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UP,91aCe - z2 l ('7(/c , 5e 'lscV-0-1( RECEIVED B+T GRP September 09, 2015 ' `E EIVED Cathy Garziano APR 6 2016 B+T Group Crown Castle CI�-Y1717 S. Boulder, Suite 300 5350 North 48th Street Suite 305 OF TIG 1. r�3 Tulsa, OK 74119 Chandler,AZ 85226 BD�LDINU DIVISION (918) 587-4630 (480)735-6952 btwo@btgrp.com Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Carrier Site Number: PO01733 Carrier Site Name: Scholls Ferry& 175th Crown Castle Designation: Crown Castle BU Number: 879602 Crown Castle Site Name: Barrows Rd Crown Castle JDE Job Number: 345973 Crown Castle Work Order Number: 1115946 Crown Castle Application Number: 308750 Rev. 0 Engineering Firm Designation: B+T Group Project Number: 78702.002.01 Site Data: 16744 SW Scholls Ferry Road, Beaverton,Washington County, OR Latitude 45°25'34.61'; Longitude-122°50'53.85" 100 Foot-Monopole Tower Dear Cathy Garziano, • B+T Group 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 823525, in accordance with application 308750, revision 0. 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: LC5: Existing+ Proposed Equipment Sufficient Capacity Note:See Table 1 and Table 2 for the proposed and existing loading,respectively. This analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code (OSSC) based upon an ultimate 3-second gust wind speed of 120 mph converted to a nominal 3-second gust wind speed of 93 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C and Risk Category II were used in this analysis. All equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at B+T Group appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. c�c?cp PRQFrss Respectfully submitted by: co •mil B+T Engineering, Inc. OREGON Krista M. Murphy, E.I. Chad E.Tuttle, P.E. C'�� 4,s' 13,24�� Q( I/� Project Engineer Engineer of Record 194D TU1l `ta`~ tnxTower Report-version 6.1.4.1 'Expiration Date/ff/01 September 09, 2015 100 Ft Monopole Tower Structural Analysis Report CC/BU No. 879602 Project Number 78702.002.01,Application 308750, Revision 0 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2- Existing 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 6.1.4.1 L September 09, 2015 100 Ft Monopole Tower Structural Analysis Report CCI BU No. 879602 Project Number 78702.002.01,Application 308750, Revision 0 Page 3 1) INTRODUCTION This tower is a 100 ft. Monopole tower designed by Summit Manufacturing in April of 2001. The tower was originally designed for a wind speed of 85 mph per TIA/EIA-222-F. 2)ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 93 mph with no ice, 30 mph with 1 inch ice thickness and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. Table 1 - Proposed Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 86.0 86.0 3 Commscope SBNH-1D65C 1 ' 1-1/4 -- Table 2 -Existing Antenna and Cable Information Center Number Number Feed Mounting Lineof Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size _ (ft) (in) 104.0 3 KMW Comm. ET-X-WM-18-65-8P 3 Powerwave Tech. P65-16-XLPP-RR • Samsung 3 Telecomm. 2.5GHz RRH-V3 3 Samsung OPTIC FIBER JUNCTION Telecomm. CYLINDER 100.03 Samsung POWER JUNCTION 3 1 1 100.0 Telecomm. CYLINDER 3 . Samsung RRH-C2C w/EXT FILTER Telecomm. 3 Samsung RRH-P4 Telecomm. 1 -- Platform Mount[LP 714-1] 89.0 1 Raycap TME-RNSNDC-7771-PF-48 87.0 88.0 2 Nokia TME-FXFB 1 1 2 87.0 1 -- Side Arm Mount[SO 104-3] 90.0 3 Andrew ETW200VS12UB -- -- 1 3 Andrew ETW200VS12UB 2 3 Andrew TMBX-6516-R2M 86.0 6 Andrew TMBXX-6516-A2M 86 0 3 Nokia FRIG 12 7/8 1 2 Nokia FXFB 1 -- T-Arm Mount[TA 602-3] -- -- -- 6 7/8 3 1 Radiowaves HP3-11 83.0 -- _ 3 1/4 - 80.0 3 Clearwire TYPE IV BTS 3 3/8 1 80.0 1 -- Pipe Mount[PM 601-3] tnxTower Report-version 6.1.4.1 September 09, 2015 100 Ft Monopole Tower Structural Analysis Report CCI BU No. 879602 Project Number 78702.002.01,Application 308750,Revision 0 Page 4 Center Number Number Feed Mounting Line Antenna Line of Antenna Model of Feed Note Level (ft) Elevation Antennas Manufacturer Lines Size (ft) (in) 79.0 2 Kathrein 800 10504 78.0 1 Kathrein 800 10504 78.0 78.0 1 -- Pipe Mount[PM 602-3] -- -- 4 Notes: 1) Existing Equipment 2) Equipment To Be Removed;Not Considered In This Analysis 3) Abandoned Equipment To Be Removed; Not Considered In This Analysis 4) Empty Mount;Considered In This Analysis Table 3 -Design Antenna and Cable Information Center Number Number Feed Mounting Lineof Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 100 100 12 EMS Wireless RV90-17-00DP PCS Panel -- 1 Generic 14' Low Profile Platform 90 90 _12 _EMS Wireless RV90-17-00DP PCS Panel -- -- 1 Generic 14' Low Profile Platform 80 80 12 EMS Wireless RV90-17-00DP PCS Panel 1 Generic 14' Low Profile Platform 3)ANALYSIS PROCEDURE Table 4-Documents Provided Document Remarks Reference Source Online Application T-Mobile Co-Locate Rev#0 308750 CCI Sites Tower Manufacturer Drawing Summit Manufacturing, Job No. 13655 1625431 CCI Sites Foundation Drawing Summit Manufacturing, Job No. 13655 1486071 CCI Sites Geotech Report ADaPT Engineering Inc., 1574203 CCI Sites Project No. OR00-5310 Antenna Configuration Crown CAD Package Date: 09/05/2015 CCI Sites 3.1) Analysis Method tnxTower(version 6.1.4.1), 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 in Tables 1 and 2 and the referenced drawings. 