Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
STRUCTURAL ANALYSIS REPORT
SCANNED y BY-=1'f4unoo won-1 -IS St. Lucie County Dldl.LLIv Fl3d Date: August 23, 2017 LIOZ Z Z AON Tiffany Farmer (EM � 32 Crown Castle li ,� 12725 Morris Road Extension Suite 400 Alpharetta, GA 30004 Subject: Structural Analysis Report Carrier Designation: Sprint PCS Co -Locate Carrier Site Number: � VEL.DGITEL.. EN:OINEERINA iN4WI ATION Velocitel, Inc., d.b.a FDH Velocitel 6521 Meridian Drive, Suite 107 Raleigh, North Carolina 27616 GOPY 91T LE M172XC013 Crown Castle Designation: Crown Castle BU Number: 800642 Crown Castle Site Name: FL WEST MIDWAY CCI 800642 Crown Castle JDE Job Number: 453538 Crown Castle Work Order Number: 1448861 Crown Castle Application Number: 401314 Rev. 0 Engineering Firm Designation: FDH Velocitel Project Number: 17QLBLI400 Site Data: 16800 Okeechobee Road, FORT PIERCE, St. Lucie County, FL Latitude 27° 22' 53.3", Longitude -80° 29' 48.4" 245 Foot - Self Support Tower Dear Tiffany Farmer, FDH Velocitel 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 1073000, in accordance with application 401314, 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: LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity Note: See Table I and Table It for the proposed and existing/reserved loading, respectively. This analysis has been performed in accordance with the 2014 Florida Building Code, 5th Edition, based upon an ultimate 3-second gust wind speed of 155 mph converted to a nominal 3-second gust wind speed of 120 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 with a maximum topographic factor, Kzt, of 1 and Risk Category II were used in this analysis. We at FDH Velocitel 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. Respectfully submitted by: �M1 Alex Carrillo Project Engineer I tnxTower Report - version 7.0.5.1 Reviewed by: A-1-44 Dennis Abel, PE Director, New Product Develol FL PE License No. 62750 Velocitel, Inc. COA 28282 IL 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 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 7.0.5.1 August 23, 2017 CCI BU No 800642 Page 2 W August 23, 2017 245 Ft Self Support Tower Structural Analysis CC/ BU No 800642 Project Number 17QLBL1400, Application 401314, Revision 0 Page 3 1) INTRODUCTION This tower is a 245 ft Self Support tower designed by TRYLON TSF in December of 1999. The tower was originally designed for a wind speed of 110 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 Antenna Supporting Structures and Antennas using a 3-second gust wind speed of 120mph with no ice and 60 mph under service loads, exposure category C with topographic category 1. Table 1 - Proposed Antenna and Cable Information Center Number Number Feed ? Mounting Line of Antenna Antenna Model ` of Feed Line I Note Level (ft) Elevation Antennas Manufacturer Lines , Size (in) (ft) 3 Connect -It V-Frame (P/N: PVFM(fw)-3-n-mh-2) 3 commscope TTTT65AP-1XR 128.0 128.0 1 7/8 3 ericsson RRUS 82 W/SOLAR SHIELD 3 nokia RADAR FILTER Table 2 - Existing and Reserved Antenna and Cable Information Mountin 9 Level (ft) Center Line Elevation i (ft) Number Antennas Antenna Manufacturer -Number Antenna Model of Feed Lines Fed Line Size (in) Note i i ' 245.0 248.0 1 antel BSA-185025/12 2 3 commscope ATSBT-TOP-FM 6 css DBC-7CAP 2 jma wireless X7CQAP-665-VRO 4 1 jma wireless X7CQAP-FRO-645-VRO. 2 antel BSA-185065/12x2 12 1-5/8 1 245.0 1 Platform Mount (LP 101-1) 1 1 220.0 i 223.0 6 andrew ADFD1820-3333B-XDM 3 1-1/4 1 3 commscope SBNHH-1D45B 3 nokia FRIE 3 nokia FRIG 3 nokia FRLB 3 nokia FXFB 3 raycap ASU9338TYP01 220.0 1 Sector Mount ISM 302-31 200.0 i 201.0 6 andrew ETD819H-12UB 2 1 18 3/4 3/8 1 6 ericsson RRUS-11 6 kathrein 800 10723K 1 raycap DC6-48-60-18-8F 6 triasx TBC0020F1V1 200.0 1 Sector Mount ISM 508-3] tnxTower Report - version 7.0.5.1 fr 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 August 23, 2017 CC/ BU No 800642 Page 4 Mounting Level (ft) Center I Line Elevation % Number 1 of Antennas AntennaAntenna Manufacturer Model Number" of Feed Lines Feed ? Line Size (in) Note 128.0 128.0 1 Sector Mount [SM 302-3] - - 3 3 ericsson 800MHZ SMR FILTER 3 1-3/16 1 3 ericsson RRUS 31 B25 3 ericsson RRUS-11800MHz 9 rfs celwave ACU-A20-N 3 rfs celwave APXVSPP18-C Notes: 1) Existing Equipment 2) Reserved Equipment, Considered in Analysis 3) Equipment to be Removed, Not Considered in Analysis Table 3 - Design Antenna and Cable Information Center Number' Number Feed Mounting Line Of Antenna Antenna Model of Feed Line_ Level (ft)' Elevation' Antennas Manufacturer Lines 'Size (in) (ft) 250 250 12 swedcom C ALP9212N 12 230 230 12 swedcom ALP9212N 12 1-5/8 210 210 12 swedcom ALP9212N 12 1-5/8 190 190 12 swedcom ALP9212N 12 1-5/8 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference Source , 4-GEOTECHNICAL REPORTS PSI, Inc. I 369766 C`CISITES 4-TOWER FOUNDATION j Morrison Hershfield Corp' (Mapping) Ma in 2293716 CCISITES DRAWINGS/DESIGN/SPECS I 4-TOWER MANUFACTURER Trylon - TSF 366603 CCISITES DRAWINGS j 3.1) Analysis Method tnxTower (version 7.0.5.1), 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. This analysis may be affected if any assumptions are not valid or have been made in error. FDH Velocitel should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 7.0.5.1 7 Cl) y O N �+ v E �o E N U Q � (7 O f0 3 o CoCo �_ 0 C(Y W u Ai N b y z F Lo a Na` a N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N .. N N y N N N N N N N N N N N N y N N N N y y y W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W �p a ' mE rn a rn m m v m m v vam ��. may. ma mam an ar mn V r o raaO MiY '.U.o NmmrnMM 6 w N O N m m rnm f0q I.:C1 rm am M C-iq W—W, .6c! Np 6q 00 nw nw W OR O ? rn_ � 'o o m n n o m m a r r r n m m m N m fD O rn N N m rn m m N m 1O C r •- N m m N Ol Ol Ol O O O (p (O m m N O O N r N N n N t o N ^ t p� C lie , p,.. v. N N N n N (O tO7 V c-i m rn N N N o m V Oi G [) C 1� N0rnm N m r V rn rn� W t~ 6t � N N N m a 'Q m r r r m N N N N R V m m m m N � N -6 LL. J❑ G� N m rn m m N m m n m N rn m NYa ?N Q rn0 N rn y m Nm V N i 1 t I n I a OtjN [7 t` M nv n NN N N N N N . W m r m N m m m rn m n O m N N pp m N N i0 m m �. m m O O N- O N N N m m rn th V V R UW. m N % 22 m m m_ m m X N d' V'' m m m m.- N N N N a N \ th M t+I [h ih th th y X N b X N m % O N (� t•V- (•V- M M m �I �[ N i[ O N i( % X % m V) N N� n r N(Jy N(y N(yy r(yy r(yy r{y % m X % X X X X X X X X % % m m m % � tt�VV d d I ~ m m m m m m m m m m m m m p n n c m p� rn rn rn rn rn rn rn rn rn rn rn c c c 0 c 0 c 0 c 0 c 0 c 0 c 0 c 0 c 0 c 0 c 0 U, -U, C rn Ol rn Ol O) OI "rn rn rn rn rn rn O. O. 2 p J J J J J J J J J J J J J W ma W W W_ W_ _W W_ W_p W_ W_ W O O O O O O O O O O O O O O o 0 0 0 o O O O O o n n 0 0 0QV Ls N O- N N N N O N m m V N N N N !W . a='� ��F FLU F N III--- C Y (r 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 Table 6 - Tower Component Stresses vs. Capacity — LC7 August 23, 2017 CC/ BU No 800642 Page 6 Notes Component Elevation (ft) % Capacity Pass'/ Fail 1 Anchor Rods 0 68.1 I Pass 1 Base Foundation 0 55.3 Pass 1 Base Foundation Soil Interaction 0 80.5 Pass p Structure Rating (max from all components) = 104.7%2 Notes: 1) See additional documentation in "Appendix C —Additional Calculations" for calculations supporting the % capacity consumed. 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, reserved, and proposed loads. No modifications are required at this time. tnxTower Report - version 7.0.5.1 �r 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 tnxTower Report - version 7.0.5.1 APPENDIX A TNXTOWER OUTPUT August 23, 2017 CC/ BU No 800642 Page 7 c u r qq y N y F h F k'n C R N e s � F 4 3 C d 2 @ q� F � 3 I n 9 5 3 a" 9 9 o s' c 3 pall �®11II I ,, , l .,. l�,I 160.0 fl 40.0 M1 120_0M1 Q 1000 flfl 60.0 M1 600ft / 40.0 ft / ZO.Oft � MATERIAL STRENGTH TOWER DESIGN NOTES 1. Twrer is located in Saint Lucie County, Florida. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.00 it 7. TOWER RATING: 104.7% ALL REACTIONS AREFACTORED MAX CORNER REACTIONS AT BASE: DOWN: 812 K SHEAR: 88 K UPLIFT: -715 K SHEAR: 79 K AXIAL 111 K SHEAR MOMENT 138 K 18877 kip-ft TORQUE 103 kip-ft REACTIONS -120 mph WIND FDH Velocitel ti�rrim. 6521 Meridian Drive, Suite 107 - Raleigh, North Carolina 27616 T=er Anayeb Phone: 9197551012 FAX: 9197551031 pb:800642 FL West Midway Pmiect 17QLBL1400 C°`"` Crown Castle Dr''MnW-ACarrillo nnvd: code. TIA-222-G °tee 08/23/17 Suter NTS Pe - Mg No. E-1 C ft g I phpi p V 3 h C i R F � o � F �i F S e A g a 3 a m` 9 A o f n 3 220_OM1 2OO.O fl 180_011 1B0_Oft 140_01 im.oft 100O ftft I\ BOAfl \ 60.Oft / \ 40.0ft \ 20.OM1 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Beaten 245 (2)WO I07VK w/Mount Pipe No ug00iing ROtl 245 800107MK W Mwe Pipe no B.Sh18502&12 w/Moum Pipa 245 (2)800 t0itlKw/MOmX Pipe 200 B50.185065I12#w/Mount Pipe 245 (2)ETDB1B1412U8 200 BSA-185085�12#w/Mmmt Pipe 245 (-0 EIO818H-12UB 200 (2)%7COARFRO-WSVRO w/MOunl viva 245 (2)ERJBIOH-12UB 200 (z)RRusn zoo (2)%TCOARBOSVRO w/MOmrt Pipe 245 (2)RRUS11 2n0 (2)VCOAP-FR684SVROw/Meum Pipa AMW-TOPfM 245 245 (2)FRUS-11 no (2)=DD20F1V1 200 (2)TBC00 200 ATSBT--TOPfM AnIXT--TOPE 245 245 IV1 (2)TBC0020"F 200 P18-BF C4 DB XAP (2)DBG7CAP (2)DBG7CAP 245 245 245 seilvm Seem Mpm8[SM5063] no gpXV5PP1BC w/Mamt Plea 128 in APX PP1s0w/Mp Pipe 128 PWlfc m me m (U,1014) Em ly M. m Pipe 245 245 APm/SPP1sCwl1J a Pipe 12B RRUSII BDOMHz 128 Emery Mcum Pipe 245 RRU&II soomH in Empty MouNPipe 245 RRUS11800MHz 128 Pletlom,e nW 2425 BOOMHZ SMR FILTER 12B (2)ADFD1020.3 W33 Mw/Moum Pipe no BOOMH SMRFILTER 128 (2) ADFD1820-3333B-XOM wI Moum Pipe 220 800MH2 SMR FILTER 128 (3)ACU-A N 128 p2) DFD18W-MM6XDMW1MOum 220 (3)AClLA2PN 128 (3)ACLLA2BN In SBNHH-1Da5B w/Mcum Pipe no RRU531826 128 SBNHH-104.59W1m.mPipe no RRUS 31 B20 125 SBNHH-1095B W Moum Pipe no RRUS 31 B25 128 FRIG 220 (3)Cmmed- V-Fmme PM: PVFM(M)sn.h2 12B FIRM 220 mm Y10 (3)Empt MOum Pipe 10 FRIE 220 (3)E Ptymwa Pipe 12S FRIE 220 (3)Emp MO=Pipe 128 FRIE no TTRB5AR1XRw/Moum Pipe 12B FRIG 220 =i AP-1XRwlmounl Pipe In FRIG 220 TTRBSAP-1XRw/Moumplpe 128 FRIG 220 RRUS82WISOLARSHIF 128 PXFB 220 R SWWi5G 51-0I 128 FXFB 220 RRU382 W501M SHiEtD 128 FM 220 RPDM FILTER 128 ASUpnawPo1 FILTER In ASu933811'P01 220 RADAR FILTER 1a ASu9338rYP01 220 Sidemmker 125 Senior Mount lSM 302-31 no Sitlemertsr la ALL REACTIONS AREFACTORED MAX CORNER REACTIONS AT BASE DOWN: 812 K SHEAR' 88K UPLIFT..' -715 K SHEAR: 79 K AXIAL 11m1 K SHEAR/ I \ MOMENT 138 K ` 18877 kip-R TORQUE 103 kip-@ REACTIONS- 120 mph WIND FDH Velocitel ` Vam6 6521 Meridian Drive, Suite 107 —"` Raleigh, North Carolina 27616 Tozer AnayebY Phone: 9197551012 FAX: 9197561031 lob806642FL West Midway Pf Jf 17QLBL1400 0°e1°" Crown Castle Draw""YACarrillo APP'0: Co°e TIA-222-G °tee 08/23/17 �1B' NTS Pot^' Dwg N I E-1 August 23, 2017 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 17QLBL1400, Application 401314, Revision 0 Page 8 Tower inputData The main tower is a 3x free standing tower with an overall height of 245.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.00 ft at the top and 28.00 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: 4) Tower is located in Saint Lucie County, Florida. 5) ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). B) Basic wind speed of 120 mph. 7) Structure Class II. 8) Exposure Category C. g) Topographic Category 1. 10) Crest Height 0.00 ft. 11) Deflections calculated using a wind speed of 60 mph. 12) Pressures are calculated at each section. 13) Stress ratio used in tower member design is 1. 14) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification J Use Code Stress Ratios J Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile J Include Balls In Member Capacity Leg Bolts Are At Top Of Section J Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric tnxTower Report - version 7.0.5.1 Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KUr Relension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .OD+W Combination J Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules J Calculate Redundant Bracing Forces Ignore Redundant Members in FEA J SR Leg Bolts Resist Compression Al Leg Panels Have Same Allowable Offset Girt At Foundation J Consider Feed Line Torque J Include Angle Block Shear Check J Use TIA-222-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL14O0, Application 401314, Revision 0 Wind 180 � Lea A Wind 90 � e Leg C y 2 Leg 9 Face C Wind Normal Triangular Tower Tower Section Geometry August 23, 2017 CC/ BU No 800642 Page 9 Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections it ft ft T1 245.00-240.00 6.00 1 5.00 T2 240.00-220.00 6.00 1 20.00 T3 220.00-200.00 6.00 1 20.00 T4 200.00-180.00 8.00 1 20.00 T5 180.00-160.00 10.00 1 20.00 T6 160.00-140.00 12.00 1 20.00 T7 140.00-120.00 14.00 1 20.00 T8 120.00-100.00 16.00 1 20.00 T9 100.00-80.00 18.00 1 20.00 T10 80.00-60.00 20.00 1 20.00 T11 60.00-40.00 22.00 1 20.00 T12 40.00-20.00 24.00 1 20.00 T13 20.00-0.00 26.00 1 20.00 Tower Section Geometry (cont'd) Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End ft It Panels in in Tt 245.00-240.00 5.00 X Brace No No 0.0000 0.0000 T2 240.00-220.00 5.00 X Brace No No 0.0000 0.0000 T3 220.00-200.00 10.00 X Brace No No 0.0000 0.0000 T4 200.00-180.00 10.00 X Brace No No 0.0000 0.0000 TS 180.00-160.00 10.00 X Brace No No 0.0000 0.0000 T6 160.00-140.00 20.00 X Brace No No 0.0000 0.0000 T7 140.00-120.00 20.00 X Brace No No 0.0000 0.0000 T8 120.00-100.00 20.00 X Brace No No 0.0000 0.0000 T9 100.00-80.00 20.00 X Brace No No 0.0000 0.0000 T10 80.00-60.00 20.00 X Brace No No 0.0000 0.0000 tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL14O0, Application 401314, Revision 0 August 23, 2017 CC/ BU No 800642 Page 10 Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End It it Panels in in T11 60.00-40.00 20.00 X Brace No No 0.0000 0.0000 T12 40.00-20.00 20.00 X Brace No No 0.0000 0.0000 T13 20.00-0.00 20.00 X Brace No No 0.0000 0.0000 Tower Section Geometry (cont'd) Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade It T1245.00- Solid Round 21/2 A572-50 Equal Angle L2.1/2x21/2x1/4 300W 240.00 (50 ksi) (44 ksi) T2240.00- Solid Round 21/2 A572-50 Equal Angle L2 1/2x2 1/20/4 300W 220.00 (50 ksi) (44 