 22 3.1780 0.0892 L2 136.586 - 42.352 22 3.0171 0.0650 87.8359 L3 92.1693 - 18.332 22 1.9985 0.0223 43.2891 L4 48.7057 - 0 4.836 22 0.9280 0.0070 December 18, 2012 CC/ BU No 878532 Page 17 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 155' Lighting Rod 3/4" x 4' 22 54.344 3.1592 0.0849 16255 140' VHLP2-11 22 44.521 3.0556 0.0687 4280 120' 2) RA21.7770.00 w/ Mount Pipe 22 32.384 2.7210 0.0471 2875 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load It in Comb. L1 159 - 133.419 144.592 5 8.0597 0.2254 L2 136.586 - 107.543 5 7.6724 0.1639 87.8359 L3 92.1693 - 46.659 5 5.0888 0.0560 43.2891 L4 48.7057 - 0 12.326 5 2.3654 0.0176 Critical Deflections and Radius of Curvature - Design Wind tnxTower Report - version 6.0.4.0 0 159 Ft Monopole Tower Structural Analysis Project Number 561737, Application 162114, Revision 7 December 18, 2012 CC/ BU No 878532 Page 18 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 155' Lighting Rod 3/4" x 4' 5 137.866 8.0182 0.2146 6869 140' VHLP2-11 5 113.029 7.7696 0.1735 1805 120' 2) RA21.7770.00 w/ Mount Pipe 5 82.304 6.9226 0.1187 1181 Compression Checks Pole Design Data Section Elevation Size L L KI/r F. A Actual Allow. Ratio No. P Pe P ft ft ft ksi in2 K K Pe L1 159 - 133.419 TP21.29x16x0.1875 25'6- 0' 0.0 39.000 12.1689 -3.61 474.59 0.008 1) 31132" L2 133.419- TP30.21x20.26014.25 48'9" 0' 0.0 39.000 23.0715 10.47 899.79 0.012 87.8359(2) L3 87.8359 - TP38.8x28.8256x0.3125 48'10- 0' 0.0 39.000 37.0785 -17.26 1446.06 0.012 43.2891 (3) 9/16" L4 43.2891 - 0 (4) TP47x37.0697x0.375 48'8- 0' 0.0 39.000 55.4954 -27.92 2164.32 0.013 17/32" Pole Bending Design Data Section Elevation Size Actual Actual Allow. Ratio Actual Actual Allow. Ratio No. Mx fax Fax fbx My fby Fby fey ft kip-ft ksi ksi Fbx kip-ft ksi ksi Fby L1 159-133.419 TP21.29xl6x0.1875 92.22 18.046 39.000 0.463 0.00 0.000 39.000 0.000 1) L2 133.419- TP30.21x20.26014.25 666.38 48.344 39.000 1.240 0.00 0.000 39.000 0.000 87.8359(2) L3 87.8359 - TP38.8x28.8256x0.3125 1459.6 51.238 39.000 1.314 0.00 0.000 39.000 0.000 43.2891 (3) 8 L4 43.2891-0 TP47x37.0697x0.375 2512.8 47.236 39.000 1.211 0.00 0.000 39.000 0.000 4) 4 Pole Shear Design Data Section Elevation Size Actual Actual Allow. Ratio Actual Actual Allow. Ratio No. V fx F fV T fw F,t ft ft K ksi ksi Fx kip-ft ksi ksi Fv, L1 159-133.419 TP21.29xl6x0.1875 8.01 0.658 26.000 0.051 5.17 0.493 26.000 0.019 1) L2 133.419- TP30.2lx20.2601x0.25 16.46 0.713 26.000 0.055 11.20 0.396 26.000 0.015 87.8359(2) L3 87.8359 - TP38.8x28.8256x0.3125 19.95 0.538 26.000 0.041 11.18 0.191 26.000 0.007 43.2891 (3) L4 43.2891-0 TP47x37.0697x0.375 23.20 0.418 26.000 0.032 11.20 0.103 26.000 0.004 4) Pole Interaction Design Data tnxTower Report - version 6.0.4.0 December 18, 2012 159 Ft Monopole Tower Structural Analysis CCI BU No 878532 Project Number 561737, Application 162114, Revision 