4) Mount areas and weights are assumed based on photographs provided. This analysis may be affected if any assumptions are not valid or have been made in error. B+T Group should be notified to determine the effect on the structural integrity of the tower. tnxTower Report-version 6.1.4.1 September 09, 2015 100 Ft Monopole Tower Structural Analysis Report CCI BU No. 879602 Project Number 78702.002.01,Application 308750, Revision 0 Page 5 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Section Elevation(ft) Component Critical Size Element P(K) SPP_allow % Pass/Fail No. Type (i) Capacity L1 100-72.75 Pole i TP26.088x22x0.188 1 -7.155 1023.680 43.6 I Pass L2 72.75-36 Pole 1 TP31.227x25.225x0.219 2 -11.134 1415.380 86.3 Pass E L3 36-0 Pole TP36.19x30.189x0.25 LL 3 -17.238 1886.610 103.2 i Pass2 i Summary ' Pole(L3) 103.2 Pass2 ' • " Rating= 103.2 Pass2 Table 6 -Tower Component Stresses vs. Capacity—LC5 Notes Component Elevation (ft) %Capacity Pass/Fail 1 Anchor Rods Base 81.0 Pass 1 Base Plate _ _ v Base 80.4 Pass 1 Base Foundation (Structure) Base `�� 45.8 Pass 1 IBase Foundation (Soil Interaction)j Base 46.5 Pass Structure Rating(max from all components)= 103.2%2 • Notes: 1) See additional documentation in"Appendix C—Additional Calculations'for calculations supporting the%capacity consumed. 4 2) Capacities up to 105%are considered acceptable based on analysis methods used. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. tnxTower Report-version 6.1.4.1 ' g DESIGNED APPURTENANCE LOADING 4 100.0 ft ? I TYPE 1 ELEVATION [ TYPE j ELEVATION i! • Lightning Rod 5/8"x 3'(E) 103.5 (2)TMBXX-6516-A2M w/Mount Pipe 86 Top Hat(E) 101 (E) • P65-16-XLPP RR(E) 100 (2)TMBXX-6516-A2M w/Mount Pipe 86 P65-16-XLPP-RR(E) 100 - - P65-16-XLPP-RR(E) 100-_. FRIG(E) _... . 86.. ET-X-WM-18-65-8P(E) 100 FRIG(E) 86 -..... w' ET-X-WM-18-65-8P(E) -__ .100.-.-. __. FRIG(E) 86 T tz ET-X-WM-18-65-8P(E) 100 FXFB E 86 .. FXFB(E) -- _- 86 -. N m o o m F` RRH-P4(E) 100 A m m N a0. m m ` i RRH-P4(E) 100 ETW200VS12UB(E) 86 `� c +_" :�w=." RRH-P4 E 100 ETW200VS12UB(E) 86 -. i I•E 1 -, ( ) FI ETW200VS12UB(E) 86 'I RRH-C2C wIEXT FILTER(E) 100 .. e RRH-C2C w/EXT FILTER(E) 100 SBNH-1D65C w/Mount Pipe(P) 86 -.. -. a - -- SBNH-1D65C w/Mount Pipe(P) 86 :I RRH-C2C w/EXT FILTER(E)_.. 100 - - -_-_--- _------ -- --_---- SBNH-1 D65C w/Mount Pipe(P) 86 ] POWER JUNCTION CYLINDER(E) 100 - --- - --- -- --. ?. _ __-- - - - 5 x 2"Pipe Mount(E) 86 POWER JUNCTION CYLINDER(E) 100 -- POWER JUNCTION CYLINDER(E) 100 5'x 2"Pipe Mount(E) 86 2.5GHz RRH-V3(E) 100 5 x 2 Pipe Mount(E) 86 -- T-Arm Mount[TA 602-3](E) 86 i 72 8 ft 3 2.5GHz RRH-V3(E) 100 - -- --- - - --- 2.5GHz RRH-V3(E) 100 ---- 800 10504 w/Mount Pipe(E) 80 ------ ---_--- ------ -_-_--- -_- 800 10504 w/Mount Pipe(E) 80 OPTIC FIBER JUNCTION CYLINDER 100 - - - - - - (E) 800 10504 w/Mount Pipe(E) 80 OPTIC FIBER JUNCTION CYLINDER 100 TYPE IV BTS(E-Per Photo) 80 (E) TYPE IV BTS(E-Per Photo) 80 OPTIC FIBER JUNCTION CYLINDER'.100 TYPE IV BTS(E-Per Photo) 80 (E) Pipe Mount[PM 601-3](E) 80 Miscellaneous[NA 509-1](E) 100 Radiowaves HP3-11(E) 80 Miscellaneous[NA 510.3](E) 100 Pipe Mount[PM 602-3](Empty Mount) 78 Platform Mount[LP 714-1](E) 100 ----- -- ----- - - - (2)TMBXX-6516-A2M wl Mount Pipe 86 (E) o o G 0 Il m N MATERIAL STRENGTH 0 N `" ( GRADE 1 Fy 1 Fu GRADE 1 Fy I Fu I m A607-65 65 ksi 80 ksi a 0 TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 93 mph basic wind in accordance with the TIA-222-G Standard. '` 4. Tower is also designed for a 30 mph basic wind with 1.00 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 36.0 ft 7. Topographic Category 1 with Crest Height of 0.000 ft 8. TOWER RATING:103.2% ALL REACTIONS ARE FACTORED AXIAL co N 00 0 � 44K M i,° 0 SHEARM MOMENT 3 K / J 210 kip-ft TORQUE 0 kip-ft 30 mph WIND-1.000 in ICE AXIAL 17K SHEA- MOMENT 18 K 1427 kip-ft 0.0 ft 2 a TORQUE 2 kip-ft t REACTIONS-93 mph WIND co c _ iR ° m 3a Y d m m N g c E 9 a - t'v s, @ n .i Z I- m F-- m (7 3 B+T Group Job: ob 78702.002.01-BARROWS RD, OR(BU#8791 1=1-.j I 1717 S Boulder Ave, Suite 300 Pfojec1 BwT ,:.,I Client: Crown Castle Drawn by.kmurphy App'd: Tulsa, OK 74119 ------- Phone:(918)587-4630 Code' TIA-222-G Date:09/09/15 Scale: NTS FAX:(918)295-0265 Path: SDwg No.E-1 1Rce c c.mmmm,,e,m a, . wSA,>a,W o,�ROWIRD Often Vx Vz Mx Mz Global Mast Shear(K) Global Mast Moment(kip-ft) 0 5 10 15 20 0 500 1000 1500 `e 100.000 100.000 72.750 72.750 0 - coW 36.000 '.,. 36.000 0.000 0.000 0 5 10 15 20 0 500 1000 1500 B+T Group Job 78702.002.01-BARROWS RD, OR(BU#879( 1717 S Boulder Ave, Suite 300 Pfojec1 B`"1" t °' ' Tulsa, OK 74119 Client. Crown Castle Drawn bY:kmurphy App'd: Phone:(918)587-4630 Cada: TIA-222-G Date:09/09/15 Scale: NTS FAX:(918)295-0265 Path:s . 0030 0,01 070/1122 B01100110.01001•11001010110,4110702 002 01 WARMS 110 Dwg Na E-4 TIA-222-G -Service -60 mph Maximum Values Deflection (in) Tilt (deg) Twist(deg) 0 5 10 15 20 0 0.5 1 15 0 0.05 0.1 `' 100.000 ___- .: _ __. 100.000 111 I I II I I I I I I I I 72.750 ,, ,, 72.750 I I ! I I ! I I 0 , =� N , , '', ISI I - - - 36.000 , '., 36.000 I I I I I I I 1 , I I I I I I I I I 1 I I I I I I Y i .I ! I I I I I 0.000 : iI i yam- 1 ',. 0.000 0 5 10 15 20 0 0.5 1 1.5 0 0.05 0.1 B+T Group Job 78702.002.01-BARROWS RD, OR(BU#8791 r-1- .1=1 1717 S Boulder Ave, Suite 300 Project: a+t ;,,•f O11entt Crown Castle Drawn by:kmurphy App'd: Tulsa,OK 74119 Phone:(918)587-4630 code' TIA-222-G Date:09/09/15 scale: NTS FAX.(918)295-0265 Path: sProwlWrowCWW1WW11102 WW2 Swan gana.-ram,7e m 002 01BARROWS RD Often Dwg No.E-5 0' - 100' Round Flat App In Face App Out Face Truss Leg Face A Face B Face C 100.000 100.001 86.000 86.000 80.000 80.000 .75.000 75.000 72.750 72.750 w W C m O am 7. lu j aa 'J v o c = -o v' rn m . W M m U c W U 72 p c Q `- o U S 0 O c v m O c v o 6 LL- W = 9 W _ C u J W - W W W U 'A N v (-) '� a n N Ze vr N 36.000 uii Qo e 0 Q 36.000 W O a N N 9 N 0 ' W N Q N O m N 0 m 0 1. 