ksi) T3 220.00- Truss Leg 15TL1.5x1/2x5/8 A572-50 Equal Angle L3x3x1/4 300W 200.00 (50 ksi) (44 ksi) T4 200.00- Truss Leg 15TL1.75x1/2x5/8 A572-50 Equal Angle L3x3x114 300W 180.00 (50 ksi) (44 ksi) T5180.00- Truss Leg 15TL1.75xl/2x5/8 A572-50 Equal Angle L31/2x31/2x1/4 300W 160.00 (50 ksi) (44 ksi) T6 160.00- Truss Leg 18TL2x5/8x3/4 350W Equal Angle L5x5x3/8 300W 140.00 (51 ksi) (44 ksi) T7 140.00- Truss Leg 18TL2.25x5/8x3/4 350W Equal Angle L5x5x3/8 300W 120.00 (51 ksi) (44 ksl) T8120.00- Truss Leg 18TL2.25x5/ex314 350W Equal Angle L5x5x3/8 300W 100.00 (51 ksi) (44 ksi) T9100.00- Truss Leg 18TL2.5x5/8x3/4 350W Equal Angle L5x5x3/8 300W 80.00 (51 ksi) (44 ksi) T10 80.00- Truss Leg 18TL2.75x5/8x3/4 350W Equal Angle L5x5x3/8 300W 60.00 (51 ksi) (44 ksl) T11 60.00- Truss Leg 18TL2.75x5/8x314 350W Equal Angle L5x5x318 300W 40.00 (51 ksl) (44 ksi) T12 40.00- Truss Leg 18TL2.75x5/8x3/4 350W Equal Angle L5x5x3/8 300W 20.00 (51 ksi) (44 ksi) T1320.00-0.00 Truss Leg 18TL3x314x7/8 350W Equal Angle L6x6x7/16 300W Tower Section Geometry_(cont'd) Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade it T1 245.00- Equal Angle L6x6x7/16 300W Solid Round A36 240.00 (44 ksi) (36 ksi) T2 240.00- Equal Angle L6xex7116 300W Solid Round A36 220.00 (44 ksi) (36 ksi) T3 220.00- Equal Angle L3x3xl/4 300W Solid Round A36 200.00 (44 ksi) (36 ksi) Tower Section Geometry (cont'd) Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mu/t. Double Angle Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt (perface) A, Spacing Spacing Spacing Diagonals Horizontals Redundants R ft in in in in T1245.00- 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 tnxTower Report - version 7.0.5.1 August 23, 2017 245 Ft Self Support Tower Structural Analysis CC/ BU No 800642 Project Number 17QLBL1400, Application 401314, Revision 0 Page 11 Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants It ft2 in in in in T2240.00- 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 220.00 (36 ksi) T3 220.00- 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 200.00 (36 ksi) T4 200.00- 0.00 0.0000 A36 1 .1 1 36.0000 36.0000 36.0000 180.00 (36 ksi) T5180.00- 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 160.00 (36 ksi) T6160.00- 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 140.00 (36 ksi) T7 140.00- 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 120.00 (36 ksi) T8120.00- 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0600 100.00 (36 ksi) T9100.00- 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 80.00 (36 ksi) T10 80.00- 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 60.00 (36 ksi) T1160.00- 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 40.00 (36 ksi) T12 40.00- 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 20.00 (36 ksi) T13 20.00- 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 0.00 (36 ksi) Tower Section Geometr _(cont'd) K Factors Tower Calc Calc Legs X K Single Gifts Hodz. Sec. Inner Elevation K K Brace Brace Diags Hodz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X It Y Y Y Y Y Y Y T1245.00- Yes No 1 1 1 1 1 1 1 1 240.00 1 1 1 1 1 1 1 T2 240.00- Yes No 1 1 1 1 1 1 1 1 220.00 1 1 1 1 1 1 1 T3 220.00- Yes No 1 1 1 1 1 1 1 1 200.00 1 1 1 1 1 1 1 T4 200.00- Yes No 1 1 1 1 1 1 1 1 180.00 1 1 1 1 1 1 1 T5180.00- Yes No 1 1 1 1 1 1 1 1 160.00 1 1 1 1 1 1 1 T6160.00- Yes No 1 1 1 1 1 1 1 1 140.00 1 1 1 1 1 1 1 T7140.00- Yes No 1 1 1 1 1 1 1 1 120.00 1 1 1 1 1 1 1 T8120.00- Yes No 1 1 1 1 - 1 1 1 1 100.00 1 1 1 1 1 1 1 T9100.00- Yes No 1 1 1 1 1 1 1 1 80.00 1 1 1 1 1 1 1 T10 80.00- Yes No 1 1 1 1 1 1 1 1 60.00 1 1 1 1 1 1 1 T1160.00- Yes No 1 1 1 1 1 1 1 1 40.00 1 1 1 1 1 1 1 T1240.00- Yes No 1 1 1 1 1 1 1 1 20.00 1 1 1 1 1 1 1 T13 20.00- Yes No 1 1 1 1 1 1 1 1 onn 1 1 1 1 1 1 1 plane direction applied to the tnxTower Report - version 7.0.6.1 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 August 23, 2017 CC/ BU No 800642 Page 12 Tower Section Geometry (cont'd) Factors Elevation Panels Brace Brace Panels Brace Brace it Diagonals Diagonals Diagonals Diagonals T3 220.00- 1 0.5 - 0.85 1 0.5 0.85 . IMI IIVb1 180.00 160.00 T6160.00- 1 0.5 0.85 1 0.5 0.85 140.00 T7140.00- 1 0.5 0.85 1 0.5 0.85 120.00 T8120.00- 1 0.5 0.85 1 0.5 0.85 100.00 T9100.00- 1 0.5 0.85 1 0.5 0.85 80.00 T10 80.00- 1 0.5 0.85 1 0.5 0.85 40.00 20.00 T13 20.00- 1 0.5 0.65 1 0.5 0.85 0.00 Tower Section Geometry (cont'd) Tower Elevation it Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net U Met Width U Net U Net U Net U Net U Deduct Width Deduct Width Width Width Width in Deduct in Deduct Deduct Deduct Deduct in in in in in T1 245.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 240.00 T2 240.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 220.00 T3 220.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 200.00 T4 200.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 180.00 T5 180.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 160.00 T6 160.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 140.00 T7 140.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 120.00 T8 120.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 100.00 T9 100.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 80.00 T10 80.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 60.00 T11 60.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 40.00 T12 40.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 20.00 tnxTower Report - version 7.0.5.1 e 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 August23, 2017 CCI BU No 800642 Page 13 Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation it Net Width U Net U Net Width U Net U Net U Net U Net U Deduct Width Deduct Width Width Width Width in Deduct in Deduct Deduct Deduct Deduct in in in in in T13 20.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.00 Tower Section Geometry, (confd), Tower Elevation it Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Gift Long Horizontal Short Horizontal Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1245.00- Flange 0.8750 6 0.6250 1 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 240.00 A325N A325N A325N A325N A325N A325N A325N T2240.00- Flange 0.8750 6 0.6250 1 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 220.00 A325N A325N A325N A325N A325N A325N A325N T3 220.00- Flange 0.7500 18 0.6250 2 0.6250 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 200.00 A325N A325N A325N A325N A325N A325N A325N T4 200.00- Flange 0.7500 18 0.6250 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 180.00 A325N A325N A325N A325N A325N A325N A325N T5180.00- Flange 0.8750 18 0.6250 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 160.00 A325N A325N A325N A325N A325N A325N A325N T6160.00- Flange 0.8750 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 140.00 A325N A325N A325N A325N A325N A325N A325N T7140.00- Flange 0.8750 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 120.00 A325N A325N A325N A325N A325N A325N A325N T8120.00- Flange 0.8750 18 0.7500 2 0.8250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 100.00 A325N A325N A325N A325N A325N A325N A325N T9100.00- Flange 1.0000 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 80.00 A325N A325N A325N A325N A325N A325N A325N T1080.00- Flange 1.0000 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 60.00 A325N A325N A325N A325N A325N A325N A325N T1160.00- Flange 1.0000 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 40.00 A325N A325N A325N A325N A325N A325N A325N T12 40.00- Flange 1.1250 18 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 20.00 A325N A325N A325N A325N A325N A325N A325N >1" T13 20.00- Flange 2.0000 0 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.00 Williams A325N A325N A325N A325N A325N A325N High Tensile Feed Line/Linear Appurtenances Entered As Round Or flat Description Face Allow Component Placement Face Lateral # # Clear Width or Pedmete Weight or Shield Type Offset Offset Per Spacing Diameter r Leg it in (Frac FIND Row in in p/f AVA7-50(1- C No Ar(CaAa) 5/8) LDF7-50A(1- C No Ar (CaAa) 5/8) Feedline C No At(CaAa) Ladder ASU9323TY A No Ar(CaAa) P01( 1-1/4) Feedline A No At(CaAa) tnxTower Report - version 7.0.5.1 245.00 - 6.00 0.0000 0.4 6 6 0.5000 2.0100 0.70 245.00- 6.00 2.0000 0.4 6 6 0.5000 1.9800 0.82 245.00 - 6.00 0.0000 0.4 1 1 0.0000 3.0000 8.40 220.00 - 6.00 0.0000 0.4 3 3 0.5000 1.2400 1.05 245.00-6.00 0.0000 0.4 1 1 0.0000 3.0000 8.40 - August 23, 2017 245 Ft Self Support Tower Structural Analysis CC/ BU No 800642 Project Number 17QLBL1400, Application 401314, Revision 0 Page 14 Description Face Allow Component Placement Face Lateral # # Clear Width or Pedmete Weight or Shield Type Offset Offset Per Spacing Diameter r Leg it in (Frac FWJ Row in in plf in Ladder LDF7-50A(1- A No Ar (CaAa) 200.00 - 6.00 0.0000 -0.4 12 9 0.5000 1.9800 0.82 518) 12 PAIR( A No Ar (CaAa) 200.00 - 6.00 0.7500 -0.36 1 1 0.4000 0.4000 0.08 318) WR- A No Ar (CaAa) 200.00 - 6.00 0.0000 -0.36 2 2 0.5000 0.7950 0.58 VG86ST- BRD(314) Feedline A No At (CaAa) 245.00 - 6.00 0.0000 -0.4 1 1 0.0000 3.0000 8.40 Ladder TSZ 999 C No Ar (CaAa) 128.00 - 6.00 0.0000 -0.4 3 2 0.5000 1.1900 1.07 0671)=M- 8AWG(1- 3/16) FIBER ONLY C No Ar (CaAa) 128.00 - 0.00 1.2500 -0.4 1 1 0.5000 0.8670 0.25 CABLE 48(718) Feedline C No At (CaAa) 245.00-6.00 0.0000 -0.4 1 1 0.0000 3.0000 8.40 Ladder Safely Line C No Ar (CaAa) 245.00 - 6.00 0.0000 -0.5 1 1 0.3750 0.3750 0.22 3/8 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Leg Type it Number ft2j t pif Feed Line/Linear Appurtenances Section Areas Tower Tower Face As AF CAAA CAAA Weight Sectio Elevation In Face Out Face T1 245.00-240.00 A 0.000 0.000 5.000 0.000 0.08 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 17.157 0.000 0.13 T2 240.00-220.00 A 0.000 0.000 20.000 0.000 0.34 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 68.630 0.000 0.52 T3 220.00-200.00 A 0.000 0.000 27.440 0.000 0.40 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 68.630 0.000 0.52 T4 200.00-180.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 68.630 0.000 0.52 T5 180.00-160.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 68.630 0.000 0.62 T6 160.00-140.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 68.630 0.000 0.52 T7 140.00-120.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 72.180 0.000 0.55 T8 120.00-100.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 tnxTower Report- version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft It, ft' ft2 ft2 K C 0.000 0.000 77.504 0.000 0.59 T9 100.00-80.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 77.504 0.000 0.59 T10 80.00-60.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 77.504 0.000 0.59 T11 60.00-40.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 77.504 0.000 0.59 T12 40.00-20.00 A 0.000 0.000 78.940 0.000 0.62 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 77.504 0.000 0.59 T13 20.00-0.00 A 0.000 0.000 55.258 0.000 0.43 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 54.773 0.000 0.42 Feed Line Center of Pressure Section Elevation CPx CPi CPx CPi Ice Ice It in in in in Tt 245.00-240.00 -3.3620 2.5710 -3.8598 2.8584 T2 240.00-220.00 -3.6704 2.8069 -4.2139 3.1206 T3 220.00-200.00 -3.4946 2.0764 -3.9993 2.3678 T4 200.00-180.00 -6.5275 3.2435 -6.9988 3.5156 T5 180.00-160.00 -7.7602 3.8580 -8.3182 4.1802 T6 160.00-140.00 -8.8675 4.4100 -9.5033 4.7771 T7 140.00-120.00 -9.5930 5.1499 -10.3012 5.5588 T8 120.00-100.00 -10.0536 5.9991 -10.8293 6.4470 T9 100.00-80.00 -11.0519 6.5956 -11.9037 7.0874 T10 80.00-60.00 -12.0176 7.1726 -12.9429 7.7069 T11 60.00-40.00 -13.0576 7.7941 -14.0622 8.3741 T12 40.00-20.00 -14.0808 8.4054 -15.1634 9.0304 T13 20.00-0.00 -12.2894 7.4516 -13.2404 8.0007 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice T1 2 AVA7-50(1-5/8) 240.00- 0.6000 0.6000 245.00 T1 3 LDF7-50A(1-5/8) 240.00- 0.6000 0.6000 245.00 T1 4 Feedline Ladder 240.00- 0.6000 0.6000 245.00 T1 7 Feedline Ladder 240.00- 0.6000 0.6000 245.00 T1 12 Feedline Ladder 240.00- 0.6000 0.6000 245.00 Tt 16 Feedline Ladder 240.00- 0.6000 0.6000 245.00 Tt 18 Safety Line 318 240.00- 0.6000 0.6000 245.00 T2 2 AVA7-50(1-518) 220.00 - 0.6000 0.6000 240.00 T2 3 LDF7-50A(1-5/8) 220.00- 0.6000 0.6000 240.00 T2 4 Feedline Ladder 220.00- 0.6000 0.6000 240.00 tnxTower Report - version 7.0.5.1 August 23, 2017 CCI BU No 800642 Page 15 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. & No Ice K. Ice T2 7 Feedline Ladder 220.00- 0.6000 0.6000 240.00 T2 12 Feedline Ladder 220.00- 0.6000 0.6000 240.00 T2 16 Feedline Ladder 220.00- 0.6000 0.6000 240.00 T2 18 Safety Line 3/8 220.00 - 0.6000 0.6000 240.00 T3 2 AVA7-50(1-5/8) 200.00- 0.6000 0.6000 220.00 T3 3 LDF7-50A(1-5/8) 200.00- 0.6000 0.6000 220.00 T3 4 Feedline Ladder 200.00- 0.6000 0.6000 220.00 T3 6 ASU9323TYP01(1-1/4) 200.00- 0.6000 0.6000 220.00 T3 7 Feedline Ladder 200.00- 0.6000 0.6000 220.00 T3 12 Feedline Ladder 200.00- 0.6000 0.6000 220.00 T3 16 Feedline Ladder 200.00- 0.6000 0.6000 220.00 T3 18 Safety Line 318 200.00- 0.6000 0.6000 220.00 T4 2 AVA7-50(1-5/8) 180.00- 0.6000 0.6000 200.00 T4 3 LDF7-50A(1-5/8) 180.00- 0.6000 0.6000 200.00 T4 4 Feedline Ladder 180.00- 0.6000 0.6000 200.00 T4 6 ASU9323TYP01(1-1/4) 180.00- 0.6000 0.6000 200.00 T4 7 Feedline Ladder 180.00- 0.6000 0.6000 200.00 T4 9 LDF7-50A(1-5/8) 180.00- 0.6000 0.6000 200.00 T4 10 12 PAIR(3/8) 180.00- 0.6000 0.6000 200.00 T4 11 WR-VG86ST-BRD(3/4) 180.00- 0.6000 0.6000 200.00 T4 12 Feedline Ladder 180.00- 0.6000 0.6000 200.00 T4 16 Feedline Ladder 180.00- 0.6000 0,6000 200.00 T4 18 Safely Line 318 180.00- 0.6000 0.6000 200.00 T5 2 AVA7-50(1-5/8) 160.00- 0.6000 0.6000 180.00 T5 3 LDF7-50A(1-5/8) 160.00- 0.6000 0.6000 180.00 T5 4 Feedline Ladder 160.00- 0.6000 0.6000 180.00 T5 6 ASU9323TYP01(1-1/4) 160.00- 0.6000 0.6000 180.00 T5 7 Feedline Ladder 160.00- 0.6000 0.6000 180.00 T5 9 LDF7-50A(1-5/8) 160.00- 0.6000 0.6000 180.00 T5 10 12 PAIR(3/8) 160.00- 0.6000 0.6000 180.00 T5 11 WR-VG86ST-BRD(3/4) 160.00- 0.6000 0.6000 180.00 T5 12 Feedline Ladder 160.00- 0.6000 0.6000 180.00 TS 16 Feedline Ladder 160.00- 0.6000 0.6000 180.00 T5 18 Safety Line 3/8 160.00- 0.6000 0.6000 180.00 T6 2 AVA7-50(1-5/8) 140.00-1 0.60001 0.6000 tnxTower