7 Page 19 Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P & fbY k fK Stress Stress ft Pe Fbx FbV Fv Fir Ratio Ratio L1 159-133.419 0.008 0.463 0.000 0.051 0.019 0.472 1.333 1) V H1-3+VT L2 133.419- 0.012 1.240 0.000 0.055 0.015 1.253 1.333 bs 87.8359(2) 6/ H1-3+VT L3 87.8359 - 0.012 1.314 0.000 0.041 0.007 1.327 1.333 H1-3+VT 43.2891(3) 6/ L4 43.2891 - 0 0.013 1.211 0.000 0.032 0.004 1.224 1.333 4) H1-3+VT Section Capacity Table 1010- Section Elevation Component Size Critical P SF"Pam, Pass No. ft Type Element K K Capacity Fail L1 159 - 133.419 Pole TP21.29x16x0.1875 1 3.61 632.62 35.4 Pass L2 133.419 Pole TP30.21x20.2601x0.25 2 10.47 1199.42 94.0 Pass 87.8359 L3 87.8359 - Pole TP38.8x28.8256x0.3125 3 17.26 1927.60 99.5 Pass 43.2891 L4 43.2891 - 0 Pole TP47x37.0697x0.375 4 27.92 2885.04 91.9 Pass Summary Pole (1-3) 99.5 Pass RATING = 99.5 -pass 0 tnxTower Report - version 6.0.4.0 159 Ft Monopole Tower Structural Analysis Project Number 561737, Application 162114, Revision 7 APPENDIX B BASE LEVEL DRAWING December 18, 2012 CC/ BU No 878532 Page 20 tnxTower Report - version 6.0.4.0 RESVM) 5) 1-11V ro 155 R LEVEL m1fo1L ro awEm) 1 5/0' ro +a R 1EV41 1 1-5/5' ro 1M R LEVEL uun-ro T w- 0) 1-5/s' ro 14 E7 tEVC KEn41-5 ro 140 R tivE1 11) µ+-05ro' ro 120 R LEVEL NUSHEM UNA: 97E572 70MFR 0 C-USElEVEL 159 Ft Monopole Tower Structural Analysis Project Number 561737, Application 162114, Revision 7 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 6.0.4.0 December 18, 2012 CC/ BU No 878532 Page 21 Monopole Drilled Pier Checks capacity of a single drilled shaft foundation for a monopole BUM 878532 Site Name: FIIMONTICELLO/FULFILLMENTSYST App Number: 162114 Rev 7 IDesign Reactions I Shear, S: 23.00 kips I Moment, Mt: 2513.00 ft-kips Tower Weight, Wt., 28.00 kips Tower Height, H: 159 ft I Base Diameter, BD: 47.0 in Foundation Dimensions Caisson Diameter, CD: 6.5 ft Ext. Above Grade, E: 1.0 ft Depth Below Grade, U 28.0 It Neglected Depth, N: 5.0 ft Reber Size, Sp: 11 Reber Quantity.mp: 20 Tie Size, tp: 5 Material Properties I Reber Tensile, Fy. 60 ksi Concrete Strength,1. c: 4000 psi Concrete Density, 6x: 150 pcf I Clear Cover, cc: 4 in Soil Properties I Soil Unit Weight, y: 120 pcf I Allowable Bearing, Bc:l 13.500 IksfSeismicDesignCat, z: B II Caisson Analysis Depth to Zero Shear. 8.3 ft I` Max Factored Moment: 3521.27 ft-kips Overturning FOS: 4.9 0 CCA E I ACI 318 Version:) 2002 IDesign Checks I Capacity/ Demand/ Availability Limits Check Minimum Req'd Dia. 1(R): 6.50 1.63 OK I Minimum Req'd Dia. 2 (R): 6.50 5.42 OK Bearing (kst): 13.50 0.84 OK RebarArea (in 2): 31.20 15.93 OK I Rermomentcapacity (k-R): 4604,26 3521.27 OK I Rebar spacing (in): 9.59 2 < Bs <18 OK I Development Length (in): 232.29 12.00 OK I Soil moment capacity (FOS): 4.90 2.00 III OKDepth I IShear I IMoment I kips 8. 