0.000 - 0.000 Job: r B+T Group 78702.002.01-BARROWS RD, OR(BU#8791 1717 S Boulder Ave, Suite 300 PfOfect 13.-1- ,„: Tulsa, OK 74119 client: Crown Castle Drawn by:kmurphy Appd. Phone:(918)587-4630 Code: TIA-222-G Date:09/09/15 Scale: NTS FAX:(918)295-0265 Path. m< Dwg No.E-7 tnxTower Job Page 78702.002.01 - BARROWS RD, OR(BU#879602) 1 of 15 B+T Group Project Date 1717 S Boulder Ave,Suite 300 14:22:47 09/09/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 kmurphy Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Washington County,Oregon. Basic wind speed of 93 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.000 ft. Nominal ice thickness of 1.000 in. Ice thickness is considered to increase with height. Ice density of 56.000 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50.000°F. Deflections calculated using a wind speed of 60 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals I Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification ' Use Clear Spans For Wind Area Ignore Redundant Members in FEA Use Code Stress Ratios Use Clear Spans For KL/r SR Leg Bolts Resist Compression Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice V Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz ' Use Azimuth Dish Coefficients \i Consider Feedline Torque Use Special Wind Profile -V Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity Exemption Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in _ in in _ in L1 100.000-72.750 27.250 3.250 18 22.000 26.088 0.188 0.750 A607-65 (65 ksi) L2 72.750-36.000 40.000 4.000 18 25.225 31.227 0.219 0.875 A607-65 (65 ksi) Job Page tnxTower 78702.002.01 - BARROWS RD, OR (BU#879602) 2 of 15 B+T Group Project Date 1717 S Boulder Ave,Suite 300 14:22:47 09/09/15 _ Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 kmurphy Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L3 36.000-0.000 40.000 18 30.189 36.190 0.250 1.000 A607-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area I r C I/C J It/Q w w/t in in2 in' in in in3 in' in2 in L1 22.339 12.981 780.301 7.743 11.176 69.819 1561.628 6.492 3.542 18.891 26.490 15.414 1306.382 9.195 13.253 98.575 2614.482 7.708 4.261 22.728 L2 26.110 17.362 1371.706 8.877 12.815 107.043 2745.217 8.683 4.055 18.536 31.709 21.529 2615.316 11.008 15.863 164.866 5234.074 10.767 5.111 23.364 L3 31.264 23.757 2690.365 10.628 15.336 175.426 5384.270 11.881 4.873 19.493 36.748 28.518 4653.917 12.759 18.385 253.143 9313.957 14.262 5.929 23.718 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) A,. Spacing Spacing Diagonals Horizontals ft ft2 in in in - L1 1 1 1 100.000-72.75 0 L2 1 1 1 72.750-36.000 L3 1 1 1 36.000-0.000 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Component Placement Total Number Start/End Width or Perimeter Weight Type Number Per Row Position Diameter ft in in klf **@** 2"Rigid Conduit A Surface Ar 80.000-0.000 1 1 -0.400 2.000 0.003 (E-Out Side) (CaAa) -0.350 LDF2-50A(3/8") A Surface Ar 80.000-0.000 2 2 -0.400 0.000 0.000 (E-Inside Conduit) (CaAa) -0.350 CR 50 540(1/2") A Surface Ar 80.000-0.000 1 1 -0.400 0.000 0.000 (E-Inside Conduit) (CaAa) -0.350 9248(1/4) A Surface Ar 80.000-0.000 1 1 -0.400 0.000 0.000 (E-Inside Conduit) (CaAa) -0.350 2"Rigid Conduit A Surface Ar 80.000-0.000 1 1 -0.450 2.000 0.003 (E-Out Side) (CaAa) -0.400 LDF2-50A(3/8") A Surface Ar 80.000-0.000 1 1 -0.450 0.000 0.000 (E-Inside Conduit) (CaAa) -0.400 9248(1/4) A Surface Ar 80.000-0.000 2 2 -0.450 0.000 0.000 (E-Inside Conduit) (CaAa) -0.400 ATCB-B01-001(5/16") A Surface Ar 75.000-0.000 1 1 -0.450 0.315 0.000 (E-Ground) (CaAa) -0.450 **@** Safety Line 3/8 A Surface Ar 100.000-0.000 1 1 0.490 0.375 0.000 t/ZXTOwer Job Page 78702.002.01 - BARROWS RD, OR(BU#879602) 3 of 15 B+T Group Project Date 1717 S Boulder Ave,Suite 300 14:22:47 09/09/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 kmurphy Description Sector Component Placement Total Number Start/End Width or Perimeter Weight Type Number Per Row Position Diameter ft in in klf (E) (CaAa) 0.490 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ftz/ft klf TYPE 1A(1") A No Inside Pole 100.000-0.000 3 No Ice 0.000 0.001 (E) 1/2"Ice 0.000 0.001 1"Ice 0.000 0.001 **@** **@** LDF5-50A(7/8) C No Inside Pole 86.000-0.000 12 No Ice 0.000 0.000 (E) 1/2"Ice 0.000 0.000 1"Ice 0.000 0.000 ASU9323TYP01(1-1/4) C No Inside Pole 86.000-0.000 1 No Ice 0.000 0.001 (P) 1/2"Ice 0.000 0.001 1"Ice 0.000 0.001 **@** Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft2 ft2 ft' ft2 K LI 100.000-72.750 A 0.000 0.000 3.993 0.000 0.091 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.066 L2 72.750-36.000 A 0.000 0.000 17.236 0.000 0.289 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.184 L3 36.000-0.000 A 0.000 0.000 16.884 0.000 0.283 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.180 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Section Elevation or Thickness In Face Out Face ft Leg in ft2 ft2 ft2 fie K L1 100.000-72.750 A 2.201 0.000 0.000 40.915 0.000 0.673 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.066 L2 72.750-36.000 A 2.101 0.000 0.000 170.922 0.000 2.710 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.184 L3 36.000-0.000 A 1.883 0.000 0.000 160.619 0.000 2.465 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.180 Job Page tnxTower 78702.002.01 - BARROWS RD, OR(BU#879602) 4 of 15 B+T Group Project Date 1717 S Boulder Ave,Suite 300 14:22:47 09/09/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 kmurphy Feed Line Center of Pressure Section Elevation CPX CPZ CPX CPZ Ice Ice ft in in in in LI 100.000-72.750 -0.164 0.001 -0.768 -0.102 L2 72.750-36.000 -0.540 0.132 -1.692 0.358 L3 36.000-0.000 -0.548 0.134 -1.866 0.395 Shielding Factor Ka Tower Feed Line Description Feed Line K K, Section Record No. Segment Elev. No Ice Ice L 1 9 2"Rigid Conduit 72.75-80.00 1.0000 1.0000 LI 10 LDF2-50A(3/8") 72.75-80.00 1.0000 1.0000 L1 11 CR 50 540(1/2") 72.75-80.00 1.0000 1.0000 LI 12 9248(1/4) 72.75-80.00 1.0000 1.0000 - L 1 13 2"Rigid Conduit 72.75-80.00 1.0000 1.0000 LI 14 LDF2-50A(3/8") 72.75-80.00 1.0000 1.0000 L1 15 9248(1/4) 72.75-80.00 1.0000 1.0000 LI 17 ATCB-B01-001(5/16") 72.75-75.00 1.0000 1.0000 Ll 19 Safety Line 3/8 72.75-100.00 1.0000 1.0000 L2 9 2"Rigid Conduit 36.00-72.75 1.0000 1.0000 L2 10 LDF2-50A(3/8") 36.00-72.75 1.0000 1.0000 L2 I1 CR 50 540(1/2") 36.00-72.75 1.0000 1.0000 L2 12 9248(1/4) 36.00-72.75 1.0000 1.0000 L2 13 2"Rigid Conduit 36.00-72.75 1.0000 1.0000 L2 14 LDF2-50A(3/8") 36.00-72.75 1.0000 1.0000 L2 15 9248(1/4) 36.00-72.75 1.0000 1.0000 L2 17 ATCB-B01-001(5/16") 36.00-72.75 1.0000 1.0000 L2 19 Safety Line 3/8 36.00-72.75 1.0000 1.0000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft fr2 ft' K ft ft Lightning Rod 5/8"x 3' C None 0.000 103.500 No Ice 0.188 0.188 0.025 (E) 1/2"Ice 0.480 0.480 0.027 1"Ice 0.669 0.669 0.031 Top Hat C None 0.000 101.000 No Ice 3.000 3.000 0.081 (E) 1/2"Ice 3.480 3.480 0.111 1"Ice 3.960 3.960 0.141 r+@** P65-16-XLPP-RR A From Leg 4.000 0.000 100.000 No Ice 8.400 4.700 0.049 (E) 0.000 1/2"Ice 8.949 5.147 0.096 Page tnxTower Job Pa 78702.002.01 - BARROWS RD, OR(BU#879602) g 5 of 15 B+T Group Project Date • 1717 S Boulder Ave,Suite 300 14:22:47 09/09/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 kmurphy Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ° ft ft2 ft' K f1 ft 4.000 1"Ice 9.506 5.602 0.150 P65-16-XLPP-RR B From Leg 4.000 0.000 100.000 No Ice 8.400 4.700 0.049 (E) 0.000 1/2"Ice 8.949 5.147 0.096 4.000 1"Ice 9.506 5.602 0.150 P65-16-XLPP-RR C From Leg 4.000 0.000 100.000 No Ice 8.400 4.700 0.049 (E) 0.000 1/2"Ice 8.949 5.147 0.096 4.000 1"Ice 9.506 5.602 0.150 ET-X-WM-18-65-8P A From Leg 4.000 0.000 100.000 No Ice 7.117 2.986 0.036 (E) 0.000 1/2"Ice 7.594 3.362 0.073 4.000 1"Ice 8.080 3.744 0.114 ET-X-WM-18-65-8P B From Leg 4.000 0.000 100.000 No Ice 7.117 2.986 0.036 (E) 0.000 1/2"Ice 7.594 3.362 0.073 4.000 1"Ice 8.080 3.744 0.114 ET-X-WM-18-65-8P C From Leg 4.000 0.000 100.000 No Ice 7.117 2.986 0.036 (E) 0.000 1/2"Ice 7.594 3.362 0.073 4.000 1"Ice 8.080 3.744 0.114 RRH-P4 A From Leg 4.000 0.000 100.000 No Ice 3.191 2.075 0.060 (E) 0.000 1/2"Ice 3.439 2.292 0.083 0.000 1"Ice 3.696 2.517 0.109 RRH-P4 B From Leg 4.000 0.000 100.000 No Ice 3.191 2.075 0.060 _ (E) 0.000 1/2"Ice 3.439 2.292 0.083 0.000 1"Ice 3.696 2.517 0.109 RRH-P4 C From Leg 4.000 0.000 100.000 No Ice 3.191 2.075 0.060 (E) 0.000 1/2"Ice 3.439 2.292 0.083 0.000 1"Ice 3.696 2.517 0.109 RRH-C2C w/EXT FILTER A From Leg 4.000 0.000 100.000 No Ice 3.087 5.542 0.052 (E) 0.000 1/2"Ice 3.346 5.859 0.090 0.000 1"Ice 3.613 6.185 0.132 RRH-C2C w/EXT FILTER B From Leg 4.000 0.000 100.000 No Ice 3.087 5.542 0.052 (E) 0.000 1/2"Ice 3.346 5.859 0.090 0.000 1"Ice 3.613 6.185 0.132 RRH-C2C w/EXT FILTER C From Leg 4.000 0.000 100.000 No Ice 3.087 5.542 0.052 (E) 0.000 1/2"Ice 3.346 5.859 0.090 0.000 1"Ice 3.613 6.185 0.132 POWER JUNCTION A From Leg 4.000 0.000 100.000 No Ice 0.426 0.426 0.003 CYLINDER 0.000 1/2"Ice 0.528 0.528 0.007 (E) 0.000 1"Ice 0.638 0.638 0.013 POWER JUNCTION B From Leg 4.000 0.000 100.000 No Ice 0.426 0.426 0.003 CYLINDER 0.000 1/2"Ice 0.528 0.528 0.007 (E) 0.000 1"Ice 0.638 0.638 0.013 POWER JUNCTION C From Leg 4.000 0.000 100.000 No Ice 0.426 0.426 0.003 CYLINDER 0.000 1/2"Ice 0.528 0.528 0.007 (E) 0.000 1"Ice 0.638 0.638 0.013 2.5GHz RRH-V3 A From Leg 4.000 0.000 100.000 No Ice 2.803 1.424 0.060 (E) 0.000 1/2"Ice 3.028 1.590 0.081 0.000 1"Ice 3.262 1.765 0.105 2.5GHz RRH-V3 B From Leg 4.000 0.000 100.000 No Ice 2.803 1.424 0.060 (E) 0.000 1/2"Ice 3.028 1.590 0.081 0.000 1"Ice 3.262 1.765 0.105 2.5GHz RRH-V3 C From Leg 4.000 0.000 100.000 No Ice 2.803 1.424 0.060 (E) 0.000 1/2"Ice 3.028 1.590 0.081 - 0.000 1"Ice 3.262 1.765 0.105 OPTIC FIBER JUNCTION A From Leg 4.000 0.000 100.000 No Ice 0.447 0.447 0.002 CYLINDER 0.000 1/2"Ice 0.552 0.552 0.006 (E) 0.000 1"Ice 0.666 0.666 0.012 - OPTIC FIBER JUNCTION B From Leg 4.000 0.000 100.000 No Ice 0.447 0.447 0.002 CYLINDER 0.000 1/2"Ice 0.552 0.552 0.006 Pa tnxTower 78702.002.01 - BARROWS RD, OR(BU#879602) Page 6 of 15 B+T Group Project Date 1717 S Boulder Ave,Suite 300 14:22:47 09/09/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.:(918)295-0265 kmurphy Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft (E) 0.000 1"Ice 0.666 0.666 0.012 OPTIC FIBER JUNCTION C From Leg 4.000 0.000 100.000 No Ice 0.447 0.447 0.002 CYLINDER 0.000 1/2"Ice 0.552 0.552 0.006 (E) 0.000 1"Ice 0.666 0.666 0.012 Miscellaneous[NA 509-1] C None 0.000 100.000 No Ice 11.840 11.840 0.275 (E) 1/2"Ice 16.960 16.960 0.296 I"Ice 22.080 22.080 0.317 Miscellaneous[NA 510-3] C None 0.000 100.000 No Ice 19.700 19.700 0.519 (E) 1/2"Ice 28.200 28.200 0.722 1"Ice 36.700 36.700 0.924 Platform Mount[LP 714-1] C None 0.000 100.000 No Ice 37.470 37.470 1.600 (E) 1/2"Ice 44.230 44.230 2.040 1"Ice 50.990 50.990 2.480 **@ss **@ss (2)TMBXX-6516-A2M w/ A From Leg 4.000 0.000 86.000 No Ice 6.176 4.525 0.054 Mount Pipe 0.000 1/2"Ice 6.655 5.205 0.103 (E) 0.000 1"Ice 7.137 5.899 0.158 (2)TMBXX-6516-A2M w/ B From Leg 4.000 0.000 86.000 No Ice 6.176 4.525 0.054 Mount Pipe 0.000 1/2"Ice 6.655 5.205 0.103 (E) 0.000 1"Ice 7.137 5.899 0.158 (2)TMBXX-6516-A2M w/ C From Leg 4.000 0.000 86.000 No