Report - version 7.0.5.1 August 23, 2017 CC/ BU No 800642 Page 16 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice K, Ice 160.00 T6 3 LDF7-50A(1-5/8) 140.00- 0.6000 0.6000 160.00 T6 4 Feedline Ladder 140.00- 0.6000 0.6000 160.00 T6 6 ASU9323TVP01(1-1/4) 140.00- 0.6000 0.6000 160.00 T6 7 Feedline Ladder 140.00- 0.6000 0.6000 160.00 T6 9 LDF7-50A(1-5/8) 140.00- 0.6000 0.6000 160.00 T6 10 12 PAIR(3/8) 140.00- 0.6000 0.6000 160.00 T6 11 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000 160.00 T6 12 Feedline Ladder 140.00- 0.6000 0.6000 160.00 T6 16 Feedline Ladder 140.00- 0.6000 0.6000 160.00 T6 18 Safety Line 318 140.00- 0.6000 0.6000 160.00 T7 2 AVA7-50(1-5/8) 120.00- 0.6000 0.6000 140.00 T7 3 LDF7-50A(1-5/8) 120.00- 0.6000 0.6000 140.00 T7 4 Feedline Ladder 120.00- 0.6000 0.6000 140.00 T7 6 ASU9323TYP01(1-1/4) 120.00- 0.6000 0.6000 140.00 T7 7 Feedline Ladder 120.00- 0.6000 0.6000 140.00 T7 9 LDF7-50A(1-5/8) 120.00- 0.6000 0.6000 140.00 T7 10 12 PAIR(3/8) 120.00- 0.6000 0.6000 140.00 T7 11 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000 140.00 T7 12 Feedline Ladder 120.00- 0.6000 0.6000 140.00 T7 14 TSZ 999 067I)=M-8AWG( 120.00- 0.6000 0.6000 1-3116) 128.00 T7 15 FIBER ONLY CABLE 120.00- 0.6000 0.6000 48(7/8) 128.00 T7 16 Feedline Ladder 120.00- 0.6000 0.6000 140.00 T7 18 Safety Line 3/8 120.00- 0.6000 0.6000 140.00 T8 2 AVA7-50(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 3 LDF7-50A(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 4 Feedline Ladder 100.00- 0.6000 0.6000 120.00 T8 6 ASU9323TYP01(1-1/4) 100.00- 0.6000 0.6000 120.00 T8 7 Feedline Ladder 100.00- 0.6000 0.6000 120.00 T8 9 LDF7-50A(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 10 12 PAIR(3/8) 100.00- 0.6000 0.6000 120.00 T8 11 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000 120.00 T8 12 Feedline Ladder 100.00- 0.6000 0.6000 120.00 T8 14 TSZ 999 067/)=M-8AWG( 100.00- 0.6000 0.6000 1-3/16) 120.00 T8 15 FIBER ONLY CABLE 100.00 - 0.6000 0.6000 48(7/8) 1 120.00 tnxTower Report - version 7.0.5.1 August 23, 2017 CC/ BU No 800642 Page 17 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 Tower Section Feed Line Record No. Description Feed Line Segment Elev, K. No Ice Ka Ice T8 16 Feedline Ladder 100.00- 0.6000 0.6000 120.00 T8 18 Safety Line 318 100.00- 0.6000 0.6000 120.00 T9 2 AVA7-50(1-5I8) 60.00- 0.6000 0.6000 100.00 T9 3 LDF7-50A(1-518) 80.00- 0.6000 0.6000 100.00 T9 4 Feedline Ladder 80.00- 0.6000 0.6000 100.00 T9 6 ASU9323TYP01(1-1/4) 80.00- 0.6000 0.6000 100.00 T9 7 Feedline Ladder 80.00- 0.6000 0.6000 100.00 T9 9 LDF7-50A(1-5/8) 80.00- 0.6000 0.6000 100.00 T9 10 12 PAIR( 318) 80.00- 0.6000 0.6000 100.00 T9 11 WR-VG86ST-BRD(314) 80.00- 0.6000 0.6000 100.00 T9 12 Feedline Ladder 80.00- 0.6000 0.6000 100.00 T9 14 TSZ 999 067/XXXM-8AWG( 80.00- 0.6000 0.6000 1-3116) 100.00 T9 15 FIBER ONLY CABLE 80.00- 0.6000 0.6000 48(7/8) 100.00 T9 16 Feedline Ladder 80.00- 0.6000 0.6000 100.00 T9 18 Safety Line 3/8 80.00- 0.6000 0.6000 100.00 T10 2 AVA7-50(1-5/8) 60.00- 0.6000 0.6000 80.00 T10 3 LDF7-50A(1-5/8) 60.00- 0.6000 0.6000 80.00 T10 4 Feedline Ladder 60.00- 0.6000 0.6000 80.00 T10 6 ASU9323TYP01(1-1/4) 60.00- 0.6000 0.6000 80.00 T10 7 Feedline Ladder 60.00- O.6000 0.6000 80.00 T10 9 LDF7-50A(1-5/8) 60.00- 0.6000 0.6000 80.00 T10 10 12 PAIR(318) 60.00- O.6000 0.6000 80.00 T10 11 WR-VG86ST-BRD(3/4) 60.00- 0.6000 0.6000 80.00 T10 12 Feedline Ladder 60.00- 0.6000 0.6000 80.00 T10 14 TSZ 999 0671x M-8AWG( 60.00- 0.6000 0.6000 1-3116) 80.00 T10 15 FIBER ONLY CABLE 60.00- 0.6000 0.6000 48(7/8) 80.00 T10 16 Feedline Ladder 60.00- 0.6000 0.6000 80.00 T10 18 Safety Line 318 60.00- 0.6000 0.6000 80.00 T11 2 AVA7-50(1-5/8) 40.00- 0.6000 0.6000 60.00 T11 3 LDF7-50A(1-518) 40.00- 0.6000 0.6000 60.00 T11 4 Feedline Ladder 40.00- 0.6000 0.6000 60.00 T11 6 ASU9323TYP01(1-1/4) 40.00- 0.6000 0.6000 60.00 T11 7 Feedline Ladder 40.00- 0.6000 0.6000 60.00 T11 9 LDF7-50A(1-5/8) 40.00 - 0.6000 0.6000 60.00 Ttt 101 12 PAIR(318) 40.00- 0.6000 0.6000 August23, 2017 CC/ BU No 800642 Page 18 tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice & Ice 60.00 T11 11 WR-VG86ST-BRD(3/4) 40.00- 0.6000 0.6000 60.00 T11 12 Feedline Ladder 40.00- 0.6000 0.6000 60.00 T11 14 TSZ 999 067/)=M-8AWG( 40.00- 0.6000 0.6000 1-3116) 60.00 T11 15 FIBER ONLY CABLE 40.00- 0.6000 0.6000 48(7/8) 60.00 T11 16 Feedline Ladder 40.00- 0.6000 0.6000 60.00 T11 18 Safety Line 3/8 40.00- 0.6000 0.6000 60.00 T12 2 AVA7-50(1-5/8) 20.00- 0.6000 0.6000 40.00 T12 3 LDF7-50A(1-5/8) 20.00- 0.6000 0.6000 40.00 T12 4 Feedline Ladder 20.00- 0.6000 0.6000 40.00 T12 6 ASU9323TYP01(1-1/4) 20.00- 0.6000 0.6000 40.00 T12 7 Feedline Ladder 20.00- 0.6000 0.6000 40.00 T12 9 LDF7-50A(1-5/8) 20.00- 0.6000 0.6000 40.00 T12 10 12 PAIR(3/8) 20.00- 0.6000 0.6000 40.00 T12 11 WR-VG86ST-BRD(3/4) 20.00- 0.6000 0.6000 40.00 T12 12 Feedline Ladder 20.00- 0.6000 0.6000 40.00 T12 14 TSZ 999 067/x M-BAWG( 20.00- 0.6000 0.6000 1-3/16) 40.00 T12 15 FIBER ONLY CABLE 20.00- 0.6000 0.6000 48(7/8) 40.00 T12 16 Feedline Ladder 20.00- 0.6000 0.6000 40.00 T12 18 Safety Une 3/8 20.00- 0.6000 0.6000 40.00 T13 2 AVA7-50(1-5/8) 6.00-20.00 0.6000 0.6000 T13 3 LDF7-50A(1-5/8) 6.00-20.00 0.6000 0.6000 T13 4 Feedline Ladder 6.00 - 20.00 0.6000 0.6000 T13 6 ASU9323TYP01(1-1/4) 6.00 - 20.00 0.6000 0.6000 T13 7 Feedline Ladder 6.00 - 20.00 0.6000 0.6000 T13 9 LDF7-50A(1-5/8) 6.00-20.00 0.6000 0.6000 T13 10 12 PAIR(3/8) 6.00 -20.00 0.6000 0.6000 T13 11 WR-VG86ST-BRD(3/4) 6.00-20.00 0.6000 0.6000 T13 12 Feedline Ladder 6.00-20.00 0.6000 0.6000 T13 14 TSZ 999 067/xxxM-8AWG( 6.00 - 20.00 0.6000 0.6000 1-3/16) T13 15 FIBER ONLY CABLE 0.00 - 20.00 0.6000 0.6000 48(7/8) T13 16 Feedline Ladder 6.00 - 20.00 0.6000 0.6000 T13 18 Safety line 318 6,00-20.00 0.6000 0.6000 Discrete Tower Loads August 23, 2017 CC/ BU No 800642 Page 19 tnxTower Report - version 7.0.5.1 Augu5t23, 2017 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 CC/ BU No 800642 Page 20 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen • Front Side Leg Lateral t Vert R R ft tP K it 8 Beacon B From Leg 0.00 0.0000 245.00 No Ice 2.00 2.00 0.02 0.00 6.00 Lightning Rod C From Leg 0.00 0.0000 245.00 No Ice 0.20 0.20 0.03 0.00 2.00 Platform Extension C From Leg 0.00 0.0000 242.50 No Ice 10.93 10.93 0.20 0.00 1.50 Sidemarker B None 0.0000 125.00 No Ice 0.38 0.38 0.01 Sidemarker C None 0.0000 125.00 No Ice 0.38 0.38 0.01 BSA-185025112 w/ Mount A From Leg 4.00 0.0000 245.00 No Ice 8.76 3.61 0.06 Pipe 0.00 3.00 BSA-185065/12x2 w/ B From Leg 4.00 0.0000 245.00 No Ice 5.02 3.61 0.04 Mount Pipe 0.00 3.00 BSA-185065/12x2 w/ C From Leg 4.00 0.0000 245.00 No Ice 6.02 3.61 0.04 Mount Pipe 0.00 3.00 (2) X7CQAP-FRO-645- A From Leg 4.00 0.0000 245.00 No Ice 12.07 8.81 0.08 ' VRO w/ Mount Pipe 0.00 3.00 (2) X7CQAP-665-VRO w/ B From Leg 4.00 0.0000 245.00 No Ice 9.79 7.12 0.07 Mount Pipe 0.00 3.00 (2) X7CQAP-FRO-645- C From Leg 4.00 0.0000 245.00 No Ice 12.07 8.81 0.08 VRO w/ Mount Pipe 0.00 3.00 ATSBT-TOP-FM A From Leg 4.00 0.0000 245.00 No Ice 0.17 0.09 0.00 0.00 3.00 ATSBT-TOP-FM B From Leg 4.00 0.0000 245.00 No Ice 0.17 0.09 0.00 0.00 3.00 ATSBT-TOP-FM C From Leg 4.00 0.0000 245.00 No Ice 0.17 0.09 0.00 0.00 3.00 (2) DBC-7CAP A From Leg 4.00 0.0000 245.00 No Ice 0.61 0.12 0.01 0.00 3.00 (2) DBC-7CAP B From Leg 4.00 0.0000 245.00 No Ice 0.61 0.12 0.01 0.00 3.00 (2) DBC-7CAP C From Leg 4.00 0.0000 245.00 No Ice 0.61 0.12 0.01 0.00 3.00 . Platform Mount (LP 101-1) C None 0.0000 245.00 No Ice 36.21 36.21 1.50 Empty Mount Pipe A From Leg 4.00 0.0000 245.00 No Ice 1.20 1.20 0.02 0.00 0.00 Empty Mount Pipe B From Leg 4.00 0.0000 245.00 No Ice 1.20 1.20 0.02 0.00 0.00 Empty Mount Pipe C From Leg 4.00 0.0000 245.00 No Ice 1.20 1.20 0.02 0.00 0.00 ...220... (2) ADFD1820-3333B- A From Leg 4.00 0.0000 220.00 No Ice 10.81 4.43 0.06 XDM w/ Mount Pipe 0.00 3.00 (2) ADF01820-3333B- B From Leg 4.00 0.0000 220.00 No Ice 10.81 4.43 0.06 tnxTower Report - version 7.0.5.1 c 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 August 23, 2017 CC/ BU No 800642 Page 21 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert It R ftz ft K ft It XDM w/ Mount Pipe 0.00 3.00 (2) ADFD1820-3333B- C From Leg 4.00 0.0000 220.00 No Ice 10.81 4.43 0.06 XDM w/ Mount Pipe 0.00 3.00 SBNHH-1D45B w/ Mount A From Leg 4.00 0.0000 220.00 No Ice 11.40 6.47 0.64 Pipe 0.00 3.00 SBNHH-1 D45B w/ Mount B From Leg 4.00 0.0000 220.00 No Ice 11.40 6.47 0.64 Pipe 0.00 3.00 SBNHH-1 D45B w/ Mount C From Leg 4.00 0.0000 220.00 No Ice 11.40 6.47 0.64 Pipe 0.00 3.00 FRLB A From Leg 4.00 0.0000 220.00 No Ice 2.07 0.78 0.06 0.00 3.00 FRLB B From Leg 4.00 0.0000 220.00 No Ice 2.07 0.78 0.66 0.00 3.00 FRLB C From Leg 4.00 0.0000 220.00 No Ice 2.07 0.78 0.06 0.00 3.00 FRIE A From Leg 4.00 0.0000 220.00 No Ice 3.54 1.01 0.06 0.00 3.00 FRIE B From Leg 4.00 0.0000 220.00 No Ice 3.54 1.01 0.06 0.00 3.00 FRIE C From Leg 4.00 0.0000 220.00 No Ice 3.54 1.01 0.06 0.00 3.00 FRIG A From Leg 4.00 0.0000 220.00 No Ice 2.39 0.97 0.06 0.00 3.00 FRIG B From Leg 4.00 0.0000 220.00 No Ice 2.39 0.97 0.06 0.00 3.00 FRIG C From Leg 4.00 0.0000 220.00 No Ice 2.39 0.97 0.06 0.00 3.00 FXFB A From Leg 4.00 0.0000 220.00 No Ice 3.30 0.98 0.06 0.00 3.00 FXFB B From Leg 4.00 0.0000 220.00 No Ice 3.30 0.98 0.06 0.00 3.00 FXFB C From Leg 4.00 0.0000 220.00 No Ice 3.30 0.98 0.06 0.00 3.00 ASU9338TYPOl A From Leg 4.00 0.0000 220.00 No Ice 3.20 1.03 0.02 0.00 3.00 ASU9338TYPOl B From Leg 4.00 0.0000 220.00 No Ice 3.20 1.03 0.02 0.00 3.00 ASU9338TYPOI C From Leg 4.00 0.0000 220.00 No Ice 3.20 1.03 0.02 0.00 3.00 Sector Mount ISM 302-31 C None 0.0000 220.00 No Ice 32.73 32.73 1.48 (2) 800 10723K w/ Mount A From Leg 4.00 0.0000 200.00 No Ice 11.16 8.62 0.10 Pipe 0.00 1.00 (2) 800 10723K w/ Mount B From Leg 4.00 0.0000 200.00 No Ice 11.16 8.62 0.10 tnxTower Report - version 7.0.5.1 August 23, 2017 245 Ft Self Support Tower Structural Analysis CCI BU No 800642 Project Number 17QLBL14OO, Application 401314, Revision 0 Page 22 Description Weight Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Horz Adjustmen Front Side Leg Lateral t Vert It ft fiz ftz K ft ft Pipe 0.00 1.00 (2) 800 10723K wl Mount C From Leg 4.00 0.0000 200.00 No Ice 11.16 8.62 0.10 Pipe 0.00 1.00 (2) ET0819H-12UB A From Leg 4.00 0.0000 200.00 No Ice 1.31 0.34 0.02 0.00 1.00 (2) ETD819H-12UB B From Leg 4.00 0.0000 200.00 No Ice 1.31 0.34 0.02 0.00 1.00 (2) ETD8191-1-121-113 C From Leg 4.00 0.0000 200.00 No Ice 1.31 0.34 0.02 0.00 1.00 (2) RRUS-11 A From Leg 4.00 0.0000' 200.00 No Ice 2.52 1.07 0.06 0.00 1.00 (2) RRUS-11 B From Leg 4.00 0.0000 200.00 No Ice 2.52 1.07 0.06 0.00 1.00 (2) RRUS-11 C From Leg 4.00 0.0000 200.00 No Ice 2.52 1.07 0.06 0.00 1.00 (2) TBC0020Fl V1 A From Leg 4.00 0.0000 200.00 No Ice 0.51 0.37 0.01 0.00 1.00 (2) TBC0020F1V1 B From Leg 4.00 0.0000 200.00 No Ice 0.51 0.37 0.01 0.00 1.00 (2) TBC0020F1V1 C From Leg 4.00 0.0000 200.00 No Ice 0.51 0.37 0.01 0.00 1.00 DC6A8-60-18-BF B From Leg 4.00 0.0000 200.00 No Ice 1.21 1.21 0.03 0.00 1.00 Sector Mount [SM 508-3] C None 0.0000 200.00 No Ice 36.69 36.69 1.78 APXVSPPI8-C w/ Mount A From Leg 4.00 0.0000 128.00 No Ice 8.26 6.95 0.08 Pipe 0.00 0.00 APXVSPPI8-C w/ Mount B From Leg 4.00 0.0000 128.00 No Ice 8.26 6.95 0.08 Pipe 0.00 0.00 APXVSPPI8-C w/ Mount C From Leg 4.00 0.0000 128.00 No Ice 8.26 6.95 0.08 Pipe 0.00 0.00 RRUS-11 800MHz A From Leg 4.00 0.0000 128.00 No Ice 2.52 1.30 0.05 0.00 0.00 RRUS-11 800MHz B From Leg 4.00 0.0000 128.00 No Ice 2.52 1.30 0.05 0.00 0.00 RRUS-11 800MHz C From Leg 4.00 0.0000 128.00 No Ice 2.52 1.30 0.05 0.00 0.00 - 800MHZ SMR FILTER A From Leg 4.00 0.0000 128.00 No Ice 0.72 0.36 0.02 0.00 0.00 800MHZ SMR FILTER B From Leg 4.00 0.0000 128.00 No Ice 0.72 0.36 0.02 0.00 0.00 800MHZ SMR FILTER C From Leg 4.00 0.0000 128.00 No Ice 0.72 0.36 0.02 0.00 0.00 (3) ACU-A20-N A From Leg 4.00 0.0000 128.00 No Ice 0.07 0.12 0.00 tnxTower Report - version 7.0.5.1 August 23, 2017 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 CCI BU No 800642 Page 23 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert it it Its ff K R it 0.00 0.00 (3)ACU-A20-N B From Leg 4.00 0.0000 128.00 No Ice 0.07 0.12 0.00 0.00 0.00 (3) ACU-A20-N C From Leg 4.00 0.0000 128.00 No Ice 0.07 0.12 0.00 0.00 0.00 RRUS 31 B25 A From Leg 4.00 0.0000 128.00 No Ice 1.62 1.28 0.06 0.00 0.00 RRUS 31 B25 B From Leg 4.00 0.0000 128.00 No Ice 1.62 1.28 0.06 0.00 0.00 RRUS 31 B25 C From Leg 4.00 0.0000 128.00 No Ice 1.62 1.28 0.06 0.00 0.00 (3) Connect -It V-Frame C None 0.0000 128.00 No Ice 33.02 33.02 1.67 PIN: PVFM(fw)-3-n-mh-2 (3) Empty Mount Pipe A From Leg 4.00 0.0000 128.00 Noce 1.20 1.20 0.02 0.00 0.00 (3) Empty Mount Pipe B From Leg 4.00 0.0000 128.00 No Ice 1.20 1.20 0.02 0.00 0.00 (3) Empty Mount Pipe C From Leg 4.00 0.0000 128.00 No Ice 1.20 1.20 0.02 0.00 0.00 TTTT65AP-lXR w/ Mount A From Leg 4.00 0.0000 128.00 No Ice 7.18 4.95 0.07 Pipe 0.00 0.00 TTTT65AP-1XR w/ Mount B From Leg 4.00 0.0000 128.00 Noce 7.18 4.95 0.07 Pipe 0.00 0.00 TTTT65AP-lXR w/ Mount C From Leg 4.00 0.0000 128.00 No Ice 7.18 4.95 0.07 Pipe 0.00 0.00 RRUS 82 W/SOLAR A From Leg 4.00 0.0000 128.00 No Ice 2.98 1.43 0.06 SHIELD 0.00 0.00 RRUS 82 W/SOLAR B From Leg 4.00 0.0000 128,00 No Ice 2.98 1.43 0.06 SHIELD 0.00 0.00 RRUS 82 W/SOLAR C From Leg 4.00 0.0000 128.00 No Ice 2.98 1.43 0.06 SHIELD 0.00 0.00 RADAR FILTER A From Leg 4.00 0.0000 128.00 No Ice 0.98 0.27 0.02 0.00 0.00 RADAR FILTER B From Leg 4.00 0.0000 128.00 No Ice 0.98 0.27 0.02 0.00 0.00 RADAR FILTER C From Leg 4.00 0.0000 128.00 No Ice 0.98 0.27 0.02 0.00 0.00 Truss -Leg Properties tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 Section Area Area Self Ice Equiv. Equiv. Leg Designation Ice Weight Weight Diamete Diamete Area r r & ins K K Ice in in 15TLI.5xl/2x5/8 2501.4163 2501.4163 0.76 0.00 8.6855 8.6855 5.3014 15TL1.75xl/2x5/8 2628.4298 2628.4298 0.89 0.00 9.1265 9.1265 7.2158 15TL1.75xl/2x5/8 2628.4298 2628.4298 0.89 0.00 9.1265 9.1265 7.2158 18TL2x5/8x3/4 2861.5800 2861.5800 1.07 0.00 9.9360 9.9360 9.4248 18T12.25x5/8x3/4 2991.0895 2991.0895 1.24 0.00 10.3857 10.3857 11.9282 18TL2.25x5/8x3/4 2991.0895 2991.0895 1.24 0.00 10.3857 10.3857 11.9282 18TL2.5x5/8x3/4 3121.1404 3121.1404 1.43 0.00 10.8373 10.8373 14.7262 18TL2.75x5/8x3/4 3252.2380 3252.2380 1.64 0.00 11.2925 11.2925 17.8187 18TL2.75x5/8x3/4 3252.2380 3252.2380 1.64 0.00 11.2925 11.2925 17.8187 18TL2.75x5/8x3/4 3252.2380 3252.2380 1.64 0.00 11.2925 11.2925 17.8187 18TL3x3/4x7/8 3450.4886 3450.4886 1.93 0.00 11.9809 11.9809 21.2058 Load Combinations Comb. Descdption 2 1.2 Dead+1.6 Wind 0 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 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service Maximum Member Forces August 23, 2017 CCI BU No 800642 Page 24 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n tt Type Load Moment Moment No. Comb. K kip-R kip-R T1 245 - 240 Leg Max Tension 15 6.49 0.11 -0.16 tnxTower Report - version 7.0.5.1 Z4 AELI �T Q c o o O o J a, JD � � o m� A v � 0 00 fn N r r100 0 G) o � m m m x 3 x 3 x m a m m m m m m m m x3 x xmm x x 3�w � 333t�x��C7x 333�c�x 3�33n o A w 0 w m 00 w w o m m m m o m w m m o m m 0 x x 3 cOx x w 00 w 0 w 0 m w w 00x 1 w w w 0x3 m m o m m m m o m m o� m o m o� m m o m x x 3- xx x x 3 �xx X X3� x x x x3�xx3�xxx m o m m m m o m o� m m o m m o m m m m o m m m m o w 0 X 3 m x xxx3� Xx3� x xxx3� X x x x3 n a Z7 3�xxxx3�xX aJ«33�oGG'33ay«33�oG<3'�aJ«33aJG«39J<3aJ<G�3aJ«3�aJ<3aJ<G3�aJ«33� N N xKKXA N N N N N -K xKKX0 N f/! N N N XO •XKKXO .XK� XO -K xA .XKKx� -XKK xA O m < �XKKXO �xKKX� 0 O N O N O �xKKXO �xKKxO N O N O N O N O N O N O N O N O .0 N O y N J N J N J N J N O N J N J N J N J N J N J N J N O O O J J J O O O O J J J J O O O O O O J J J 7 J J O Qr N 5 o• a N(n+Op(NT ONJO�O�IOAA�NmOmO OOOo0000ONNL A36, 06P 6P666?