7Ift I -3.6lkips I 2684.2Itt-kips r Assume 0.33%Minimum Steel? Bearing: 6.3% Steel: 76.5% Soil: 40.8% Monopole Drilled Pier (Caisson) Version 1.5 Effective Date: 04/26/2012 Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data Maximum Shaft Superimposed Forces BU#: 878532 TIA Revision: F Site Name: F1/MONTICELLO/FULFILLMENT S Max. Service Shaft M: 2708.666 ft-kips (* Note) App #: 162114 Rev 7 Max. Service Shaft P: 28 kips Max Axial Force Type: Comp. Note: Max Shaft Superimposed Moment does not necessarily Enter Load Factors Below: equal to the shaft top reaction moment For M WL 1.3 <- Enter Factor For P (DL)) 1 1.3 ' <- Enter Factor Pier Properties Concrete: Pier Diameter =1 6.5 Ift Concrete Area = 4778.4 in Reinforcement. Clear Cover to Tie=j 4.00 In Horiz. Tie Bar Size= 5 Vert. Cage Diameter = 5.61 ft Vert. Cage Diameter = 67.34 in Vertical Bar Size 11 Bar Diameter = 1.41 in Bar Area = 1.56 in Number of Bars 20 As Total= 31.2 in A s/ Aconc, Rho: 0.0065 0.65% ACI 10.5 , ACI 21.10.4, and IBC 1810. Min As for Flexural. Tension Controlled. Shafts: 3)*(Sgrt(f c)/Fy: 0.0032 200 / Fy: 0.0033 Minimum Rho Check: Actual Req'd Min. Rho: 1 0.33% Flexural Provided Rho: j 0.65% 10K Ref. Shaft Max Axial Capacities. (b Max(Pn or Tn): Max Pu = ((p=0.65) Pn. Pn per ACI 318 (10-2) 9366.42 IkipsatMu=((=0.65)Mn= 5264.58 ft=kips Max Tu, (9=0.9) Tn = I 1684.8 IkipsatMu==(0.90)Mn= 0.00 ft-kips Load Factor Shaft Factored Loads 1.30 Mu: 1 3521.266 Ift-kips 1.30 1 Pu:j 36.4 1 kips Material Properties Concrete Comp. strength, fc = 1 4000 psi Reinforcement yield strength, Fy 60 ksi Reinforcing Modulus of Elasticity, E 29000 ksi Reinforcement yield strain = 0.00207 Limiting compressive strain 0.003 ACI 318 Code Select Analysis ACI Code=1 2002 Seismic Properties Seismic Design Category B Seismic Risk = Low Solve I<- Press Upon Completing All Input Run) II Results: Governing Orientation Case: 2 E E Mu Mu Caste 1 Case 2 Dist. From Edge to Neutral Axis: 11.92 in Extreme Steel Strain, Et: 0.0152 et > 0.0050, Tension Controlled Reduction Factor,cp: 0.900 Output Note: Negative Pu=Tension For Axial Compression, cp Pn = Pu: 36.40 kips Drilled Shaft Moment Capacity, (pMh: 4604.26 ft-kips Drilled Shaft Superimposed Mu: 3521.27 ft-kips Mu/c)Mn, Drilled Shaft Flexure CSR: I 76.5% Drilled -Shaft -Moment -Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 12/21/2012 Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material I TIA Rev F 1 Site Data Reactions BU#:878532 Moment: 2513 Ift- kips Site Name: F1/MONTICELLO/FULFILI Axial: 28 kips App #: 162114 Rev. 7 Shear: 23 kips Pole Manufacturer: I Other Anchor Rod Data I If No stiffeners, Criteria: I AISC ASD 1<-Only Applcable to Unstiffened Cases Qty: 12 Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Stiffened Strength (Fu): 100 ksi Maximum Rod Tension: 177.2 Kips Service, ASD Yield (Fy): 75 ksi Allowable Tension: 195.0 Kips