Ice 6.176 4.525 0.054 Mount Pipe 0.000 1/2"Ice 6.655 5.205 0.103 (E) 0.000 1"Ice 7.137 5.899 0.158 FRIG A From Leg 4.000 0.000 86.000 No Ice 2.797 1.096 0.048 (E) 0.000 1/2"Ice 3.023 1.261 0.065 0.000 1"Ice 3.257 1.435 0.085 FRIG B From Leg 4.000 0.000 86.000 No Ice 2.797 1.096 0.048 (E) 0.000 1/2"Ice 3.023 1.261 0.065 0.000 1"Ice 3.257 1.435 0.085 FRIG C From Leg 4.000 0.000 86.000 No Ice 2.797 1.096 0.048 (E) 0.000 1/2"Ice 3.023 1.261 0.065 0.000 1"Ice 3.257 1.435 0.085 FXFB A From Leg 4.000 0.000 86.000 No Ice 4.128 1.123 0.050 (E) 0.000 1/2"Ice 4.400 1.304 0.072 0.000 1"Ice 4.681 1.493 0.098 FXFB B From Leg 4.000 0.000 86.000 No Ice 4.128 1.123 0.050 (E) 0.000 1/2"Ice 4.400 1.304 0.072 0.000 1"Ice 4.681 1.493 0.098 ETW200VS12UB A From Leg 4.000 0.000 86.000 No Ice 0.184 0.472 0.011 (E) 0.000 1/2"Ice 0.248 0.567 0.015 4.000 1"Ice 0.322 0.670 0.019 ETW200VS12UB B From Leg 4.000 0.000 86.000 No Ice 0.184 0.472 0.011 (E) 0.000 1/2"Ice 0.248 0.567 0.015 4.000 1"Ice 0.322 0.670 0.019 ETW200VS12UB C From Leg 4.000 0.000 86.000 No Ice 0.184 0.472 0.011 (E) 0.000 1/2"Ice 0.248 0.567 0.015 4.000 1"Ice 0.322 0.670 0.019 SBNH-1D65C w/Mount Pipe A From Leg 4.000 0.000 86.000 No Ice 11.683 9.842 0.083 (P) 0.000 1/2"Ice 12.404 11.366 0.172 0.000 1"Ice 13.135 12.914 0.272 - SBNH-1D65C w/Mount Pipe B From Leg 4.000 0.000 86.000 No Ice 11.683 9.842 0.083 (P) 0.000 1/2"Ice 12.404 11.366 0.172 0.000 1"Ice 13.135 12.914 0.272 SBNH-1D65C w/Mount Pipe C From Leg 4.000 0.000 86.000 No Ice 11.683 9.842 0.083 - (P) 0.000 1/2"Ice 12.404 11.366 0.172 0.000 1"Ice 13.135 12.914 0.272 Job Page tnxTawer 78702.002.01 - BARROWS RD, OR(BU#879602) 7 of 15 B+T Group Project Date 1717 S Boulder Ave,Suite 300 14:22:47 09/09/15 + Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 kmurphy Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft 5'x 2"Pipe Mount A From Leg 4.000 0.000 86.000 No Ice 1.000 1.000 0.029 (E) 0.000 1/2"Ice 1.393 1.393 0.037 0.000 1"Ice 1.703 1.703 0.048 5'x 2"Pipe Mount B From Leg 4.000 0.000 86.000 No Ice 1.000 1.000 0.029 (E) 0.000 1/2"Ice 1.393 1.393 0.037 0.000 1"Ice 1.703 1.703 0.048 5'x 2"Pipe Mount C From Leg 4.000 0.000 86.000 No Ice 1.000 1.000 0.029 (E) 0.000 1/2"Ice 1.393 1.393 0.037 0.000 1"Ice 1.703 1.703 0.048 T-Arm Mount[TA 602-3] C None 0.000 86.000 No Ice 11.590 11.590 0.774 (E) 1/2"Ice 15.440 15.440 0.990 1"Ice 19.290 19.290 1.206 **@** 800 10504 w/Mount Pipe A From Leg 2.000 0.000 80.000 No Ice 3.589 3.178 0.038 (E) 0.000 1/2"Ice 4.007 3.905 0.070 -2.000 1"Ice 4.422 4.581 0.109 800 10504 w/Mount Pipe A From Leg 2.000 0.000 80.000 No Ice 3.589 3.178 0.038 (E) 0.000 1/2"Ice 4.007 3.905 0.070 -1.000 1"Ice 4.422 4.581 0.109 800 10504 w/Mount Pipe C From Leg 2.000 0.000 80.000 No Ice 3.589 3.178 0.038 (E) 0.000 1/2"Ice 4.007 3.905 0.070 -1.000 1"Ice 4.422 4.581 0.109 TYPE IV BTS A From Leg 2.000 0.000 80.000 No Ice 3.033 2.275 0.045 (E-Per Photo) 0.000 1/2"Ice 3.284 2.506 0.068 3.000 1"Ice 3.543 2.746 0.094 TYPE IV BTS B From Leg 2.000 0.000 80.000 No Ice 3.033 2.275 0.045 (E-Per Photo) 0.000 1/2"Ice 3.284 2.506 0.068 3.000 1"Ice 3.543 2.746 0.094 TYPE IV BTS C From Leg 2.000 0.000 80.000 No Ice 3.033 2.275 0.045 (E-Per Photo) 0.000 1/2"Ice 3.284 2.506 0.068 3.000 1"Ice 3.543 2.746 0.094 Pipe Mount[PM 601-3] C None 0.000 80.000 No Ice 4.390 4.390 0.195 (E) 1/2"Ice 5.480 5.480 0.237 1"Ice 6.570 6.570 0.280 **@** Pipe Mount[PM 602-3] C None 0.000 78.000 No Ice 7.680 7.680 0.279 (Empty Mount) 1/2"Ice 9.500 9.500 0.353 1"Ice 11.320 11.320 0.427 **@** 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 ft2 K Radiowaves HP3-11 A Paraboloid From 2.000 40.000 80.000 3.167 No Ice 7.876 0.050 (E) w/Shroud(HP) Leg 0.000 1/2"Ice 8.296 0.093 - 3.000 1"Ice 8.716 0.135 **@** Ln.X l ewer Job Page 78702.002.01 - BARROWS RD, OR (BU#879602) 8 of 15 B+T Group Project Date 1717 S Boulder Ave,Suite 300 14:22:47 09/09/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 kmurphy Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind O deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+1.6 Wind 120 deg-No Ice 12 1.2 Dead+1.6 Wind 150 deg-No Ice 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind 180 deg-No Ice 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service Job e g Pa tnxTower78702.002.01 - BARROWS RD, OR(BU#879602) 9 of 15 B+T Group Project Date 1717 S Boulder Ave,Suite 300 14:22:47 09/09/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 kmurphy Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft lap ft L1 100-72.75 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -23.390 0.404 2.496 Max.Mx 20 -7.165 228.156 -0.818 Max.My 2 -7.155 -0.792 229.241 Max.Vy 20 -13.385 228.156 -0.818 Max.Vx 14 13.513 0.832 -228.721 Max.Torque 20 -1.582 L2 72.75-36 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -32.263 3.349 2.142 Max.Mx 20 -11.149 750.838 -7.769 Max.My 14 -11.135 6.680 -755.828 Max.Vy 20 -15.572 750.838 -7.769 Max.Vx 14 15.701 6.680 -755.828 Max.Torque 20 -1.581 L3 36-0 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -43.550 6.861 1.468 Max.Mx 20 -17.239 1413.768 -15.447 Max.My 14 -17.238 13.094 -1423.551 Max.Vy 20 -17.412 1413.768 -15.447 Max.Vx 14 17.536 13.094 -1423.551 Max.Torque 20 -1.571 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 38 43.550 1.289 2.248 Max.Hz 20 17.264 17.387 -0.185 Max.Hi 2 17.264 -0.109 17.439 Max.Mx 2 1418.049 -0.109 17.439 Max.M, 8 1408.243 -17.337 0.121 Max.Torsion 9 1.545 -17.337 0.121 Min.Vert 19 12.948 15.084 -8.831 Min.H. 8 17.264 -17.337 0.121 Min.Hz 14 17.264 0.146 -17.511 Min.Mx 14 -1423.551 0.146 -17.511 Min.M, 20 -1413.768 17.387 -0.185 