�J� O OOV cwp, .66--66-, ANNNN V AmVNOOAD�OtOOq O00�N AOpOO"O"M(O-W000VOOA��OmA000N0WtDW��AWAO)OAWNO�OONW�AtNON 000--oww000000006omoao0oj)oo0000000()o�4�4mO00000000000000000000000000000 OOpNj�pNj yN�WONNN0 Of0 6�,V�0. noon no AOAO OWWAN NAOO OOAOOiN non o ono?bil bon bo noon on Mono a OOVOJOO0000000�OJV'NNOOOOOOOONfOi�N0000NVV(jOOOO�00000(Nll'�OO)�OOOOO�OOOOOOA-�G OWN O) �00 VO W O O O WVW�O N n C � C O�OD W (TN V 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 August 23, 2017 CCI BU No 800642 Page 26 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n It Type Load Moment Moment No. Comb. K kip-ft kip-ft Max. Mx 14 8.65 0.21 0.01 Max. My 16 -13.75 -0.11 -0.04 Max. Vy 14 0.05 0.21 0.01 Max. Vx 16 0.01 0.00 0.00 T6 160 - 140 Leg Max Tension 15 272.11 -13.13 -0.45 Max. Compression 18 -300.92 16.75 -0.10 Max. Mx 14 268.47 -17.19 -0.49 Max. My 24 -12.19 -0.54 23.59 Max. Vy 6 0.81 -17.08 0.11 Max. Vx 24 -1.11 -0.54 23.59 Diagonal Max Tension 15 22.91 0.00 0.00 Max. Compression 2 -24.96 0.00 0.00 Max. Mx 14 19.54 0.82 -0.01 Max. My 2 -24.58 -0.24 0.10 Max. Vy 2 -0.12 0.82 0.01 Max. Vx 2 -0.01 0.00 0.00 T7 140 - 120 Leg Max Tension 15 338.35 -17.06 -0.48 Max. Compression 18 -377.53 22.43 -0.03 Max. Mx 2 -376.94 22.49 0.33 Max. My 24 -14.09 -0.54 23.59 Max. Vy 6 1.91 -21.36 0.04 Max. Vx 24 1.83 -0.54 23.59 Diagonal Max Tension 4 25.16 0.00 0.00 Max. Compression 4 -25.00 0.00 0.00 Max. Mx 18 21.11 0.81 -0.07 Max. My 24 21.79 0.68 0.10 Max. Vy 18 -0.12 0.81 -0.07 Max. Vx 24 -0.01 0.00 0.00 TS 120 - 100 Leg Max Tension 15 395.52 -21.54 -0.38 Max. Compression 18 -441.96 15.13 -0.05 Max. Mx 2 -439.80 22.49 0.33 Max. My 24 -19.47 -0.59 22.29 Max. Vy 3 0.97 22.47 0.34 Max. Vx 24 -1.08 -0.59 22.29 Diagonal Max Tension 4 26.87 0.00 0.00 Max. Compression 4 -27.47 0.00 0.00 Max. Mx 2 18.11 0.78 0.05 Max. My 2 -26.15 -0.07 0.06 Max. Vy 2 -0.12 0.78 0.05 Max. Vx 2 -0.01 0.00 0.00 T9 100 - 80 Leg Max Tension 15 459.65 -15.44 -0.44 Max. Compression 18 -514.77 20.50 -0.03 Max. Mx 2 -513.79 20.53 0.32 Max. My 24 -20.87 -0.59 22.29 Max. Vy 3 -0.87 20.45 0.33 Max. Vx 24 1.11 -0.59 22.29 Diagonal Max Tension 4 27.85 0.00 0.00 Max. Compression 4 -27.96 0.00 0.00 Max. Mx 18 22.33 0.73 -0.06 Max. My 24 24.13 0.65 0.09 Max. Vy 18 -0.12 0.73 -0.06 Max. Vx 24 -0.01 0.00 0.00 T10 80 - 60 Leg Max Tension 15 518.90 -19.16 -0.37 Max. Compression 18 -582.56 17.70 -0.04 Max. Mx 2 -579.52 20.53 0.32 Max. My 24 -26.34 -0.70 21.92 Max. Vy 3 0.74 20.45 0.33 Max. Vx 24 -1.09 -0.70 21.92 Diagonal Max Tension 4 28.36 0.00 0.00 Max. Compression 4 -28.56 0.00 0.00 Max. Mx 18 22.39 0.65 -0.05 Max. My 24 24.45 0.61 0.07 Max. Vy 14 0.12 0.63 -0.06 Max. Vx 24 -0.01 0.00 0.00 T11 60-40 Leg Max Tension 15 576.56 -18.11 -0.38 Max. Compression 18 -649.02 20.75 -0.02 Max. Mx 2 -647.61 20.76 0.19 Max. My 24 -27.37 -0.70 21.92 Max. Vy 2 -0.72 20.76 0.19 tnxTower Report - version 7.0.5.1 245 Ft Sell Support Tower Structural Analysis Project Number 17QLBL140O, Application 401314, Revision 0 August 23, 2017 CCI BU No 800642 Page 27 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max. Vx 24 1.25 -0.70 21.92 Diagonal Max Tension 4 29.52 0.00 0.00 Max. Compression 4 -29.95 0.00 0.00 Max. Mx 18 22.83 0.68 -0.05 Max. My 12 -19.07 0.05 -0.07 Max. Vy 14 0.13 0.67 -0.06 Max. Vx 12 0.01 0.00 0.00 T12 40 - 20 Leg Max Tension 15 634.77 -18.88 -0.23 Max. Compression 18 -717.19 19.63 -0.07 Max. Mx 14 625.67 -21.35 -0.74 Max. My 24 -33.64 -1.37 40.31 Max. Vy 6 0.70 -21.28 0.07 Max. Vx 24 -2.11 -1.37 40.31 Diagonal Max Tension 4 29.31 0.00 0.00 Max. Compression 4 -29.11 0.00 0.00 Max. Mx 14 19.44 0.72 -0.05 Max. My 2 -24.73 0.18 0.09 Max. Vy 14 0.14 0.72 -0.05 Max. Vx 2 -0.01 0.00 0.00 T13 20 - 0 Leg Max Tension 15 685.49 -21.01 -0.72 Max. Compression 18 -776.28 0.00 -0.00 Max. Mx 14 677.43 -21.35 -0.74 Max. My 24 -34.30 -1.37 40.31 Max. Vy 6 -1.60 -21.28 0.07 Max. Vx 24 2.58 -1.37 40.31 Diagonal Max Tension 4 31.98 0.00 0.00 Max. Compression 2 -33.27 0.00 0.00 Max. Mx 16 7.90 1.27 -0.16 Max. My 24 27.44 1.11 0.23 Max. Vy 16 -0.21 1.27 -0.16 Max. Vx 24 -0.02 0.00 0.00 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Leg C Max. Vert 18 812.10 76.41 -44.13 Max. H. 18 812.10 76.41 -44.13 Max. H. 5 -641.98 -59.71 39.36 Min. Vert 7 -710.51 -67.81 39.16 Min. H. 7 -710.51 -67.81 39.16 Min. H. 18 812.10 76.41 -44.13 Leg B Max. Vert 10 808.00 -77.27 -42.47 Max. H. 23 -713.03 68.69 37.74 Max. H. 23 -713.03 68.69 37.74 Min. Vert 23 -713.03 68.69 37.74 Min. H. 10 808.00 -77.27 -42.47 Min. H. 10 808.00 -77.27 -42.47 Leg A Max. Vert 2 810.54 -1.85 88.33 Max. H. 19 -360.55 5.62 -40.11 Max. H, 2 810.54 -1.85 88.33 Min. Vert 15 -715.44 1.65 -78.53 Min. H. 8 36.08 -5.69 3.25 Min. H. 15 -715.44 1.65 -78.53 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M. Moment M. K K K kin-ft kio-ft kio-ft tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL140O, Application 401314, Revision 0 August 23, 2017 CC/ BU No 800642 Page 28 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M. Moment, M. K K K kip-ft kip-ft kip-ft Dead Only 92.78 -0.00 0.00 24.52 44.13 0.00 1.2 Dead+1.6 Wind 0 deg - 111.34 0.00 -137.37 -18754.57 48.50 -87.43 No Ice 0.9 Dead+1.6 Wind 0 deg - 83.50 0.00 -137.37 -18761.92 35.27 -87.43 No Ice 1.2 Dead+1.6 Wind 30 deg - 111.34 68.82 -119.47 -16288.25 -9333.29 -46.37 No Ice 0.9 Dead+1.6 Wind 30 deg - 83.50 68.82 -119.47 -16295.61 -9346.53 -46.37 No Ice 1.2 Dead+1.6 Wnd 60 deg - 111.34 112.75 -65.25 -8975.18 -15474.35 -0.68 No Ice 0.9 Dead+1.6 Wind 60 deg - 83.50 112.75 -65.25 -8982.53 -15487.59 -0.68 No Ice 1.2 Dead+1.6 Wind 90 deg - 111.34 137.64 -0.00 24.97 -18711.83 44.64 No Ice 0.9 Dead+1.6 Wind 90 deg - 83.50 137.64 -0.00 17.62 -18725.07 44.64 No Ice 1.2 Dead+1.6 Wind 120 deg 111.34 118.69 68.68 9417.56 -16147.57 87.64 - No Ice 0.9 Dead+1.6 Wind 120 deg 83.50 118.69 68.68 9410.21 -16160.80 87.64 - No Ice 1.2 Dead+1.6 Wind 150 deg 111.34 68.82 119.47 16342.65 -9325.59 103.02 - No Ice 0.9 Dead+1.6 Wind 150 deg 83.50 68.82 119.47 16335.29 -9338.83 103.02 - No Ice 1.2 Dead+1.6 Wind 180 deg 111.34 -0.00 130.50 18030.91 57.40 81.90 - No Ice 0.9 Dead+1.6 Wind 180 deg 83.50 -0.00 130.50 18023.56 44.16 81.90 - No Ice 1.2 Dead+1.6 Wind 210 deg 111.34 -68.82 119.47 16347.09 9439.20 46.37 - No Ice 0.9 Dead+1.6 Wind 210 deg 83.50 -68.82 119.47 16339.74 9425.96 46.37 - No Ice 1.2 Dead+1.6 Wind 240 deg 111.34 -118.69 68.69 9425.27 16257.92 0.66 - No Ice 0.9 Dead+1.6 Wind 240 deg 83.50 -118.69 68.69 9417.91 16244.68 0.66 - No Ice 1.2 Dead+1.6 Wind 270 deg 111.34 -137.64 0.00 33.87 18817.74 44.64 - No Ice 0.9 Dead+1.6 Wind 270 deg 83.50 -137.64 0.00 26.51 18804.50 44.64 -No Ice 1.2 Dead+1.6 Wind 300 deg 111.34 -112.74 -65.25 -8967.47 15575.81 -82.09 - No Ice 0.9 Dead+1.6 Wind 300 deg 83.50 -112.74 -65.25 -8974.83 15562.57 -82.09 - No Ice 1.2 Dead+1.6 Wind 330 deg 111.34 -68.82 -119.47 -16283.80 9431.49 -103.02 - No Ice 0.9 Dead+1.6 Wind 330 deg 83.50 -68.82 -119.47 -16291.16 9418.26 -103.02 - No Ice Dead+Wind 0 deg - Service 92.78 0.00 -21.46 -2910.48 43.43 -13.66 Dead+Wind 30 deg - Service 92.78 10.75 -18.67 -2525.12 -1422.47 -7.25 Dead+Wnd 60 deg - Service 92.78 17.62 -10.20 -1382.45 -2382.01 -0.11 Dead+Wind 90 deg - Service 92.78 21.51 -0.00 23.82 -2887.87 6.98 Dead+Wind 120 deg - 92.78 18.55 10.73 1491.41 -2487.20 13.69 Service Dead+Wind 150 deg - 92.78 10.75 18.67 2573.46 -1421.27 16.10 Service Dead+Wind 180 deg - 92.78 -0.00 20.39 2837.26 44.82 12.80 Service Dead+Wind 210 deg - 92.78 -10.75 18.67 2574.16 1510.73 7.25 Service Dead+Wind 240 deg - 92.78 -18.55 10.73 1492.62 2576.15 0.10 Service Dead+Wind 270 deg - 92.78 -21.51 0.00 25.21 2976.12 -6.98 Service Dead+Wind 300 deg - 92.78 -17.62 -10.20 -1381.25 2469.57 -12.83 Service Dead+Wind 330 deg - 92.78 -10.75 -18.67 -2524.42 1509.52 -16.10 tnxTower Report - version 7.0.5.1 y W N+OfO LO TOIAWN+ O A OI Ot+NAm000NAA m O OOOOONAWOOONA O 00000++NWWA(TO O �• O+Wll1 b1NJW0(OWO]+�NO VOOAmOWmAtN.»m� �'? j W W W W W W W W W W W W W O O p CD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 OO++++NIJ NIJ y 1"' W O�NONAtADm V A V m � p V +NOV(OW VOW+V A .� U) CO) 000000000000o y o 000cooc00000 � O O O O O O O+++ N N N ONWAOI Vto+ tp +fTWWNOfV�VdAOImJ H �5,. Q. � W W W W W W W N N N N N N N N N N++++++++++ O�tIiAWN+OfOWVO)(TAWN+OtOWVOtTAWN+O tO 0oJ O1 tnAWN+ Pa CT� 2Cl) p' c m _ V Ol O O W V O m N N V V W 0 0 0 m m W W V V N N w w 0 0 0 T� V O W N�N(VTO UVitNT�NWONNAAAAtWO tmpNNOONNtp �OAAIVT (VTNN000 O y � N � A O n O f/1 or mmmmm�o io mio�mao�b��ao ;W�m�m�m�m�'w �N�m�'W Rio a -I nn N NNNNNNNNNNW+W+W+W+fJ �4]+W,_.W+W+41+fJ+lJ+NZ�� V VVJJ �I %IJJVVrn' N' W' VtN' U• N• N' N' Uf' Vt' tT' J 'Cp �C pi W WpJ pJWWWpJNN610O�OpOpOpOpOpO�OpOpOpOpW p +n O aR N A y y p�OWOWOOpW+Ip(ON�OOmWO(000tO ��ofT IO fOVVOT�� Cl)o .VI � NOJAWOIV OIJ OI A' NNOOOmAAtT IT taAo00ONIJ' p p W V f D V W O o V O 1 A A N O f O t O W Co 0 o O N A A Gl W V V O O V J N O .� J V V V V V .Zl rt" m G N Q -a�m m N(1�J00 W V OOm W NNpVp�� V W W W COJ JNNM W Q0 ofVIiN�NWoNNAAAAtWO k N+NIT fmONNOpNNtOp tOpAAUVi VViNN00 3 y � p1 O y OO O W OW O�OW���mmOO�m++W4].�+WmOOmmtp tOVV� f0 f0 O O t0 l0 . xN 00 W V O V W 0O V mAA(NINmoolmAA inVt MmOO W OAA W f.Jp V V J J o o V V V V V J 0000a000a0000000000aa000a000000000ao oopoop00000000000p0000p00000000000pp I11 n mz 0oo00op00000000000000op0000000000000 � Arno N A Z N V August 23, 2017 245 Ft Self Support Tower Structural Analysis CC/ BU No 800642 Project Number 17QLBL140O, Application 401314, Revision 0 Page 30 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature It Comb. in ° it 245.00 Beacon 34 6.161 0.2484 0.0263 386159 242.50 Platform Extension 34 6.030 0.2481 0.0262 386159 220.00 (2) ADF01820-3333B-XDM w/ 34 4.871 0.2341 0.0224 54722 Mount Pipe 200.00 (2) 800 10723K w/ Mount Pipe 34 3.923 0.2073 0.0178 43368 128.00 APXVSPP18-C wl Mount Pipe 33 1.475 0.1115 0.0086 53925 125.00 Sidemarker 33 1.404 0.1083 0.0083 55549 Maximum Tower Deflections -Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. T1 245 - 240 38.810 18 1.5591 0.1684 T2 240 - 220 37.166 18 1.5549 0.1662 T3 220 - 200 30.706 18 1.4713 0.1435 T4 200 - 180 24.759 16 1.3034 0.1140 T5 180 -160 19.493 16 1.1385 0.0922 T6 160 - 140 14.981 16 0.9421 0.0746 T7 140 -120 11.253 16 0.7837 .0.0617 T8 120 - 100 8.164 16 0.6496 0.0504 T9 100 - 80 5.623 16 0.5095 0.0403 T10 80 - 60 3.635 16 0.3918 0.0309 T11 60 - 40 2.087 16 0.2920 0.0221 T12 40 - 20 0.953 16 0.1904 0.0136 T13 20 - 0 0.235 16 0.0866 0.0056 Critical Deflections and Radius of Curvature Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature it Comb. in ft 245.00 Beacon 18 38.810 1.5591 0.1684 64968 242.50 Platform Extension 18 37.987 1.5575 0.1674 64968 220.00 (2) ADFD1820-3333B-XDM w/ 18 30.706 1.4713 0.1435 8883 Mount Pipe 200.00 (2) 800 10723K w/ Mount Pipe 16 24.759 1.3034 0.1140 6902 128.00 APXVSPPI8-C w/ Mount Pipe 16 9.332 0.7034 0.0548 8577 125.00 Sidemarker 16 8.884 0.6835 0.0531 8835 Bolt Design Data Section Elevation Component Bolt Boft Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Loadper Load Load Ratio it in Bolts Bolt K A1lowable K T1 245 Leg A325N 0.8750 6 1.08 40.59 0027 i/ 1 Bolt Tension Diagonal A325N 0.6250 1 4.22 12.43 0.340 / 1 Bolt Shear Top Girt A325N 0.6250 1 1.45 12.43 0.116 6/ 1 Bolt Shear T2 240 Leg A325N 0.8750 6 8.86 40.59 0.218 1 Bolt Tension Diagonal A325N 0.6250 1 7.19 12.43 �i// 0.579 v 1 Bolt Shear tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL14OO, Application 401314, Revision 0 August 23, 2017 CCI BU No 800642 Page 31 Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable criteria No. Type Grade Of Load per Load Load Ratio It in Bolts Bolt K Allowable K Top Girt A325N 0.6250 1 0.16 12.43 0.013 ✓ 1 Bolt Shear T3 220 Leg A325N 0.7500 18 5.82 29.82 0.195 ✓ 1 Bolt Tension Diagonal A325N 0.6250 2 6.03 1224 0.493 ✓ 1 Member Block Shear Top Girt A325N 0.6250 2 0.10 1224 ✓ 1 Member Block 0.008 Shear T4 200 Leg A325N 0.7500 18 9.49 29.82 0.318 1 Bolt Tension Diagonal A325N 0.6250 2 7.10 1224 ✓ 1 Member Block 0.580 Shear T5 180 Leg A325N 0.8750 18 13.15 40.59 0.324 ✓ 1 Bolt Tension Diagonal A325N 0.6250 2 7.69 12.43 0.619 ✓ 1 Boll Shear T6 160 Leg A325N 0.8750 18 15.12 40.59 0.372 ✓ 1 Bolt Tension Diagonal A325N 0.7500 2 12.48 17.89 0.697 ✓ 1 Bolt Shear T7 140 Leg A325N 0.8750 18 18.80 40.59 0.463 ✓ 1 Boll Tension Diagonal A325N 0.7500 2 12.58 17.89 0.703 ✓ 1 Boll Shear T8 120 Leg A325N 0.8750 18 21.97 40.59 0.541 ✓ 1 Bolt Tension Diagonal A325N 0.7500 2 13.73 17.89 0.768 ✓ 1 Bolt Shear T9 100 Leg A325N 1.0000 18 25.54 53.01 1 Bolt Tension 0.482 Diagonal A325N 0.7500 2 13.98 17.89 0.781 ✓ 1 Bolt Shear T10 80 Leg A325N 1.0000 18 28.83 53.01 0.544 ✓ 1 Bolt Tension Diagonal A325N 0.7500 2 14.28 