Fty'ASIF Bolt Circle: 56 in Anchor Rod Stress Ratio: 90.9% Pass Plate Data Diam: 62 Base Plate Results Shear Check Only Stiffened Thick: 1.75 linin Base Plate Stress: 8.7 ksi Service, ASD Grade: 60 ksi Allowable Plate Stress: 32.0 ksi 0.75•FyASIF Single -Rod B-eff. 12.43 lin Base Plate Stress Ratio: 27.1% Pass Y.L. Length: N/A, Roark Stiffener Data (Welding at both sides) Config: 3 Weld Type: Both Groove Depth: 0.5 in *' Groove Angle: 45 degrees Fillet H. Weld: 0.1875 in Fillet V. Weld: 0.3125 in Width: 6 in Height: 18 in Thick: 1 in Notch: 1 in Grade: 50 ksi Weld str.: 70 ksi Clear Space between 4 in Stiffeners (b): Pole Data Diam: 47 in Thick: 0.375 in Grade: 65 ksi of Sides: 18 0„ IF Round Fu 80 Iksi Reinf. Fillet Weld 0 0" if None Stress Increase Factor ASIF:) 1.333 1 Stiffener Results Horizontal Weld: 36.9% Pass Vertical Weld: 37.8% Pass Plate Flex+Shear, fb/Fb+(fv/Fv)^2: 8.0% Pass Plate Tension+Shear, ft/Ft+(fv/Fv)^2: 37.2% Pass Plate Comp. (AISC Bracket): 36.8% Pass Pole Results Pole Punching Shear Check: 8.7% Pass 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5 - Circular Base F 1.2, Effective March 19, 2012 Analysis Date: 12/21/2012 878532 Foundation Analysis.txt CAISSON version 10.40 5:01:46 PM Tuesday, December 18, 2012 Crown Castle USA 444444f4#t4#4#t4t4t444*4*44444*444i#44444#4dt44f#*!4#f 4ft###4444444**d**4*d#**#*####44444*#4#4#t#4 4 # 4 CAISSON - Pier Foundations Analysis and Design - Copyright Power Line Systems, Inc. 1993-2010 4 Project Title: BU$ 878532 Project Notes: Calculation Method: Full BCD tt4Y*:# I N P U T D A T A Pier Properties Diameter Distance Concrete Steel of Top of Pier Strength yield above Ground Strength ft) (ft) (ksi) ksi) 6.50 1.00 4.00 60.00 Soil Properties Layer Type Thickness Depth at Top Density CU KP PHI of Layer ft) ft) (lbs/ftA3) psf) deg) 1 clay 5.00 0.00 120.0 2 Sand 24.00 5.00 120.0 3.255 32.00 3 Sand 4.00 29.00 120.0 3.255 32.00 Design (Factored) Loads at Top of Pier Moment Axial Shear Additional Safety Load Load Factor Against Soil Failure ft-k) (kips) (kips) 2513.0 28.0 23.00 4.90 Y R E S U L T S calculated Pier Properties Length Weight End Bearing Pressure ft) (kips) (psf) 29.000 144.346 843.8 Ultimate Resisting Forces Along Pier Type Distance Of Top of Layer Thickness Density CU KP Force Arm to Top Of Pier ft) ft) lbs/ftA3) (psf) kips) ft) Clay 1.00 5.00 120.0 0.00 3.50 Sand 6.00 15.48 120.0 3.255 1501.84 15.31 Sand 21.48 7.52 120.0 3.255-1388.70 25.43 Shear and Moments Along Pier Distance below Shear Moment Shear without Safety Factor) kips) 23.1 23.1 23.1 3.6 44.8 99.1 166.5 247.0 226.3 119.7 0.0 Page 1 Moment without Safety Factor) ft-k) 2516.8 2583.7 2650.7 2684.2 2617.2 2411.7 2029.7 1433.2 681.5 176.7 0.0 N r ' p on r a r ya rlok 1 a r a `flak a t ,` cam/ 3 s21 it P E a s A a V M b UR'. 14W—V . 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