Min.Torsion 20 -1.567 17.387 -0.185 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M, Moment,M, K K K kip ft kip ft kip ft Dead Only 14.386 0.000 0.000 -0.273 0.513 0.000 1.2 Dead+1.6 Wind 0 deg-No 17.264 0.109 -17.439 -1418.049 -8.644 -0.473 Ice - 0.9 Dead+1.6 Wind 0 deg-No 12.948 0.109 -17.439 -1402.298 -8.707 -0.476 Ice tnxTower Job Page 78702.002.01 - BARROWS RD, OR(BU#879602) 10 of 15 B+T Group Project Date 1717 S Boulder Ave,Suite 300 14:22:47 09/09/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 kmurphy Load Vertical Shear, Shear Overturning Overturning Torque Combination Moment,M Moment,M K K K kip ft kip ft lap ft 1.2 Dead+1.6 Wind 30 deg-No 17.264 8.693 -15.110 -1228.660 -705.776 -0.968 Ice 0.9 Dead+1.6 Wind 30 deg-No 12.948 8.693 -15.110 -1214.998 -698.133 -0.971 Ice 1.2 Dead+1.6 Wind 60 deg-No 17.264 15.013 -8.761 -712.676 -1219.255 -1.408 Ice 0.9 Dead+1.6 Wind 60 deg-No 12.948 15.013 -8.761 -704.717 -1205.937 -1.410 Ice 1.2 Dead+1.6 Wind 90 deg-No 17.264 17.337 -0.121 -10.652 -1408.243 -1.545 Ice 0.9 Dead+1.6 Wind 90 deg-No 12.948 17.337 -0.121 -10.452 -1392.837 -1.545 Ice 1.2 Dead+1.6 Wind 120 deg- 17.264 15.034 8.646 702.291 -1221.217 -1.320 No Ice 0.9 Dead+1.6 Wind 120 deg- 12.948 15.034 8.646 694.617 -1207.879 -1.318 No Ice 1.2 Dead+1.6 Wind 150 deg- 17.264 8.680 15.393 1242.821 -699.338 -0.175 No Ice 0.9 Dead+1.6 Wind 150 deg- 12.948 8.680 15.393 1229.224 -691.786 -0.172 No Ice 1.2 Dead+1.6 Wind 180 deg- 17.264 -0.146 17.511 1423.551 13.094 0.712 No Ice 0.9 Dead+1.6 Wind 180 deg- 12.948 -0.146 17.511 1407.918 12.801 0.716 No Ice 1.2 Dead+1.6 Wind 210 deg- 17.264 -8.754 15.182 1234.169 712.242 1.208 No Ice 0.9 Dead+1.6 Wind 210 deg- 12.948 -8.754 15.182 1220.628 704.224 1.211 No Ice 1.2 Dead+1.6 Wind 240 deg- 17.264 -15.084 8.831 717.946 1226.582 1.528 No Ice 0.9 Dead+1.6 Wind 240 deg- 12.948 -15.084 8.831 710.107 1212.880 1.530 No Ice 1.2 Dead+1.6 Wind 270 deg- 17.264 -17.387 0.185 15.447 1413.768 1.567 No Ice 0.9 Dead+1.6 Wind 270 deg- 12.948 -17.387 0.185 15.370 1397.994 1.567 No Ice 1.2 Dead+1.6 Wind 300 deg- 17.264 -15.012 -8.660 -704.246 1220.651 1.209 No Ice 0.9 Dead+1.6 Wind 300 deg- 12.948 -15.012 -8.660 -696.375 1207.007 1.207 No Ice 1.2 Dead+1.6 Wind 330 deg- 17.264 -8.726 -15.369 -1241.482 704.508 0.397 No Ice 0.9 Dead+1.6 Wind 330 deg- 12.948 -8.726 -15.369 -1227.719 696.589 0.394 No Ice 1.2 Dead+1.0 Ice+1.0 Temp 43.550 -0.000 -0.000 -1.468 6.861 0.000 1.2 Dead+1.0 Wind 0 deg+1.0 43.550 0.008 -2.457 -201.212 6.164 -0.042 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 43.550 1.080 -1.872 -163.790 -86.742 -0.097 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 43.550 1.868 -1.083 -95.415 -155.048 -0.142 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 43.550 2.158 -0.009 -2.290 -180.170 -0.155 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 43.550 1.871 1.076 91.762 -155.300 -0.130 deg+1.0Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 43.550 1.286 2.250 176.788 -94.738 -0.025 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 43.550 -0.011 2.463 198.804 7.892 0.063 deg+1.0 Ice+1.0 Temp - 1.2 Dead+1.0 Wind 210 43.550 -1.085 1.878 161.382 100.976 0.116 deg+1.0 Ice+1.0 Temp Page tnxTower Job Pa 78702.002.01 - BARROWS RD, OR(BU#879602) g 11 of 15 B+T Group Project Date 1717 S Boulder Ave,Suite 300 14:22:47 09/09/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 kmurphy Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M Moment,M K K K kip-ft kip ft kip ft 1.2 Dead+1.0 Wind 240 43.550 -1.874 1.089 92.985 169.357 0.151 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 43.550 -2.162 0.014 -0.183 194.320 0.156 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 43.550 -1.869 -1.077 -94.821 168.918 0.122 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 43.550 -1.289 -2.248 -179.560 108.856 0.044 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 14.386 0.025 -4.059 -328.577 -1.621 -0.111 Dead+Wind 30 deg-Service 14.386 2.023 -3.517 -284.721 -163.048 -0.229 Dead+Wind 60 deg-Service 14.386 3.494 -2.039 -165.239 -281.945 -0.333 Dead+Wind 90 deg-Service 14.386 4.035 -0.028 -2.682 -325.702 -0.366 Dead+Wind 120 deg-Service 14.386 3.499 2.012 162.403 -282.399 -0.311 Dead+Wind 150 deg-Service 14.386 2.020 3.583 287.581 -161.563 -0.039 Dead+Wind 180 deg-Service 14.386 -0.034 4.076 329.430 3.413 0.170 Dead+Wind 210 deg-Service 14.386 -2.038 3.534 285.576 165.312 0.286 Dead+Wind 240 deg-Service 14.386 -3.511 2.055 166.034 284.411 0.360 Dead+Wind 270 deg-Service 14.386 -4.047 0.043 3.362 327.746 0.369 Dead+Wind 300 deg-Service 14.386 -3.494 -2.016 -163.285 283.024 0.285 Dead+Wind 330 deg-Service 14.386 -2.031 -3.577 -287.698 163.519 0.094 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 0.000 -14.386 0.000 0.000 14.386 0.000 0.000% 2 0.109 -17.264 -17.439 -0.109 17.264 17.439 0.000% 3 0.109 -12.948 -17.439 -0.109 12.948 17.439 0.000% 4 8.693 -17.264 -15.110 -8.693 17.264 15.110 0.000% 5 8.693 -12.948 -15.110 -8.693 12.948 15.110 0.000% 6 15.013 -17.264 -8.761 -15.013 17.264 8.761 0.000% 0 7 15.013 -12.948 -8.761 -15.013 12.948 8.761 0.000% 8 17.337 -17.264 -0.121 -17.337 17.264 0.121 0.000% 9 17.337 -12.948 -0.121 -17.337 12.948 0.121 0.000% 10 15.034 -17.264 8.646 -15.034 17.264 -8.646 0.000% 11 15.034 -12.948 8.646 -15.034 12.948 -8.646 0.000% 12 8.680 -17.264 15.393 -8.680 17.264 -15.393 0.000% 13 8.680 -12.948 15.393 -8.680 12.948 -15.393 0.000% 14 -0.146 -17.264 17.511 0.146 17.264 -17.511 0.000% 15 -0.146 -12.948 17.511 0.146 12.948 -17.511 0.000% 16 -8.754 -17.264 15.182 8.754 17.264 -15.182 0.000% 17 -8.754 -12.948 15.182 8.754 