17.89 0.798 ✓ 1 Boll Shear T11 60 Leg A325N 1.0000 18 32.03 53.01 0.604 ✓ 1 Bolt Tension Diagonal A325N 0.7500 2 14.97 17.89 0.837 ✓ 1 Bolt Shear T12 40 Leg A325N 1.1250 18 35.27 58.71 0.601 ✓ 1 Boll Tension >1„ Diagonal A325N 0.7500 2 14.66 17.89 0.819 ✓ 1 Bolt Shear T13 20 Diagonal A325N 0.7500 2 16.63 17.89 0.930 ✓ 1 Bolt Shear Compression Checks Leg Design Data (Compression) Section Elevation Size L L KI1r A P„ QP„ Ratio No. P. It It ft in2 K K gyp„ Tt 245 - 240 2 112 5.00 5.00 96.0 4.9087 -8.55 112.60 0.076' K=1.00 T2 240-220 2112 20.00 5.00 96.0 4.9087 -58.44 112.60 0.519' K=1.00 V T3 220-200 15TL1.5xll2x5/8 20.03 10.02 40.0 5.3014 -117.49 212.23 0.554 ' K=1.00 II/ T4 200- 180 15TL1.75xl/2x5/8 20.03 10.02 34.3 7.2158 -190.74 297.97 0.640' K=1.00 II/ T5 180 - 160 15TL1.75xl/2x5/8 20.03 10.02 34.3 7.2158 -262.48 297.97 0.881 ' K=1.00 T6 160 -140 18TL2x5/8x3/4 20.03 20.03 48.0 9.4248 -300.92 362.90 0.829, K=1.00 V T7 140 -120 18TL2.25x5/8x3/4 20.03 20.03 42.7 11.928 -377.53 476.08 0.793' K=1.00 2 V tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 August 23, 2017 CCI BU No 800642 Page 32 Section Elevation Size L L„ KUr A P. QP„ Ratio No. P., ins K K=1.00 2 T9 100- 80 18TL2.5x5/8x3/4 20.03 20.03 38.4 14.726 -514.77 603.04 0.854 ' K=1.00 2 V T10 80- 60 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.818 -582.56 743.67 0.783 ' K=1.00 7 V T11 60 -40 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.818 -649.02 743.67 0.873 ' • K=1.00 7 t/ T12 40 -20 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.818 -717.19 743.67 0.964' . K=1.00 7 V T13 20 - 0 18TL3x314x7/8 20.03 20.03 32.5 21.205 -776.28 895.57 0.867' K=1.00 7 1/ 1 P„ / ¢P„ controls Truss -Leg Diagonal Data Section Elevation Diagonal Size La KI/r �P A K ¢V Stress No. it it K 0 K K Ratio T3 220 -200 0.5 1.68 137.2 238.57 0.1963 1.42 2.89 0.491 T4 200 - 180 0.5 1.67 136.1 324.71 0.1963 2.21 2.93 0.7J55 Y T5 180 - 160 0.5 1.67 136.1 324.71 0.1963 1.76 2.93 0.600 T6 160 - 140 0.625 2.40 156.9 430.59 0.3068 1.11 2.93 0.379 T7 140 -120 0.625 2.39 156.2 544.96 0.3068 1.93 2.96 0.652 T8 120 -100 0.625 2.39 156.2 544.96 0.3068 1.10 2.96 0.372 T9. 100 - 80 0.625 2.38 155.4 672.79 0.3068 1.12 2.98 0.375 T10 80 - 60 0.625 2.37 154.7 814.08 0.3068 1.09 3.01 0.363 Y T11 60 -40 0.625 2.37 154.7 814.08 0.3068 1.26 3.01 0.419 T12 40 -20 0.625 2.37 154.7 814.08 0.3068 2.11 3.01 0.702 T13 20 - 0 0.75 2.36 128.3 968.83 0.4418 2.59 6.30 0.410 V . Diagonal Design Data Compression .......... Section Elevation Size L L„ MY A P„ Ratio No. P. It it It W K K mp„ T1 245-240 L2 1/2x2 1/2x1/4 7.81 3.63 96.6 1.1900 -4.22 25.73 0.164r K=1.09 T2 240 -220 L2 1/2x2 1/2x1/4 7.81 3.63 96.6 1.1900 -7.19 25.73 0.279 ' K=1.09 V T3 220-200 L&W/4 12.50 5.41 112.3 1.4400 -12.00 25.28 0.475' K=1.02 T4 200 - 180 L3x3xl/4 13.80 6.14 123.4 1.4400 -14.20 21.35 0.665' tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 August 23, 2017 CC/ BU No 800642 Page 33 Section No. Elevation It Size L ft L R KI1r A in2 P, K �P K Ratio P p K=0.99 i % T5 180 -160 L3 112x3 1/2x1/4 14.50 6.56 115.0 1.6900 -15.37 28.53 0.539 ' K=1.01 V/ T6 160 - 140 L5x5x3/8 23.86 11.23 132.4 3.6100 -24.96 46.56 0.536' K=0.97 V/ T7 140 - 120 L5x5x3/6 25.01 11.85 138.0 3.6100 -25.00 42.80 0.584' K=0.96 T8 120- 100 L5x5x3/8 26.26 12.50 144.1 3.6100 -27.47 39.29 0.699, K=0.95 V/ T9 100 -80 L5x5x3/8 27.59 13.19 150.5 3.6100 -27.96 36.02 0.776 ' K=0.94 V/ T10 80-60 L5x5x3/8 29.01 13.92 157.2 3.6100 -28.56 33.02 0.865' K=0.93 T11 60 -40 L5x5x3/8 30.49 14.67 164.1 3.6100 -29.95 30.28 0.989 ' K=0.92 V/ T12 40-20 L5x5x3/8 32.02 15.45 171.3 3.6100 -29.11 27.79 1.047 ' K=0.91 x 4.8.1 (1,05 CR) -152 T13 20 - 0 L6x6x7116 33.61 16.25 153.5 5.0600 -33.27 48.53 0.686 ' K=0.94 V/ ' P v / �P, Controls Top Girt Design Data (Compression)__ Section Elevation Size L L„ MY A P. OP Ratio No. P ft It it in? K K , P_ K=1.58 f✓ T2 240-220 L6x6x7/16 6.00 5.52 87.8 5.0600 -0.00 121.28 0.000' K=1.58 VI T3 220 -200 L3x3xl/4 6.00 6.36 114.4 1.4400 -0.16 24.53 0.006 ' K=1.05 V/ 1 P„ / �P, Controls Tension Checks Leg Design Data (Tension) Section Elevation Size L L. KI/r A P Ratio No. P ft ft it W K K hp- T2 240 - 220 2 112 20.00 6.00 96.0 4.9087 53.16 220.89 0.241 ' T3 220-200 15TL1.5x1/2x5/8 20.03 10.02 40.0 5.3014 104.68 238.57 0.439' T4 200 -180 15TL1.75xl/2x5/8 20.03 10.02 34.3 7.2158 170.89 324.71 0.526 ' V tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 August 23, 2017 CC/ BU No 800642 Page 34 Section Elevation Size L L. KUr A P. mP Ratio No. P it 15TL7. It It in' K K T6 160 - 140 18TL2x5/8x3/4 20.03 20.03 48.0 9.4248 272.11 430.59 0.63'2' Y T7 140 - 120 18TL2.25x5/8x3/4 20.03 20.03 42.7 11.928 338.35 544.96 0.621 ' 2 T8 120 - 100 18TL2.25x5/8x3/4 20.03 20.03 42.7 11.928 395.52 544.96 0.726' 2 V! T9 100- 80 18TL2.5x5/8x3/4 20.03 20.03 38.4 14.726 459.65 672.79 0.683' 2 V T10 80- 60 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.818 518.90 814.08 0.637' 7 T11 60- 40 18TL2.754/84/4 20.03 20.03 34.9 17.818 576.56 814.08 0.708' 7 T12 40 - 20 18TL2.75x5/8x3/4 20.03 20.03 34.9 17.818 634.77 814.08 0.780' 7 V/ T13 20-0 18TL3x314x7/8 20.03 20.03 32.5 21.205 685.49 968.83 0.708' 7 V/ I P u / �P„ controls Truss -Leg Diagonal Data Section Elevation Diagonal Size Le KUr QF A V 0V Stress No. It ft K in2 K K Ratio T3 220 -200 0.5 1.68 137.2 238.57 0.1963 1.42. 2.89 0.491 T4 200 - 180 0.5 1.67 136.1 324.71 0.1963 2.21 2.93 0.755 T5 180 - 160 0.5 1.67 136.1 324.71 0.1963 1.76 2.93 0.600 T6 160 - 140 0.625 2.40 156.9 430.59 0.3068 1.11 2.93 0.379 T7 140 - 120 0.625 2.39 156.2 544.96 0.3068 1.93 2.96 0.652 TB 120 -100 0.625 2.39 156.2 544.96 0.3068 1.10 2.96 0.372 T9 100 -80 0.625 2.38 155.4 672.79 0.3068 1.12 2.98 0.375 T10 80 -60 0.625 2.37 154.7 814.08 0.3068 1.09 3.01 0.363 T11 60 -40 0.625 2.37 154.7 814.08 0.3068 1.26 3.01 0.419 Y T12 40 - 20 0.625 2.37 154.7 814.08 0.3068 2.11 3.01 0.702 Y T13 20 - 0 0.75 2.36 128.3 968.63 0.4418 2.59 6.30 0.410 V Diagonal Design Data (Tension) Section Elevation Size L L„ KUr A P. r P„ Ratio No. P. ft ft It & K K 15 T1 245-240 L21/2x2112x1/4 7.81 3.63 58.8 0.7519 4.03 36.80 0.110r tnxTower Report - version 7.0.5.1 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 August 23, 2017 CC/ BU No 800642 Page 35 Section Elevation Size L L„ KUr A P„ QP„ Ratio No. P It R ft in' K K e,a T2 240-220 L21/2x21/2xl/4 7.81 3.63 58.8 0.7519 7.13 36.80 0.194' T3 220-200 L3x3xl/4 12.50 5.41 72.6 0.9394 12.07 45.98 0.262' T4 200-180 L3x3xt14 13.80 6.14 82.0 0.9394 14.20 46.98 0.309' T5 180-160 L31/2x31/2x1/4 14.50 6.56 74.5 1.1269 15.04 55.16 0.273' T6 160-140 L5x5x3/8 23.86 11.23 88.3 2.4614 22.91 120.49 0.190' T7 140 - 120 L5x5x3/8 25.01 11.85 93.0 2.4614 25.16 120.49 0.209' TB 120 - 100 L5x5x3/8 26.26 12.50 98.0 2.4614 26.87 120.49 0.223' T9 100 - 80 L5x5x3/8 27.59 13.19 103.3 2.4614 27.85 120.49 0.231 ' T10 80-60 L5x5x3/8 29.01 13.92 108.9 2.4614 28.36 120.49 0.235' T11 60-40 L5x5x3/8 30.49 14.67 114.7 2.4614 29.52 120.49 0.245' T12 40- 20 L5x5x3/8 32.02 15.45 120.7 2.4614 29.31 , 120.49 0.243 ' 4.8.1 (1.04 CR) - 153 T13 20- 0 L6x6x7/16 33.61 16.25 105.8 3.5079 31.98 171.71 0.186 ' ' P„ /@P Controls Top Girt Design Data (Tension) Ratio Section Elevation Size L L„ KUr A P„ �P„ No. P. @ R R in2 K K 4p� T1 245 - 240 L6x6x7l16 6.00 5.52 37.2 3.5489 1.45 173.72 0.008 � 11,/ T2 240 -220 L6z6x7/16 6.00 5.52 37.2 3.5489 0.16 173.72 0.001 ' T3 220 -200 L3x3x1/4 6.00 5.36 74.7 0.9394 0.19 45.98 0.004 ' ' P„ l �P, Controls Section Capacity Table __.. Section Elevation Component Size Critical P 6P� % Pass No. R Type Element K K Capacity Fail T1 245-240 Leg 21/2 1 -8.55 112.60 7.6 Pass T2 240-220 Leg 21/2 15 -58.44 112.60 51.9 Pass T3 220-200 Leg 15TL1.5x1/2x5/8 45 -117.49 212.23 55.4 Pass T4 200 - 180 Leg 15TL1.75x1/2x5/8 61 -154.28 297.97 75.5 Pass T5 180 - 160 Leg 15TL1.75x1/2x5/8 76 -262.48 297.97 88.1 Pass T6 160 - 140 Leg 18TL2x5/8x3/4 91 -300.92 362.90 82.9 Pass T7 140 - 120 Leg 18TL2.25x5/8x3/4 100 -377.53 476.08 79.3 Pass TS 120 - 100 Leg 18TL2.25x518x3/4 109 -441.96 476.08 92.8 Pass tnxTower Report - version 7.0.5.1 I�N�O ^ R � N p UI N a N N N N N N N N Q N� N N Ul N N N N N N N N N N N IA N N N N N N N N N N N N N N N N N N N N N N N N N Iq N N N 41 Z m N N N 10 N N N aaaaaa a N N N a as N a w a N N a a 10 N N m aaaa N a lC a N N N a as N N N a a a �m U u v M M `.m-. r. arc iamd(m6 c�d iN.: q.Q qn rIvn Mof (nmcmrnIn orovi� r•a-i•.ma omca?E6 aLc;r wr .- U N o enrrrm M OOOOMr 1� N INm N M1A fD N O m m N N O Nt00)M ONrIO N n N N C U2 Y a0 OVQV0�f 0 n ( G nm L-N JON�m FOnN U n W"MN m O On f0 O. O O r f0 Oi mlh�n U0 C) m d�[ 4c 6r�6N . .. N Vh . O MC—ry n I? In lq l.r , N N N N N N Nn G c chid a E mn VO ��O�� N mw rn r co in nvwN � v0 a ,� UW o aagam� a e OX FR e2X N N V s N W M N m W O W mt mf t0 Y 4n w N in 'o n In lv� � j h �Ny �y cKi m ` i+> m vKi c� uKi c> uxi c� ix x n v%i n � n m m I X N h N to bNHJ �uyKi {uxi `l7 JJJJF- thN tC tJXO tJKO M W J M J J �1 ^ yo 1p o e� Q m m m m N m m m N N m m 4 C 0 c m C o ❑ 0 ❑ c 0 0 c 0 C 0 C 0 ❑ 0 c c c c 0 0 0 0 U` (JQ 0. �. EF, JJJJJ Ot m OI m OI m OI OI mm Ol m OI m O) m Of m rnv1010) mmmm 2 o ¢ 0 6 0 O O O 00 O O O 00�0 (70 U N ^ 3m O J Z'a O O Oy0000V O N O O 0 o OJ (O O �� O O O m 0000 O C' O N O O a W O w V N W l00 V N N a N cl t j N N N N N N N V] Z C o_ _ _ NO mZ WFr F2 r2 N M ?N fD II.� at O) FFFF N M � � Na` � 245 Ft Self Support Tower Structural Analysis ' Project Number 17QLBL1400, Application 401314, Revision 0 APPENDIX B BASE LEVEL DRAWING August 23, 2017 CCI BU No 800642 Page 37 tnxTower Report - version 7.0.5.1 LED A J�1A 1%4' TO 22D Ff IEVEL NSA ID) RI 200 Ff IEVEL 2) ]/4' TD FT LEVEL 12) 1-3/e' M TO 20D FT LEVE1 LED D ( (12) 2) 1-51-0/B' TO 2I5 FT LEVEL O LEG B PWMSED) 1) JJDTO 128 FT IflEL NGT J) 1-3/1J/18' TD 128 Ff IEW. mwr¢s uxr: mowz mtN m: es�sDExL 245 Ft Self Support Tower Structural Analysis Project Number 17QLBL1400, Application 401314, Revision 0 APPENDIX C ADDITIONAL CALCULATIONS August 23, 2017 CC/ BU No 800642 Page 38 tnxTower Report - version 7.0.5.1 Anchor Rod Check for Self Supporting Towers TIA-222-G, Section 4.9.9 Site Data BU#: 800642 ...... _._.... Site Name: I FL WEST MIDWAY A : 1401314 Anchor Rod Data Qty: 6 Diam: 2 lin Rod Material: - Other Strength Fu : 105 ksi Yield F : 81 ksi Rod Circle: in e711 lin `#of Rodsl 11or2 Mu= Pu x e: ft-ki s Enter rod circle, offset (a) and number of anchor rods at the extreme fiber to consider if eccentric load due to leg reinforcement exists. QVA DII A a SECTION A -A SECTION e-9 Detail Type (a) Detail Type (b) rt=0•9a r2•a-moo C ewe O D ��,_ D Cmvo ucmue Ca+ 1 SECTION C-C SECTION D-D Detail Type (c) Detail Type (d) '�'(• O.55 (see Nola I Wmv) Figure 4.4 of TIA-222-G Reactions Eta Factor, 0.55 Detail Type U lift, Pu: 715 Ikips Shear. VuJ 79 _`._ ki s ar: I In Mu = 0.65*lar*V ft-kips Anchor Rod Results: Max Rod (Cu+ Vuiri): 143.1 Kips Allowable Axial, m*Fu*Anet: 210.0 Kips Anchor Rod Stress Ratio: 68.1 If Applicable; Anchor Rod Results with Bendino Considered: When the clear distance from the top of concrete to the bottom of level nut excceeds 1.0 times the diameter of the anchor rod, the following interaction equation shall also be satisfied (see Figure 4-4 of Rev. G): (VJ/ Rnj2+ i(PJf Rn,) + (MJ0R.)i2 < = 1 ¢Rnv $*0.45*Fub*Ab= kips OR,=�*Fu*An,= kips ORn.4*FY*Z= it -kips Maximum Acceptable Ratio: 105 % Governing Stress Ratio: 68.1°/a Pass CCI SST Anchor Rod Check-TIA G-Rev 5 2.2.12 Drilled Pier Foundation SU # : 800642 Site Name: JFL WM App. Number: 401314. TIA-222 Revison: G TowerType:1 Self Support • Comp. Uplift Moment ki ft 01 0 Axial Force (kips) 8121 715 Shear Force (kips .. 88 - -- 79 I`M Concrete Stren th, fc. • 41 ksi Reber Strength, Fv:.i 60 ksi -MM-a•.. De th 50 It Ext. Above Gradel 0.8 it Pier Section 1 From 0.8'ab.. grade to'belowgM a PierDiameterl $ ft Rebar Duantil 26 Reber,' 9 Clear Cover to Ties" .2.9in Tie Size ,- w 4 Soil Lateral Capacity Compression Uplift ":Dr:o t. romTDC 27.81 27.81 SoitSafety Factor 14.38 16.02 Max Moment (kip-ft)l 1565.60 11405.48 " Ratingi 9.2% 1 8.3% Soil Vertical Capacity Compression Uplift Skin .Friction (kips) 990.31 764,26 End Bearing (kips) 718.87 Weight of Concrete(kips) 165.38 124.04 .Total Capacity (kips) 1709.18 888.29 . !Axial (kips) 977.38 715.00 Rating 57.2% 80.5% Reinforced Concrete CapacityCam ression U fi# Criticaf0epth.(ft fromTOD) 28.91 24.77 Critical Momenf(kip-ft) 7560.62 1371.96 Critical: Moment Caoacityl 4855.59 2478.80 " Ratingi 32.1% 1 55.3% Soli Interaction Ratingi 80.6 Structural Foundation Ratingi 55.3% Soil Profile Groundwater Depth 1 6 R #of La ers '10 Layer Top (ft) Bottom (ft) 'Thickness (it) y.�a (pcf) V.�a,.m (pcfl ' Cohesion (ksf) ''Angle of Friction (degrees) calculated' '. Ultimate Skin Friction Comp (� Calculated d Ultimate Skin ' Friction Uplift (ks0. Ultimate Skin- I Friction Comp. - Override (� -• ' Ultimate Skin Friction Uplift Override(ksf) Ultimate :. Bearing Capacity (ksf)" - SPT Blow Count - °• "' Sail Type :1 '1 0 .. +3 3 t 110 150 1. 1 t:0 0 0.000 0.000 e.. . ,: .. Cohesionless 2 3 _ .. 4 1 115 150 .. _31 0.000 .: 0.000 0.29 :. �0.22 Cohesionless '3 4 6 2 . - 110 150 30 0.000 0.000 0.59 :0.53 Cohesionless 4 6. 12 6: 47.6 87.6 r0.8 - 0.440 0.440 - _:0,69 -: 0.69 Cohesive i5 12. '17 5" 147,6 87.6 .. 29: .0.000 .. : 0.000 .. ._ 0.50 0.38 Cohesionless -61 17; 23 6 '.47:6 87.6 'A8' _9t440' OA40 2 41 `0.69 Cohesive 23 " 26 5 62.6 87.6 36 :0:00 ,0:00 1.40 Cohesionless 28 43 15 67:6 87.6 38 0.00 0.00 2.30 1.70 Cohesionless M481- 43! 48 5: 57.6 87.6 :33 - 0.00 .0.00 ._ 1.80 :'.1:30Cohesionle < 50 2 , ". 62,6 87.6 . .. ;36 ;. :0.00 , ' 0.00 ...2:40 ,a. ; ,. 1.80 , .,a33;9 Cohesionless Drilled Pier Foundation (v. 1.0.0) e VELOOMEL iN u1NEErylryv IryryG YATIaN FbI VelM l-6521 M[MYaO e,M@Ck MP616-GR 919.R5.1012-Fax 919.R5.1091 LPILE 2016 Foundation Inputs vlr.voe Is tr e case 3113/20.17 M.rn.Ft ,,e.. 110g:33',= k-ft ' Compression. - 81101 k MomeM.,e: 81142Ai kft" Tension' 715 i k Soil 'layer° Parameters "erGeotechnical 'Thickness 4: •9 • (ki UnitWeight, ,�,..° ° g `:' IPtq Investigation Phi Mgla u. „)) laheslnn ..IPsh Soil „ ,«: ° ° „;: 5n8 Type :' Parameters nRottdyer v{ft) A °...a forLPILE Bottomof, �y� ; IRI ' INPUT 1Mgie1 .._; CI • 1p-1019n °�tnsf) EffetWe Unit Weight, Fp .S n ,�°±'...,; {pc9 I :• 1 3 110 neglect neglect. Sand(Reese) - 0.8 3.8 0.001 110 2 1 115 31 _ - - Sand(Reew) 3.8 4.8 - 31 0 115 3 '2 110 30 Sand(Reese) 4.8 6.8 30 0 110 4 6. 110 '0. 800 Mod. Stiff Claywithout Free Water 6.8 12.8' 0 800. --47.6 5 5 -'110. 29 Sand (Reese) I12.8 17.8 29 0 .47.6 _ 6 :6'. 110. ."..0 ,a800 Mod. Stiff Clay without Free Water - 17.8 23.8. -0 Soo 47.6 7 & '125 36' Sand(Reese) 23.8 28.8 36 0 62.6 8 15 130 13g Sand (Re..) 28.8 43.8 38 0 67.8 9 _5_ 320 _33 Sand (Reese), 43.a 48.8 33 0 57.6 10 1 2' 1 125 1 36 1 1 Sand (Reese) 1 48.8 50.8 -" 36 1 0 62.6 Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data BU#: 800642 Site Name: FL WM App #: 401314 Loads Already Factored For For P DL : 11 1 1.00 Pier Properties Concrete: Pier Diameter = 6.0 - ft Concrete Area = 4071.5 in Reinforcement: Clear Cover to Tie=F--2.9-6-1 in Horiz. Tie Bar Size= . 4 Vert. Cage Diameter = 5.34 ft Vert. Cage Diameter= 64.07 in Vertical Bar Size =0_ Bar Diameter = 1.13 in Bar Area = 1 in Number of Bars = As Total= 26 in As/ Aconc, Rho: 0.0064 0.64% ACI 10.5 , ACI 21.10.4, and IBC 1810. Min As for Flexural. Tension Controlled. Shafts: (3)'(Sq rt(f c)/Fy: 0.0032 200 / Fy: 0.0033 Minimum Rho Check: Actual Req'd Min. Rho: 0.33% Flexural Provided Rho:l 0.64% JOK Ref. Shaft Max Axial Capacities, $ Max(Pn or Tn): Max Pu = (9=0.65) Pn. Pn per ACI 318 10-2) 7963.65 ]kips at Mu=((�=0.65)Mn= 1 4160.22 ft-kips Max Tu, ((p=0.9) Tn = 1 1404 1kips at Mu=¢=(0.90)Mn= 1 0.00 ft-kips Maximum Shaft Superimposed Forces TIA Revision: Max. Factored Shaft Mu: Max. Factored Shaft Pu: Max Axial Force Type:. G ft-kips (' Note) kips 1108.33 812.:— .Comp. • Note: Max Shaft Superimposed Moment does not necessarily equal to the shaft top reaction moment Load Factor Shaft Factored Loads 1.00 Mu: Pu: 1108.33 ft-kips kips 1.00 812 Concrete Comp. strength, fc= +4000 psi Reinforcement yield strength, Fy =1-60 Iksi Reinforcing Modulus of Elasticity, E = 29000 .... ksi Reinforcement yield strain = 0.00207 Limiting compressive strain ACI318 Code 'Solve <_ Press Upon Completing All Input Run Results: Governing Orientation Case: 2 Case 1 MrU Case 2 Dist. From Edge to Neutral Axis: 14.59 in Extreme Steel Strain, et: 0.0109 ct > 0.0050, Tension Controlled Reduction Factor,(p: 0.900 Output Note: Negative Pu=Tension For Axial Compression, (p Pn = Pu: 730.80 kips Drilled Shaft Moment Capacity, cpMn: 5032.84 ft-kips Drilled Shaft Superimposed Mu: 1108.33 ft-kips (Mu/WMn, Drilled Shaft Flexure CSR: Drilled —Shaft —Moment —Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 8/23/2017 Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data BUM 800642 Site Name: FL WM App #: 401314 Loads Already Factored For For P DL): 00 11 1.00 Pier Properties Concrete: Pier Diameter = 6.0 ft Concrete Area = 4071.5 in Reinforcement: Clear Cover to Tie= 2.'90 in Horiz. Tie Bar Size= 4 Vert. Cage Diameter = 5.34 ft Vert. Cage Diameter = 64.07 in Vertical Bar Size =0 Bar Diameter = 1.13 in Bar Area = 1 in' Number of Bars = 26 As Total= 26 in A s/ Aconc, Rho: 0.0064 0.64% ACI 10.5 , ACI 21.10.4, and IBC 1810. Min As for Flexural. Tension Controlled, Shafts: (3)"(Sq rt(f c)/Fy: 0.0032 200 / Fy: 0.0033 Minimum Rho Check: Actual Req'd Min. Rho: 0.33% Flexural Provided Rho:j 0.64% JOK Ref. Shaft Max Axial Capacities. d) Max(Pn or TO Max Pu = ((p=0.65) Pn. Pn per ACI 318 (10-2) 7963.65 kips at Mu=(d,=0.65)Mn= 1 4160.22 ft-kips Max Tu, =0.9) Tn = 1 1404 kips at Mu=(�=(0.90)Mn= 1 0.00 ft-kips Maximum Shaft Superimposed Forces TIA Revision: Max. Factored Shaft Mu: Max. Factored Shaft Pu: Max Axial Force Type: G ft-kips (" Note) kips 811.12: 715 , Tension` " Note: Max Shaft Superimposed Moment does not necessarily equal to the shaft top reaction moment Load Factor Shaft Factored Loads 1.00 Mu: 1 Pu: 811.12 ft-kips 1 kips 1.00 715 Material Concrete Comp. strength, fc = 4000 psi Reinforcement yield strength, Fy =I 60 a ksi Reinforcing Modulus of Elasticity, E = 29000 ksi Reinforcement yield strain = 0.00207 Limiting compressive strain = 0 003 ACI 318 Code Solve <— Press Upon Completing All Input Run Results: Governing Orientation Case: 2 Case 1 Dist. From Edge to Neutral Axis: 6.57 in Extreme Steel Strain, Et: 0.0279 et > 0.0050, Tension Controlled Reduction Factor,(p: 0.900 Output Note: Negative Pu=Tension For Axial Compression, (p Pn = Pu:-643.50 kips Drilled Shaft Moment Capacity, (pMn: 2013.05 ft-kips Drilled Shaft Superimposed Mu: 811.12 ft-kips (Mu/(pMn, Drilled Shaft Flexure CSR: Drilled —Shaft —Moment —Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 8/23/2017 800642 ---------------------------------------------------------------------------- ------------------------------------------------------------------------------ LPile for Windows, version 2015-08.008 Analysis of individual Piles and Drilled Shafts subjected to Lateral Loading using the p-y Method © 1985-2015 by Ensoft, Inc. All Rights Reserved This copy of LPile is being used by: FDH FDH Serial Number of Security Device: 140974183 This Copy of LPile is licensed for exclusive use by: FDH Engineering, St. Louis, MO use of this program by any entity other than FDH Engineering, St. Louis, MO is a violation of the software license agreement. Files used for Analysis ----------------------- Path to file locations: \Users\Acarrillo\Desktop\800642—FL WEST MIDWAY\17QLBL1400-STAS00—SPRT\R.0\Analysis\calCS\FDN\ Name of input data file: New LPile (USCS units).lp8d Name of output report file: New LPile (USCS units).lp8o Name of plot output file: New LPile (uscs units).lp8p Name of runtime message file: New LPile (USCS units).lp8r ------------------------------------------------------------------- Date and Time of Analysis ------------------------------------------------------------------- Date: August 23, 2017 Time: 13:30:10 --------------------------------------------------------------- Problem Title --------------------------------------------------------------- Project Name: FL WEST MIDWAY, BUS00642 Page 1 Job Number: 16PTM31400 Client: CROWN CASTLE Engineer: EMB Description: 800642 ------------------------------- Program options and settings ------------------------------- Computational Options: - Use unfactored loads in computations (conventional analysis) Engineering Units Used for Data Input and Computations: - US Customary System Units (pounds, feet, inches) Analysis Control Options: - Maximum number of iterations allowed = 500 - Deflection tolerance for convergence = 1.0000E-05 in - Maximum allowable deflection = 300.0000 in - Number of pile increments = 100 Loading Type and Number of cycles of Loading: - static loading specified - Use of p-y modification factors for p-y curves not selected - No distributed lateral loads are entered - Loading by lateral soil movements acting on pile not selected - Input of shear resistance at the pile tip not selected - CompPutation of pile -head foundation stiffness matrix not selected - Push -over analysis of pile not selected - Buckling analysis of pile not selected output Options: - output files use decimal points to denote decimal symbols. - values of pile -head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing increment (nodal spacing of output points) = 1 - No p-y curves to be computed and reported for user -specified depths - Print using wide report formats -------------------------------------------------------------------------- Pile structural Properties and Geometry -------------------------------------------------------------------------- Number of pile sections defined = 1 Total length of pile = 50.800 ft Depth of ground surface below top of pile = 0.8000 ft Page 2 800642 Pile diameters used for p-y curve computations are defined using,2 points. p-y curves are computed using pile diameter values interpolated with depth over the length of the pile. A summary of values of pile diameter vs. depth follows. Depth Below Point Pile Head No. feet 1' 0.000 2 50.800 Pile Diameter inches ------------- 72.0000 72.0000 Input Structural Properties for Pile Sections: ---------------------------------------------- Pile Section No. 1: section 1 is a round drilled shaft, bored pile, or CIDH pile Length of section = 50.800000 ft shaft Diameter = 72.000000 in shear capacity of section = 0.0000 lbs -------------------------------------------------- Ground slope and Pile Batter Angles -------------------------------------------------- Ground slope Angle = Pile Batter Angle = --------------------------------------------------------- soil and Rock Layering Information --------------------------------------------------------- The soil profile is modelled using 10 layers Layer 1 is sand, p-y criteria by Reese et al., 1974 0.000 degrees 0.000 radians 0.000 degrees 0.000 radians Distance from top of pile to top of layer = 0.800000 ft Distance from top of pile to bottom of layer = 3.800000 ft Effective unit weight at top of layer = 105.000000 pcf Effective unit weight at bottom of layer = 105.000000 pcf Friction angle at top of layer = 0.0010000 deg. Friction angle at bottom of layer = 0.0010000 deg. Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. Layer 2 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 3.800000 ft Distance from top of pile to bottom of layer = 4.800000 ft Effective unit weight at top of layer = 115.000000 pcf Effective unit weight at bottom of layer = 115.000000 pcf Page 3 800642 Friction angle at top of layer = 31.000000 deg. Friction angle at bottom of layer = 31.000000 deg. subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. Layer 3 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 4.800000 ft Distance from top of pile to bottom of layer = 6.800000 ft Effective unit weight at top of layer = 110.000000 pcf Effective unit weight at bottom of layer = 110.000000 pcf Friction angle at top of layer = 30.000000 deg. Friction angle at bottom of layer = 30.000000 deg. Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. Layer 4 is stiff clay with user -defined k-value Distance from top of pile to top of layer = 6.800000 ft Distance from top of pile to bottom of layer = 12.800000 ft Effective unit weight at top of layer = 47.600000 pcf Effective unit weight at bottom of layer = 47.600000 pcf Undrained cohesion at top of layer = 800.000000 psf undrained cohesion at bottom of layer = 800.000000 psf Epsilon-50 at top of layer = 0.0000 Epsilon-50 at bottom of layer = 0.0000 subgrade k at top of layer = 0.0000 pci subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for Epsilon-50 will be computed for this layer. NOTE: Default values for subgrade k will be computed for this layer. Layer 5 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 12.800000 ft Distance from top of pile to bottom of layer = 17.800000 ft Effective unit weight at top of layer = 47.600000 pcf Effective unit weight at bottom of layer = 47.600000 pcf Friction angle at top of layer = 29.000000 deg. Friction angle at bottom of layer = 29.000000 deg. subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. Layer 6 is stiff clay with user -defined k-value Distance from top of pile to top of layer = 17.800000 ft Distance from top of pile to bottom of layer = 23.800000 ft Effective unit weight at top of layer = 47.600000 pcf Effective unit weight at bottom of layer = 47.600000 pcf Undrained cohesion at top of layer = 800.000000 psf Undrained cohesion at bottom of layer = 800.000000 psf Epsilon-50 at top of layer = 0.0000 Epsilon-50 at bottom of layer = 0.0000 Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for Epsilon-50 will be computed for this layer. Page 4 800642 NOTE: Default values for subgrade k will be computed for this layer. Layer 7 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 23.800000 ft Distance from top of pile to bottom of layer = 28.800000 ft Effective unit weight at top of layer = 62.600000 pcf Effective unit weight at bottom of layer = 62.600000 pcf Friction angle at top of layer = 36.000000 deg. Friction angle at bottom of layer = 36.000000 deg. Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. Layer 8 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 28.800000 ft Distance from top of pile to bottom of layer = 43.800000 ft Effective unit weight at top of layer = 67.600000 pcf Effective unit weight at bottom of layer = 67.600000 pcf Friction angle at top of layer = 38.000000 deg. Friction angle at bottom of layer = 38.000000 deg. Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. Layer 9 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 43.800000 ft Distance from top of pile to bottom of layer = 48.800000 ft Effective unit weight at top of layer = 57.600000 pcf Effective unit weight at bottom of layer = 57.600000 Friction angle at top of layer = 33.000000 deg. Friction angle at bottom of layer = 33.000000 deg. Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. Layer 10 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 48.800000 ft Distance from top of pile to bottom of layer = 50.800000 ft Effective unit weight at top of layer = 62.600000 pcf Effective unit weight at bottom of layer = 62.600000 pcf Friction angle at top of layer = 36.000000 deg. Friction angle at bottom of layer = 36.000000 deg. subgrade k at top of layer = 0.0000 pci subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. (Depth of the lowest soil layer extends 0.000 ft below the pile tip) ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ summary of Input soil Properties Layer Soil Type Layer Effective Undrained Angle of Page 5 800642 E50 Layer Name Depth unit Wt. cohesion Friction or kpy Num. (p-y curve Type) ft pcf psf deg. krm ----- pci ------------------- ---------- ---------- ---------- ---------- ---------- ---------- sand 0.8000 105.0000 -- 0.00100 -- default (Reese, et al.) 3.8000 105.0000 -- 0.00100 -- default 2 sand 3.8000 115.0000 -- 31.0000 -- default (Reese, et al.) 4.8000 115.0000 -- 31.0000 -- default 3 sand 4.8000 110.0000 -- 30.0000 -- default (Reese, et al.) 6.8000 110.0000 -- 30.0000 -- default 4 stiff clay w/o 6.8000 47.6000 800.0000 -- default default Free Water, using k 12.8000 47.6000 800.0000 -- default default 5 sand 12.8000 47.6000 -- 29.0000 -- default (Reese, et al.) 17.8000 47.6000 -- 29.0000 -- default 6 stiff clay w/o 17.8000 47.6000 800.0000 -- default default Free Water, using k 23.8000 47.6000 800.0000 -- default default 7 sand 23.8000 62.6000 -- 36.0000 -- default (Reese, et al.) 28.8000 62.6000 -- 36.0000 -- default 8 sand 28.8000 67.6000 -- 38.0000 -- default (Reese, et al.) 43.8000 67.6000 -- 38.0000 -- default 9 sand 43.8000 57.6000 -- 33.0000 -- default (Reese, et al.) 48.8000 57.6000 -- 33.0000 -- default 10 sand 48.8000 62.6000 -- 36.0000 -- default (Reese, et al.) 50.8000 62.6000 -- 36.0000 -- default -------------------------------------------------------------------------------- static Loading Type -------------------------------------------------------------------------------- static loading criteria were used when computing p-y curves for all analyses. ------------------------------------------------- Pile-head Loading and Pile -head Fixity conditions ----------------------------------------------------------------- Number of loads specified = 2 Page 6 Load Load Condition Compute Top y No. Type 1 vs. Pile Length ----- ------------------- --------------- 800642 Condition 2 ---------------- 1 1 v = 88000. lbs M = 0.0000 in-lbs No 2 1 v = 79000. lbs M = 0.0000 in-lbs No Axial Thrust Force, lbs ---------------- 812000. -715000. v = shear force applied normal to pile axis M = bending moment applied to pile head y = lateral deflection normal to pile axis S = pile slope relative to original pile batter angle R = rotational stiffness applied to pile head values of top y vs. pile lengths can be computed only for load types with specified shear loading (Load Types 1, 2, and 3). Thrust force is assumed to be acting axially for all pile batter angles. ----------------------------------------------------------------------- Computations of Nominal Moment Capacity and Nonlinear Bending stiffness ----------------------------------------------------------------------- Axial thrust force values were determined from pile -head loading conditions Number of Pile Sections Analyzed = 1 Pile Section No. 1: ------------------- Dimensions and Properties of Drilled shaft (Bored Pile): -------------------------------------------------------- Length of Section = 50.800000 ft shaft Diameter = 72.000000 in Concrete Cover Thickness = 2.900000 in Number of Reinforcing Bars = 26 bars Yield Stress of Reinforcing Bars = 60000. psi Modulus of Elasticity of Reinforcing Bars = 29000000. psi Gross Area of Shaft = 4072. sq. in. Total Area of Reinforcing steel = 26.000000 sq. in. Area Ratio of Steel Reinforcement = 0.64 percent Edge -to -Edge Bar Spacing = 6.715563 in Maximum Concrete Aggregate Size = 0.750000 in Ratio of Bar spacing to Aggregate size = 8.95 offset of Center of Rebar cage from center of Pile = 0.0000 in Axial Structural Capacities: ---------------------------- Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As = 15314.714 kips Tensile Load for Cracking of Concrete =-1769.553 kips Nominal Axial Tensile capacity =-1560.000 kips Reinforcing Bar Dimensions and Positions used in Computations: Bar Bar Diam. Bar Area X Y Number inches sq. in. inches inches ---------- ---------- ---------- ---------- -------- Page 7 800642 1 1.128000 1.000000 32.536000 0.00000 2 1.128000 1.000000 31.590563 7.786374 3 1.128000 1.000000 28.809197 15.120233 4 1.128000 1.000000 24.353546 21.575359 5 1.128000 1.000000 18.482555 26.776603 6 1.128000 1.000000 11.537425 30.421688 7 1.128000 1.000000 3.921781 32.298776 8 1.128000 1.000000 -3.921781 32.298776 9 1.128000 1.000000 -11.537425 30.421688 10 1.128000 1.000000 -18.482555 26.776603 11 1.128000 1.000000 -24.353546 21.575359 12 1.128000 1.000000 -28.809197 15.120233 13 1.128000 1.000000 -31.590563 7.786374 14 1.128000 1.000000 -32.536000 0.00000 15 1.128000 1.000000 -31.590563 -7.786374 16 1.128000 1.000000 -28.809197 -15.120233 17 1.128000 1.000000 -24.353546 -21.575359 18 1.128000 1.000000 -18.482555 -26.776603 19 1.128000 1.000000 -11.537425 -30.421688 20 1.128000 1.000000 -3.921781 -32.298776 21 1.128000 1.000000 3.921781 -32.298776 22 1.128000 1.000000 11.537425 -30.421688 23 1.128000 1.000000 18.482555 -26.776603 24 1.128000 1.000000 24.353546 -21.575359 25 1.128000 1.000000 28.809197 -15.120233 26 1.128000 1.000000 31.590563 -7.786374 NOTE: The positions of the above rebars were computed by LPile Minimum spacing between any two bars not equal to zero = 6.716 inches between bars 22 and 23. Ratio of bar spacing to maximum aggregate size = 8.95 Concrete Properties: -------------------- Compressive Strength of Concrete = 4000. psi Modulus of Elasticity of Concrete = 3604997. psi Modulus of Rupture of Concrete =-474.341649 psi Compression strain at Peak stress = 0.001886 Tensile Strain at Fracture of Concrete =-0.0001154 Maximum coarse Aggregate Size = 0.750000 in Number of Axial Thrust Force values Determined from Pile -head Loadings = 2 Number Axial Thrust Force kips ------ ------------------ 1-715.000 2 812.000 Definitions of Run Messages and Notes: -------------------------------------- C = concrete in section has cracked in tension. Y = stress in reinforcing steel has reached yield stress. T = ACI 318 criteria for tension -controlled section met, tensile strain in reinforcement exceeds 0.005 while simultaneously compressive strain in Page 8 800642 concrete more than 0.003. See AU 318, Section 10.3.4. z = depth of tensile zone in concrete section is less than 10 percent of section depth. Bending Stiffness (EI) = computed Bending Moment / Curvature. Position of neutral axis is measured from edge of compression side of pile. Compressive stresses and strains are positive in sign. Tensile stresses and strains are negative in sign. Axial Thrust Force =-715.000 kips Bending Bending Bending Depth to Max Comp Max Tens Max Conc Max Steel Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg rad/in. in -kip kip-in2 in in/in in/in ksi ------------- ksi -------------------------- ------------- ------------- ------------- ------------- 4.16667E-07 ------------- --- 2424. 5817708821. -60.8295008 -0.00002535 -0.00005535 -0.1074006 -1.6006731 8.33333E-07 4848. 5817575996. -12.4670340 -0.00001039 -0.00007039 -0.0452063 -2.0325867 0.00000125 7272. 5817338226. 3.6305858 0.00000454 -0.00008546 0.0173201 -2.4653413 0.00000167 9692. 5815456244. 11.6647769 0.00001944 -0.0001006 0.0795101 -2.8988024 0.00000208 9692. 4652364995. -419.1722557 -0.0008733 -0.0010233 0.00000 -29.6532404 C 0.00000250 9692. 3876970830. -343.3101868 -0.0008583 -0.0010383 0.00000 -30.0838885 C 0.00000292 9692. 3323117854. -289.1229946 -0.0008433 -0.0010533 0.00000 -30.5145366 C 0.00000333 9692. 2907728122. -248.4826006 -0.0008283 -0.0010683 0.00000 -30.9451847 C 0.00000375 9692. 2584647220. -216.8734051 -0.0008133 -0.0010833 0.00000 -31.3758329 C 0.00000417 9692. 2326182498. -191.5860488 -0.0007983 -0.0010983 0.00000 -31.8064809 C 0.00000458 9692. 2114711362. -170.8963937 -0.0007833 -0.0011133 0.00000 -32.2371290 C 0.00000500 9692. 1938485415. -153.6550143 -0.0007683 -0.0011283 0.00000 -32.6677771 C 0.00000542 9692. 1789371152. -139.0661549 -0.0007533 -0.0011433 0.00000 -33.0984252 C 0.00000583 9692. 1661558927. -126.5614183 -0.0007383 -0.0011583 0.00000 -33.5290732 C 0.00000625 9692. 1550788332. -115.7239799 -0.0007233 -0.0011733 0.00000 -33.9597213 C 0.00000667 9692. 1453864061. -106.2412212 -0.0007083 -0.0011883 0.00000 -34.3903694 C 0.00000708 9692. 1368342646. -97.8740813 -0.0006933 -0.0012033 0.00000 -34.8210175 C 0.00000750 9692. 1292323610. -90.4366235 -0.0006783 -0.0012183 0.00000 -35.2516656 C 0.00000792 9692. 1224306578. -83.7820561 -0.0006633 -0.0012333 0.00000 -35.6823138 C 0.00000833 9692. 1163091249. -77.7929454 -0.0006483 -0.0012483 0.00000 -36.1129618 C 0.00000875 9692. 1107705951. -72.3742262 -0.0006333 -0.0012633 0.00000 -36.5436099 c 0.00000917 9692. 1057355681. -67.4481178 -0.0006183 -0.0012783 Page 9 800642 0.00000 -36.9742580 C 0.00000958 9692. 1011383695. -62.9503667 -0.0006033 -0.0012933 0.00000 -37.4049061 C 0.00001000 9692. 969242707. -58.8274281 -0.0005883 -0.0013083 0.00000 -37.8355542 C 0.00001042 9692. 930472999. -55.0343247 -0.0005733 -0.0013233 0.00000 -38.2662024 C 0.00001083 9692. 894685576. -51.5329984 -0.0005583 -0.0013383 0.00000 -38.6968502 C 0.00001125 9692. 861549073. -48.2910297 -0.0005433 -0.0013533 0.00000 -39.1274985 C 0.00001167 9692. 830779463. -45.2806301 -0.0005283 -0.0013683 0.00000 -39.5581465 C 0.00001208 9692. 802131896. -42.4778443 -0.0005133 -0.0013833 0.00000 -39.9887946 C 0.00001250 9692. 775394166. -39.8619109 -0.0004983 -0.0013983 0.00000 -40.4194427 C 0.00001292 9692. 750381451. -37.4147474 -0.0004833 -0.0014133 0.00000 -40.8500907 C 0.00001333 9692. 726932031. -35.1205316 -0.0004683 -0.0014283 0.00000 -41.2807389 C 0.00001375 9692. 704903787. -32.9653592 -0.0004533 -0.0014433 0.00000 -41.7113869 C 0.00001417 9692. 684171323. -30.9369616 -0.0004383 -0.0014583 0.00000 -42.1420349 C 0.00001458 9692. 664623571. -29.0244725 -0.0004233 -0.0014733 0.00000 -42.5726832 C 0.00001500 9692. 646161805. -27.2182327 -0.0004083 -0.0014883 0.00000 -43.0033312 C 0.00001542 9692. 628697972. -25.5096276 -0.0003933 -0.0015033 0.00000 -43.4339794 C 0.00001583 9692. 612153289. -23.8909490 -0.0003783 -0.0015183 0.00000 -43.8646274 C 0.00001625 9692. 596457051. -22.3552796 -0.0003633 -0.0015333 0.00000 -44.2952754 C 0.00001708 9692. 567361585. -19.5086729 -0.0003333 -0.0015633 0.00000 -45.1565717 C 0.00001792 9692. 540972674. -16.9268668 -0.0003033 -0.0015933 0.00000 -46.0178679 C 0.00001875 9692. 516929444. -14.5745546 -0.0002733 -0.0016233 0.00000 -46.8791639 C 0.00001958 9692. 494932446. -12.4224391 -0.0002433 -0.0016533 0.00000 -47.7404600 C 0.00002042 9692. 474731122. -10.4460066 -0.0002133 -0.0016833 0.00000 -48.6017564 C 0.00002125 9692. 456114215. -8.6245884 -0.0001833 -0.0017133 0.00000 -49.4630525 C 0.00002208 9692. 438902358. -6.9406357 -0.0001533 -0.0017433 0.00000 -50.3243486 C 0.00002292 9692. 422942272. -5.3791523 -0.0001233 -0.0017733 0.00000 -51.1856448 C 0.00002375 9692. 408102193. -3.9272466 -0.00009327 -0.0018033 0.00000 -52.0469411 C 0.00002458 9809. 399006821. -2.5737753 -0.00006327 -0.0018333 0.00000 -52.9082373 C 0.00002542 10141. 399006670. -1.3090562 -0.00003327 -0.0018633 0.00000 -53.7695334 C 0.00002625 10474. 399006529. -0.1246367 -0.00000327 -0.0018933 0.00000 -54.6308296 C 0.00002708 10823. 399632412. 0.9635999 0.00002610 -0.0019239 0.0690321 -55.5104227 C 0.00002792 11233. 402368210. 1.9054055 0.00005319 -0.0019568 0.1808826 -56.4559654 C Page 10 s11111MK 0.00002875 11702. 407038082. 2.7109071 0.00007794 -0.0019921 0.2815191 -57.4696315 C 0,00002958 12217. 412959802. 3.4100755 0.0001009 -0.0020291 0.3735338 -58.5355898 C 0.00003042 12764. 419645808. 4.0259337 0.0001225 -0.0020675 0.4589360 -59.6412409 CY 0.00003125 13342. 426932058. 4.5682318 0.0001428 -0.0021072 0.5383024 -60.0000000 CY 0.00003208 13943. 434579845. 5.0496447 0.0001620 -0.0021480 0.6126742 -60.0000000 CY 0.00003292 14540. 441730475. 5.4844784 0.0001805 -0.0021895 0.6834164 -60.0000000 CY 0.00003375 15077. 446730861. 5.8357748 0.0001970 -0.0022330 0.7454036 -60.0000000 CY 0.00003458 15555. 449784131. 6.1417580 0.0002124 -0.0022776 0.8030854 -60.0000000 CY 0.00003542 15976. 451081722. 6.3821045 0.0002260 -0.0023240 0.8534291 -60.0000000 CY 0.00003625 16393. 452232462. 6.6112371 0.0002397 -0.0023703 0.9033511 -60.0000000 CY 0.00003708 16785. 452632140. 6.8200574 0.0002529 -0.0024171 0.9514990 -60.0000000 CY 0.00003792 17110. 451256207. 6.9766467 0.0002645 -0.0024655 0.9932703 -60.0000000 CY 0.00003875 17423. 449636855. 7.1207904 0.0002759 -0.0025141 1.0339454 -60.0000000 CY 0.00003958 17736. 448077992. 7.2594012 0.0002874 -0.0025626 1.0744204 -60.0000000 CY 0.00004042 18049. 446575820. 7.3928254 0.0002988 -0.0026112 1.1146944 -60.0000000 CY 0.00004125 18347. 444778719. 7.5157514 0.0003100 -0.0026600 1.1539357 -60.0000000 CY 0.00004208 18588. 441704304. 7.6071771 0.0003201 -0.0027099 1.1889248 -60.0000000 CY 0.00004292 18805. 438186189. 7.6828475 0.0003297 -0.0027603 1.2218466 -60.0000000 CY 0.00004375 19022. 434798618. 7.7559297 0.0003393 -0.0028107 1.2546197 -60.0000000 CY 0.00004458 19239. 431534254. 7.8265704 0.0003489 -0,0028611 1.2872436 -60.0000000 CY 0.00004542 19456. 428386297. 7.8949060 0.0003586 -0.0029114 1.3197177 -60.0000000 CY 0.00004625 19672. 425348436. 7.9610627 0.0003682 -0.0029618 1.3520416 -60.0000000 CY 0.00004708 19889. 422414804. 8.0251581 0.0003779 -0.0030121 1.3842147 -60.0000000 CY 0.00004792 20093. 419326856. 8.0829284 0.0003873 -0.0030627 1.4155222 -60.0000000 CY 0.00004875 20259. 415560606. 8.1253875 0.0003961 -0.0031139 1.4444376 -60.0000000 CY 0.00004958 20396. 411346638. 8.1565192 0.0004044 -0.0031656 1.4715354 -60.0000000 CY 0.00005292 20945. 395802487. 8.2728856 0.0004378 -0.0033722 1.5787696 -60.0000000 CY 0.00005625 21493. 382099145. 8.3688838 0.0004707 -0.0035793 1.6824861 -60.0000000 CY 0.00005958 21963. 368608646. 8.4302066 0.0005023 -0.0037877 1.7794284 -60.0000000 CY 0.00006292 22279. 354096624. 8.4384813 0.0005309 -0.0039991 1.8652344 -60.0000000 CY 0.00006625 22594. 341034827. 8.4471489 0.0005596 -0.0042104 1.9495967 -60.0000000 CY 0.00006958 22908. 329214617. 8.4561705 0.0005884 -0.0044216 Page 11 800642 2.0325033 -60.0000000 CY 0.00007292 23221. 318465630. 8.4655145 0.0006173 -0.0046327 2.1139426 -60.0000000 CY 0.00007625 23485. 307993897. 8.4583499 0.0006449 -0.0048451 2.1902488 -60.0000000 CY 0.00007958 23647. 297130114. 8.4195526 0.0006701 -0.0050599 2.2578070 -60.0000000 CY 0.00008292 23808. 287135248. 8.3845421 0.0006952 -0.0052748 2.3242320 -60.0000000 CY 0.00008625 23970. 277908544. 8.3528863 0.0007204 -0.0054896 2.3895164 -60.0000000 CY 0.00008958 24131. 269364210. 8.3242177 0.0007457 -0.0057043 2.4536529 -60.0000000 CY 0.00009292 24291. 261428766. 8.2982216 0.0007710 -0.0059190 2.5166340 -60.0000000 CY 0.00009625 24451. 254038356. 8.2739885 0.0007964 -0.0061336 2.5782966 -60.0000000 CY 0.00009958 24611. 247137128. 8.2499977 0.0008216 -0.0063484 2.6383101 -60.0000000 CY 0.0001029 24761. 240591149. 8.2245688 0.0008464 -0.0065636 2.6962840 -60.0000000 CY 0.0001063 24860. 233979417. 8.1817941 0.0008693 -0.0067807 2.7482265 -60.0000000 CY 0.0001096 24933. 