12.948 -15.182 0.000% 18 -15.084 -17.264 8.831 15.084 17.264 -8.831 0.000% 19 -15.084 -12.948 8.831 15.084 12.948 -8.831 0.000% 20 -17.387 -17.264 0.185 17.387 17.264 -0.185 0.000% 21 -17.387 -12.948 0.185 17.387 12.948 -0.185 0.000% 22 -15.012 -17.264 -8.660 15.012 17.264 8.660 0.000% 23 -15.012 -12.948 -8.660 15.012 12.948 8.660 0.000% 24 -8.726 -17.264 -15.369 8.726 17.264 15.369 0.000% 25 -8.726 -12.948 -15.369 8.726 12.948 15.369 0.000% 26 0.000 -43.550 0.000 0.000 43.550 0.000 0.000% 27 0.008 -43.550 -2.457 -0.008 43.550 2.457 0.000% 28 1.080 -43.550 -1.872 -1.080 43.550 1.872 0.000% I 29 1.868 -43.550 -1.083 -1.868 43.550 1.083 0.000% 30 2.158 -43.550 -0.009 -2.158 43.550 0.009 0.000% 31 1.871 -43.550 1.076 -1.871 43.550 -1.076 0.000% 32 1.286 -43.550 2.250 -1.286 43.550 -2.250 0.000% Job Page tnxTower 78702.002.01 - BARROWS RD, OR(BU#879602) 12 of 15 B+T Group Project Date 1717 S Boulder Ave,Suite 300 14:22:47 09/09/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 kmurphy Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 33 -0.011 -43.550 2.462 0.011 43.550 -2.463 0.000% 34 -1.085 -43.550 1.878 1.085 43.550 -1.878 0.000% 35 -1.874 -43.550 1.089 1.874 43.550 -1.089 0.000% 36 -2.162 -43.550 0.014 2.162 43.550 -0.014 0.000% 37 -1.869 -43.550 -1.077 1.869 43.550 1.077 0.000% 38 -1.289 -43.550 -2.248 1.289 43.550 2.248 0.000% 39 0.025 -14.386 -4.059 -0.025 14.386 4.059 0.000% 40 2.023 -14.386 -3.517 -2.023 14.386 3.517 0.000% 41 3.494 -14.386 -2.039 -3.494 14.386 2.039 0.000% 42 4.035 -14.386 -0.028 -4.035 14.386 0.028 0.000% 43 3.499 -14.386 2.012 -3.499 14.386 -2.012 0.000% 44 2.020 -14.386 3.583 -2.020 14.386 -3.583 0.000% 45 -0.034 -14.386 4.076 0.034 14.386 -4.076 0.000% 46 -2.038 -14.386 3.534 2.038 14.386 -3.534 0.000% 47 -3.511 -14.386 2.055 3.511 14.386 -2.055 0.000% 48 -4.047 -14.386 0.043 4.047 14.386 -0.043 0.000% 49 -3.494 -14.386 -2.016 3.494 14.386 2.016 0.000% 50 -2.031 -14.386 -3.577 2.031 14.386 3.577 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00066334 3 Yes 4 0.00000001 0.00029781 4 Yes 6 0.00000001 0.00011781 5 Yes 6 0.00000001 0.00003253 6 Yes 6 0.00000001 0.00012778 7 Yes 6 0.00000001 0.00003588 8 Yes 5 0.00000001 0.00026848 9 Yes 5 0.00000001 0.00011378 10 Yes 6 0.00000001 0.00011565 11 Yes 6 0.00000001 0.00003197 12 Yes 6 0.00000001 0.00012171 13 Yes 6 0.00000001 0.00003391 14 Yes 5 0.00000001 0.00016175 15 Yes 5 0.00000001 0.00006811 16 Yes 6 0.00000001 0.00012745 17 Yes 6 0.00000001 0.00003564 18 Yes 6 0.00000001 0.00011664 19 Yes 6 0.00000001 0.00003199 20 Yes 5 0.00000001 0.00014108 21 Yes 5 0.00000001 0.00006078 22 Yes 6 0.00000001 0.00012637 23 Yes 6 0.00000001 0.00003552 24 Yes 6 0.00000001 0.00011977 25 Yes 6 0.00000001 0.00003317 26 Yes 4 0.00000001 0.00011596 27 Yes 5 0.00000001 0.00046410 28 Yes 5 0.00000001 0.00051162 ' 29 Yes 5 0.00000001 0.00051577 30 Yes 5 0.00000001 0.00042467 31 Yes 5 0.00000001 0.00048895 32 Yes 5 0.00000001 0.00052859 33 Yes 5 0.00000001 0.00044832 Job Page tnxTower 78702.002.01 - BARROWS RD, OR (BU#879602) 13 of 15 B+T Group Project Date 1717 S Boulder Ave,Suite 300 14:22:47 09/09/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 kmurphy 34 Yes 5 0.00000001 0.00052871 35 Yes 5 0.00000001 0.00052397 36 Yes 5 0.00000001 0.00045356 37 Yes 5 0.00000001 0.00054742 38 Yes 5 0.00000001 0.00058245 39 Yes 4 0.00000001 0.00010703 40 Yes 5 0.00000001 0.00005087 41 Yes 5 0.00000001 0.00006331 42 Yes 4 0.00000001 0.00038481 43 Yes 5 0.00000001 0.00004853 44 Yes 5 0.00000001 0.00005530 45 Yes 4 0.00000001 0.00019922 46 Yes 5 0.00000001 0.00006264 47 Yes 5 0.00000001 0.00004991 48 Yes 4 0.00000001 0.00034044 49 Yes 5 0.00000001 0.00006167 50 Yes 5 0.00000001 0.00005335 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 100-72.75 18.639 50 1.482 0.005 L2 76-36 11.456 50 1.331 0.004 L3 40-0 3.336 50 0.753 0.001 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ° ft 103.500 Lighming Rod 5/8"x 3' 50 18.639 1.482 0.005 26608 101.000 Top Hat 50 18.639 1.482 0.005 26608 100.000 P65-16-XLPP-RR 50 18.639 1.482 0.005 26608 86.000 (2)TMBXX-6516-A2M w/Mount 50 14.369 1.412 0.004 9502 Pipe 83.000 Radiowaves HP3-11 50 13.478 1.392 0.004 7825 80.000 800 10504 w/Mount Pipe 50 12.601 1.368 0.004 6652 78.000 Pipe Mount[PM 602-3] 50 12.024 1.350 0.004 6052 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 100-72.75 80.313 14 6.399 0.019 L2 76-36 49.383 16 5.749 0.017 I L3 40-0 14.391 24 3.250 0.006 1 Job Page tnxTower 78702.002.01 - BARROWS RD, OR(BU#879602) 14 of 15 B+T Group Project Date 1717 S Boulder Ave,Suite 300 14:22:47 09/09/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 kmurphy Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 103.500 Lightning Rod 5/8"x 3' 14 80.313 6.399 0.020 6334 101.000 Top Hat 14 80.313 6.399 0.020 6334 100.000 P65-16-XLPP-RR 14 80.313 6.399 0.020 6334 86.000 (2)TMBXX-6516-A2M w/Mount 14 61.925 6.098 0.019 2260 Pipe 83.000 Radiowaves HP3-11 16 58.088 6.010 0.018 1860 80.000 800 10504 w/Mount Pipe 16 54.310 5.909 0.018 1581 78.000 Pipe Mount[PM 602-3] 16 51.830 5.833 0.017 1437 Compression Checks Pole Design Data Section Elevation Size L L. Kl/r A P. 4,P„ Ratio No. P. - ft ft ft in' K K 4)p- L1 100-72.75(1) TP26.088x22x0.188 27.250 0.000 0.0 15.124 -7.155 1023.680 0.007 L2 72.75-36(2) TP3I.227x25.225x0.219 40.000 0.000 0.0 21.113 -11.134 1415.380 0.008 L3 36-0(3) TP36.19x30.189x0.25 40.000 0.000 0.0 28.518 -17.238 1886.610 0.009 4.8.2(1.03 CR)-3 Pole Bending Design Data Section Elevation Size M d1M„x Ratio M, dlM,,. Ratio No. M,, M., ft kip-ft kip-ft 4M,,. kip-ft kip-ft 4M, L1 100-72.75(I) TP26.088x22x0.188 229.242 535.202 0.428 0.000 535.202 0.000 L2 72.75-36(2) TP31.227x25.225x0.219 756.459 885.608 0.854 0.000 885.608 0.000 j L3 36-0(3) TP36.19x30.189x0.25 1427.450 1395.533 1.023 0.000 1395.533 0.000 Pole Shear Design Data Section Elevation Size Actual 4)1/. Ratio Actual 4)T„ Ratio No. V V T T ft K K •y kip ft kip ft 4)T LI 100-72.75(1) TP26.088x22x0.188 13.440 511.839 0.026 0.477 1071.717 0.000 L2 72.75-36(2) TP3I.227x25.225x0.219 15.716 707.690 0.022 1.212 1773.383 0.001 • L3 36-0(3) TP36.19x30.189x0.25 17.698 943.303 0.019 0.397 2794.483 0.000 Job Page tnXTower 78702.002.01 - BARROWS RD, OR(BU#879602) 15 of 15 B+T Group Project Date 1717 S Boulder Ave,Suite 300 14:22:47 09/09/15 Tulsa,OK 74119 Client Phone:(918)587-4630 Designed by FAX:(918)295-0265 Crown Castle kmurphy Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M. M, V T Stress Stress ft OP” 9M,,, 9May 4V 4T Ratio Ratio L1 100-72.75(1) 0.007 0.428 0.000 0.026 0.000 0.436 1.000 4.8.2 V Y J L2 72.75-36(2) 0.008 0.854 0.000 0.022 0.001 0.863 1.000 482 v V L3 36-0(3) 0.009 1.023 0.000 0.019 0.000 1.032 1.000 4.8.2 Section Capacity Table Section Elevation Component Size Critical P ePao„, % Pass No. ft Type Element K K Capacity Fail L1 100-72.75 Pole TP26.088x22x0.1 88 1 -7.155 1023.680 43.6 Pass L2 72.75-36 Pole TP31.227x25.225x0.219 2 -11.134 1415.380 86.3 Pass L3 36-0 Pole TP36.19x30.189x0.25 3 -17.238 1886.610 103.2 Pass Summary Pole(L3) 103.2 Pass RATING= 103.2 Pass Program Version 6.1.4.1 (INSTALLED) / -, \-, (3) 1" TO 100 FT LEVEL 7N / � �� /. / / N \ (INSTALLED) / / \ \ (1) 5/16" GROUND TO 75 FT BUSSBAR / / \ \ (INSTALLED-IN CONDUIT) 1 � \ \ (3) 1/4" TO 80 FT LEVEL 0' I (3) 3/8" TO 80 FT LEVEL I I 03 (1) 1/2" TO 80 FT LEVEL ® I \ 01 I I \ \ / i \ \ / / (PROPOSED) (1) 1-1/4" TO 86 FT LEVEL \ \ / \ N. 7 \ --- / (ABANDONED-TO BE REMOVED) _ / (6) 7/8" TO 86 FT LEVEL ., (INSTALLED-TO BE REMOVED) ` ..--- - - (1) 1" TO 87 FT LEVEL `it - - (INSTALLED)(12) 7/8 TO 86 FT LEVEL BUSINESS UNIT: 879602 Assumptions: 1) Rod groups at corners. Total#rods divisible by 4. Maximum total#of rods=48(12 per Corner). 2) Rod Spacing=Straight Center-to-Center distance between any(2)adjacent rods(same corner) 3)Clear space between bottom of leveling nut and top of concrete not exceeding(1)*(Rod Diameter) Site Data Base Reactions BU#: 879602 TIA Revision: G Site Name: BARROWS RD, OR Factored Moment, Mu: 1427 ft-kips App#: 308750 Rev#0 Factored Axial, Pu: 17 kips - Anchor Rod Data Factored Shear, Vu: 18 kips Eta Factor, q 0.5 TIA G(Fig.4-4) Qty: 8 Diam: 2.25 in Anchor Rod Results Rod Material: A615-J TIA G --> Max Rod (Cu+Vu/q): 210.5 Kips Yield, Fy: 75 ksi Axial Design Strength, cD*Fu*Anet: 260.0 Kips Strength, Fu: 100 ksi Anchor Rod Stress Ratio: 81.0% Bolt Circle: 42 in Anchor Spacing: 6 in Plate Data Base Plate Results Flexural Check PL Ref. W=Side: 41 in Base Plate Stress: 39.8 ksi Yield LinE Thick: 2.25 in PL Design Bending Strength, *Fy: 49.5 ksi 21: Grade: 55 ksi Base Plate Stress Ratio: 80.4% ' Max PL L Clip Distance: 12 in 21.' N/A- Unstiffened Stiffener Data (Welding at both sides) Stiffener Results Configuration: Unstiffened Horizontal Weld : N/A Weld Type: ** Vertical Weld: N/A Groove Depth: <-- Disregard Plate Flex+Shear,fb/Fb+(fv/Fv)^2: N/A - Groove Angle: <-- Disregard Plate Tension+Shear,ft/Ft+(fv/Fv)^2: N/A Fillet H. Weld: in Plate Comp. (AISC Bracket): N/A Fillet V. Weld: in Pole Results Width: in Pole Punching Shear Check: N/A Height: in Thick: in Mox PL Length Notch: in Yield Line Grade: ksi # Anchors 5t5t at corner= t= BASE PL Weld Str.: ksi Qty/4 THICKNESS CL Anchor, Typ. / �' STIFFENED CONFIGURATION ASSUMED IN TOOL Ci'� �•j B.C. Pole Data , �� _ I' Diam: 36.19 in I 1 / Input Cleor Soo Thick: 0.25 in c�%� at B.C. for Sin Grade: 65 ksi Anchor Case #of Sides: 18 ^o°IF Round rsQ �• o -9,5 Pole w/ F DAM = D / Anchor Spacing Same As Stiffener Spacing, ill Except for Signle Corner Anchor (Input Clear Space) *"Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes 1 CCI Foundation Tool Suite-Monopole Pier CCIFTS 1.2.108.14286-Phase 1-2 Date: 9/9/2015 BU: 879602 Site Name: BARROWS RD,OR CROWN + App Number: 308750 Rev f10 Work Order: 1115946 a:CASTLE Monopole Drilled Pier Input a"C.C. Criteria TIA Revision: G ACI 318 Revision: 2008 Seismic Category: D • .nA1 Forces . oz Compression 17 kips Shear 18 kips Moment 1427 k-ft Swelling Force 0 kips Foundation Dimensions Pier Diameter: 6 ft n4 Tie Size Ext.above grade: 0.5 ft Depth below grade: 20.5 ft (16)-a1l 0 N N Material Properties Number of Rebar: 16 Rebar Size: 11 Tie Size 4 Rebar tensile strength: 60 ksi Concrete Strength: 3000 psi Ultimate Concrete Strain 0.003 in/in Clear Cover to Ties: 4 in V Soil Profile: Soil 4 6 ► Ultimate Ultimate Ultimate Friction Uplift Skin Comp.Skin Bearing Thickness From To Unit Weight Cohesion Angle Friction Friction Capacity SPT'N' Layer (ft) (ft) (ft) (Pcf) (Psf) (deid (ksf) ( ) (kst) Counts 1 2 0 2 100 0 0 0 0 0 2 6 2 8 100 30 0.6 0.6 0 3 10 8 18 100 33.75 0.9 0.9 0 4 2.5 18 20.5 100 33.75 1.8 1.8 12.375 Analysis Results Concrete/Steel Check Soil Lateral Capacity Mu(from soil analysis) 1506.73 k-ft Depth to Zero Shear: 4.80 ft 4Mn 3287.58 k-ft Max Moment,Mu: 1506.73 k-ft RATING: 45.8% Soil Safety Factor: 2.86 Safety Factor Req'd: 1.33 RATING: 46.5% rho provided 0.61 rho required 0.50 OK Soil Axial Capacity Skin Friction(k): 241.75 kips Rebar Spacing 10.68 End Bearing(k): 262.42 kips Spacing required 22.56 OK Comp.Capacity(k),4Cn: 504.17 kips Comp.(k),Cu: 17.00 kips RATING: 3.4% Dev.Length required 15.36 Dev.Length provided 61.78 OK Overall Foundation Rating: 46.5% Page 1 of 1