227522037. 8.1315588 0.0008911 -0.0069989 2.7965492 -60.0000000 CY 0.0001129 25005. 221444155. 8.0846583 0.0009129 -0.0072171 2.8440157 -60.0000000 CY 0.0001163 25077. 215713111. 8.0408091 0.0009347 -0.0074353 2.8906211 -60.0000000 CY 0.0001196 25148. 210299888. 7.9997592 0.0009566 -0.0076534 2.9363603 -60.0000000 CY 0.0001229 25220. 205178613. 7.9612839 0.0009786 -0.0078714 2.9812284 -60.0000000 CY 0.0001263 25291. 200326147. 7.9251826 0.0010006 -0.0080894 3.0252200 -60.0000000 CY 0.0001296 25362. 195721733. 7.8912750 0.0010226 -0.0083074 3.0683300 -60.0000000 CY 0.0001329 25433. 191346694. 7.8593993 0.0010446 -0.0085254 3.1105530 -60.0000000 CY 0.0001363 25504. 187184181. 7.8294094 0.0010668 -0.0087432 3.1518838 -60.0000000 CY 0.0001396 25574. 183218954. 7.8011733 0.0010889 -0.0089611 3.1923168 -60.0000000 CY 0.0001429 25645. 179437196. 7.7745713 0.0011111 -0.0091789 3.2318465 -60.0000000 CY 0.0001462 25715. 175826348. 7.7494947 0.0011334 -0.0093966 3.2704674 -60.0000000 CY 0.0001496 25784. 172374970. 7.7258445 0.0011557 -0.0096143 3.3081736 -60.0000000 CY 0.0001529 25854. 169069827. 7.7033493 0.0011780 -0.0098320 3.3449119 -60.0000000 CY 0.0001562 25902. 165772908. 7.6735520 0.0011990 -0.0100510 3.3784917 -60.0000000 CY 0.0001596 25950. 162612666. 7.6452520 0.0012201 -0.0102699 3.4112536 -60.0000000 CY 0.0001629 25984. 159495136. 7.6124610 0.0012402 -0.0104898 3.4416711 -60.0000000 CY 0.0001662 26012. 156465254. 7.5786796 0.0012600 -0.0107100 3.4706908 -60.0000000 CY 0.0001696 26040. 153550317. 7.5442941 0.0012794 -0.0109306 3.4984440 -60.0000000 CY 0.0001729 26066. 150742611. 7.5086091 0.0012984 -0.0111516 3.5247866 -60.0000000 CY Page 12 MIM ME 0.0001762 26092. 148040498. 7.4744680 0.0013174 -0.0113726 3.5504673 -60.0000000 CY 0.0001796 26118. 145438098. 7.4417864 0.0013364 -0.0115936 3.5754824 -60.0000000 CY 0.0001829 26144. 142929955. 7.4104860 0.0013555 -0.0118145 3.5998280 -60.0000000 CY 0.0002029 26298. 129600101. 7.2479552 0.0014707 -0.0131393 3.7316257 -60.0000000 CY 0.0002229 26448. 118643578. 7.1205384 0.0015873 -0.0144627 3.8383161 -60.0000000 CY 0.0002429 26593. 109473229. 7.0198581 0.0017052 -0.0157848 3.9189642 -60.0000000 CY 0.0002629 26733. 101680476. 6.9401197 0.0018247 -0.0171053 3.9725540 -60.0000000 CY 0.0002829 26825. 94814592. 6.8536550 0.0019390 -0.0184310 3.9972889 -60.0000000 CY 0.0003029 26872. 88712325. 6.7484645 0.0020442 -0.0197658 3.9846682 -60.0000000 CY 0.0003229 26908. 83328790. 6.6523701 0.0021482 -0.0211018 3.9915182 -60.0000000 CY 0.0003429 26942. 78567696. 6.5707036 0.0022532 -0.0224368 3.9999869 60.0000000 cY 0.0003629 26973. 74323174. 6.5023919 0.0023598 -0.0237702 3.9744147 60.0000000 CY 0.0003829 27003. 70518577. 6.4435371 0.0024673 -0.0251027 3.9868426 60.0000000 CY 0.0004029 27031. 67088382. 6.3927709 0.0025758 -0.0264342 3.9985618 60.0000000 CY 0.0004229 27057. 63977861. 6.3498121 0.0026854 -0.0277646 3.9881110 60.0000000 CY 0.0004429 27082. 61144816. 6.3130543 0.0027962 -0.0290938 3.9646859 60.0000000 cY 0.0004629 27106. 58554844. 6.2808990 0.0029075 -0.0304225 3.9762693 60.0000000 cY 0.0004829 27129. 56177673. 6.2528320 0.0030196 -0.0317504 3.9921383 60.0000000 cYT 0.0005029 27151. 53987841. 6.2284259 0.0031324 -0.0330776 3.9994927 60.0000000 cYT 0.0005229 27172. 51962475. 6.2081830 0.0032464 -0.0344036 3.9867249 60.0000000 cYT 0.0005429 27192. 50084755. 6.1907716 0.0033611 -0.0357289 3.9665620 60.0000000 cYT 0.0005629 27211. 48339687. 6.1754096 0.0034762 -0.0370538 3.9462557 60.0000000 CYT 0.0005829 27230. 46712868. 6.1615098 0.0035916 -0.0383784 3.9622381 60.0000000 CYT 0.0006029 27242. 45183221. 6.1436703 0.0037041 -0.0397059 3.9793287 60.0000000 CYT 0.0006229 27253. 43751208. 6.1276877 0.0038170 -0.0410330 3.9913962 60.0000000 CYT Axial Thrust Force = 812.000 kips Bending Bending Bending Depth to Max Comp Max Tens Max Conc Max Steel Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg rad/in. in -kip kip-in2 in in/in in/in ksi ------------- ksi ------------- ------------- ------------- ------------- ------------- ------------- 4.16667E-07 ------------- 2417. --- 5801434816. 146.1175540 0.00006088 0.00003088 Page 13 800642 0.2534296 1.7612371 8.33333E-07 4834. 5801312141. 91.1112170 0.00007593 0.00001593 0.3143132 2.1931544 0.00000125 7251. 5801100202. 72.7990784 0.00009100 9.98848E-07 0.3748157 2.6259166 0.00000167 9667. 5800282792. 63.6595921 0.0001061 -0.00001390 0.4349281 3.0594803 0.00000208 12077. 5796897255. 58.1848592 0.0001212 -0.00002878 0.4946121 3.4935852 0.00000250 14477. 5790827736. 54.5394120 0.0001363 -0.00004365 0.5538353 3.9280074 0.00000292 16866. 5782722951. 51.9379066 0.0001515 -0.00005851 0.6125811 4.3626313 0.00000333 19244. 5773147869. 49.9882230 0.0001666 -0.00007337 0.6708405 4.7973949 0.00000375 21609. 5762506057. 48.4727633 0.0001818 -0.00008823 0.7286083 5.2322630 0.00000417 23963. 5751075084. 47.2610802 0.0001969 -0.0001031 0.7858815 5.6672139 0.00000458 23963. 5228250076. 41.1097732 0.0001884 -0.0001416 0.7529067 5.4163240 C 0.00000500 23963. 4792562570. 39.7118421 0.0001986 -0.0001614 0.7909664 5.7060170 C 0.00000542 23963. 4423903911. 38.4842553 0.0002085 -0.0001815 0.8278869 5.9886851 C 0.00000583 23963. 4107910774. 37.3915283 0.0002181 -0.0002019 0.8637063 6.2645002 c 0.00000625 23963. 3834050056. 36.4163129 0.0002276 -0.0002224 0.8986646 6.5352067 c 0.00000667 23963. 3594421927. 35.5356781 0.0002369 -0.0002431 0.9327505 -6.9801690 C 0.00000708 23963. 3382985344. 34.7368807 0.0002461 -0.0002639 0.9660786 -7.5805157 C 0.00000750 23963. 3195041713. 34.0086624 0.0002551 -0.0002849 0.9987238 -8.1848159 C 0.00000792 23963. 3026881623. 33.3415247 0.0002640 -0.0003060 1.0307420 -8.7926916 C 0.00000833 23963. 2875537542. 32.7280534 0.0002727 -0.0003273 1.0621933 -9.4037204 C 0.00000875 23963. 2738607183. 32.1590014 0.0002814 -0.0003486 1.0930340 -10.0183034 C 0.00000917 23963. 2614125038. 31.6309131 0.0002900 -0.0003700 1.1233569 -10.6357490 C 0.00000958 23963. 2500467428. 31.1411229 0.0002984 -0.0003916 1.1532595 -11.2553129 C 0.00001000 23963. 2396281285. 30.6843176 0.0003068 -0.0004132 1.1827272 -11.8771479 C 0.00001042 24116. 2315129181. 30.2543993 0.0003151 -0.0004349 1.2116853 -12.5019003 C 0.00001083 24539. 2265096353. 29.8549718 0.0003234 -0.0004566 1.2403954 -13.1274630 C 0.00001125 24952. 2217964877. 29.4747649 0.0003316 -0.0004784 1.2685483 -13.7564079 C 0.00001167 25364. 2174089427. 29.1209949 0.0003397 -0.0005003 1.2965274 -14.3855967 C 0.00001208 25769. 2132588245. 28.7826134 0.0003478 -0.0005222 1.3239849 -15.0179425 C 0.00001250 26173. 2093826906. 28.4672433 0.0003558 -0.0005442 1.3513217 -15.6501243 c 0.00001292 26570. 2057013610. 28.1639620 0.0003638 -0.0005662 1.3781520 -16.2853993 C 0.00001333 26966. 2022426713. 27.8792161 0.0003717 -0.0005883 1.4048266 -16.9208364 C Page 14 800642 0.00001375 27358. 1989708840. 27.6084689 0.0003796 -0.0006104 1.4312125 -17.5575730 C 0.00001417 27747. 1958610856. 27.3489491 0.0003874 -0.0006326 1.4572385 -18.1962400 C 0.00001458 28135. 1929268681. 27.1046221 0.0003953 -0.0006547 1.4831497 -18.8347535 C 0.00001500 28520. 1901308906. 26.8697594 0.0004030 -0.0006770 1.5087220 -19.4750547 C 0.00001542 28901. 1874662607. 26.6444181 0.0004108 -0.0006992 1.5340008 -20.1167747 C 0.00001583 29282. 1849400008. 26.4312613 0.0004185 -0.0007215 1.5591677 -20.7583458 C 0.00001625 29662. 1825328816. 26.2274965 0.0004262 -0.0007438 1.5841230 -21.4006422 C 0.00001708 30411. 1780184047. 25.8404045 0.0004414 -0.0007886 1.6331262 -22.6898829 C 0.00001792 31158. 1739065251. 25.4878009 0.0004567 -0.0008333 1.6815393 -23.9799134 C 0.00001875 31896. 1701139224. 25.1579237 0.0004717 -0.0008783 1.7289360 -25.2746289 C 0.00001958 32633. 1666385026. 24.8571182 0.0004868 -0.0009232 1.7759049 -26.5687782 C 0.00002042 33362. 1634036624. 24.5716724 0.0005017 -0.0009683 1.8217954 -27.8683725 C 0.00002125 34088. 1604152877. 24.3088960 0.0005166 -0.0010134 1.8672261 -29.1677928 C 0.00002208 34812. 1576405130. 24.0646562 0.0005314 -0.0010586 1.9120904 -30.4680430 C 0.00002292 35530. 1550395656. 23.8318883 0.0005461 -0.0011039 1.9560407 -31.7724742 C 0.00002375 36247. 1526168622. 23.6162512 0.0005609 -0.0011491 1.9995802 -33.0763569 C 0.00002458 36962. 1503542499. 23.4160065 0.0005756 -0.0011944 2.0427073 -34.3796886 C 0.00002542 37671. 1482152391. 23.2224145 0.0005902 -0.0012398 2.0848813 -35.6877955 C 0.00002625 38379. 1462064736. 23.0411958 0.0006048 -0.0012852 2.1266022 -36.9958396 C 0.00002708 39086. 1443176709. 22.8718267 0.0006194 -0.0013306 2.1679179 -38.3033360 C 0.00002792 39792. 1425380683. 22.7132494 0.0006341 -0.0013759 2.2088268 -39.6102817 C 0.00002875 40493. 1408456081. 22.5594206 0.0006486 -0.0014214 2.2489152 -40.9209331 C 0.00002958 41192. 1392418469. 22.4135135 0.0006631 -0.0014669 2.2884889 -42.2322231 C 0.00003042 41891. 1377227943. 22.2762265 0.0006776 -0.0015124 2.3276624 -43.5429618 C 0.00003125 42588. 1362816558. 22.1468733 0.0006921 -0.0015579 2.3664341 -44.8531460 C 0.00003208 43284. 1349123413. 22.0248391 0.0007066 -0.0016034 2.4048027 -46.1627726 C 0.00003292 43978. 1336045925. 21.9072371 0.0007211 -0.0016489 2.4425631 -47.4740666 C 0.00003375 44669. 1323527658. 21.7931701 0.0007355 -0.0016945 2.4796708 -48.7875847 C 0.00003458 45359. 1311585298. 21.6851618 0.0007499 -0.0017401 2.5163811 -50.1005397 C 0.00003542 46048. 1300178027. 21.5827879 0.0007644 -0.0017856 2.5526927 -51.4129282 C 0.00003625 46736. 1289268778. 21.4856630 0.0007789 -0.0018311 2.5886039 -52.7247467 C 0.00003708 47423. 1278823811. 21.3934365 0.0007933 -0.0018767 Page 15 e 800642 2.6241131 -54.0359917 C 0.00003792 48109. 1268812352. 21.3057887 0.0008078 -0.0019222 2.6592188 -55.3466598 C 0.00003875 48794. 1259192543. 21.2215894 0.0008223 -0.0019677 2.6938407 -56.6576888 C 0.00003958 49475. 1249904497. 21.1384497 0.0008367 -0.0020133 2.7277743 -57.9715712 C 0.00004042 50156. 1240976015. 21.0592410 0.0008511 -0.0020589 2.7613093 -59.2848645 C 0.00004125 50836. 1232385158. 20.9837283 0.0008656 -0.0021044 2.7944440 -60.0000000 CY 0.00004208 51515. 1224111720. 20.9116955 0.0008800 -0.0021500 2.8271768 -60.0000000 CY 0.00004292 52193. 1216137066. 20.8429429 0.0008945 -0.0021955 2.8595060 -60.0000000 CY 0.00004375 52834. 1207642653. 20.7734455 0.0009088 -0.0022412 2.8910547 -60.0000000 CY 0.00004458 53385. 1197421280. 20.6971621 0.0009227 -0.0022873 2.9212397 -60.0000000 CY 0.00004542 53894. 1186646291. 20.6195215 0.0009365 -0.0023335 2.9505981 -60.0000000 CY 0.00004625 54331. 1174733611. 20.5374313 0.0009499 -0.0023801 2.9788334 -60.0000000 CY 0.00004708 54754. 1162925450. 20.4540850 0.0009630 -0.0024270 3.0062693 -60.0000000 CY 0.00004792 55176. 1151499430. 20.3731127 0.0009762 -0.0024738 3.0332793 -60.0000000 CY 0.00004875 55574. 1139973947. 20.2925291 0.0009893 -0.0025207 3.0596785 -60.0000000 CY 0.00004958 55907. 1127536403. 20.2075893 0.0010020 -0.0025680 3.0850019 -60.0000000 CY 0.00005292 57151. 1080021680. 19.8882758 0.0010524 -0.0027576 3.1821989 -60.0000000 CY 0.00005625 58207. 1034793246. 19.5795464 0.0011013 -0.0029487 3.2711661 -60.0000000 CY 0.00005958 59065. 991297636. 19.2830120 0.0011489 -0.0031411 3.3527417 -60.0000000 CY 0.00006292 59913. 952254116. 19.0178408 0.0011965 -0.0033335 3.4294714 -60.0000000 CY 0.00006625 60580. 914418330. 18.7501259 0.0012422 -0.0035278 3.4984580 -60.0000000 CY 0.00006958 61136. 878600285. 18.4976059 0.0012871 -0.0037229 3.5619804 -60.0000000 CY 0.00007292 61681. 845904018. 18.2649736 0.0013318 -0.0039182 3.6208986 -60.0000000 CY 0.00007625 62211. 815883940. 18.0468942 0.0013761 -0.0041139 3.6750299 -60.0000000 CY 0.00007958 62715. 788047124. 17.8465093 0.0014203 -0.0043097 3.7249424 -60.0000000 CY 0.00008292 63081. 760771296. 17.6454964 0.0014631 -0.0045069 3.7692842 -60.0000000 CY 0.00008625 63401. 735079094. 17.4449950 0.0015046 -0.0047054 3.8085304 -60.0000000 CY 0.00008958 63717. 711256414. 17.2611564 0.0015463 -0.0049037 3.8442509 -60.0000000 CY 0.00009292 64029. 689106006. 17.0925853 0.0015882 -0.0051018 3.8764308 -60.0000000 CY 0.00009625 64339. 668453243. 16.9377271 0.0016303 -0.0052997 3.9050191 -60.0000000 CY 0.00009958 64634. 649040514. 16.7849904 0.0016715 -0.0054985 3.9293897 -60.0000000 CY 0.0001029 64924. 630839001. 16.6427037 0.0017128 -0.0056972 3.9501811 -60.0000000 CY Page 16 800642 0.0001063 65183. 613483776. 16.5063116 0.0017538 -0.0058962 3.9672322 -60.0000000 CY 0.0001096 65381. 596637206. 16.3701686 0.0017939 -0.0060961 3.9804640 -60.0000000 CY 0.0001129 65553. 580541309. 16.2395125 0.0018337 -0.0062963 3.9902328 -60.0000000 CY 0.0001163 65713. 565275605. 16.1103485 0.0018728 -0.0064972 3.9965629 -60.0000000 CY 0.0001196 65868. 550808507. 15.9865008 0.0019117 -0.0066983 3.9996517 -60.0000000 CY 0.0001229 66019. 537101500. 15.8710824 0.0019508 -0.0068992 3.9947709 -60.0000000 CY 0.0001263 66167. 524095826. 15.7633647 0.0019901 -0.0070999 3.9988128 -60.0000000 CY 0.0001296 66313. 511739348. 15.6626720 0.0020296 -0.0073004 3.9989339 -60.0000000 CY 0.0001329 66455. 499975089. 15.5688701 0.0020694 -0.0075006 3.9964544 -60.0000000 CY 0.0001363 66595. 488770480. 15.4809338 0.0021093 -0.0077007 3.9994438 -60.0000000 CY 0.0001396 66724. 478025360. 15.3900447 0.0021482 -0.0079018 3.9966538 60.0000000 CY 0.0001429 66851. 467761171. 15.3048706 0.0021873 -0.0081027 3.9960733 60.0000000 cY 0.0001462 66976. 457953590. 15.2246463 0.0022266 -0.0083034 3.9991049 60.0000000 CY 0.0001496 67099. 448570793. 15.1491266 0.0022661 -0.0085039 3.9991108 60.0000000 cY 0.0001529 67219. 439576840. 15.0785297 0.0023058 -0.0087042 3.9935129 60.0000000 CY 0.0001562 67319. 430839155. 15.0074879 0.0023449 -0.0089051 3.9974527 60.0000000 cY 0.0001596 67401. 422356442. 14.9364957 0.0023836 -0.0091064 3.9995635 60.0000000 cY 0.0001629 67474. 414161036. 14.8674851 0.0024222 -0.0093078 3.9974792 60.0000000 CY 0.0001662 67535. 406225119. 14.8001891 0.0024605 -0.0095095 3.9920506 60.0000000 CY 0.0001696 67593. 398581450. 14.7332245 0.0024985 -0.0097115 3.9960451 60.0000000 CY 0.0001729 67646. 391204287. 14.6646662 0.0025358 -0.0099142 3.9986026 60.0000000 CY 0.0001762 67698. 384102158. 14.5993165 0.0025731 -0.0101169 3.9998617 60.0000000 cY 0.0001796 67749. 377256082. 14.5373662 0.0026107 -0.0103193 3.9958465 60.0000000 CY 0.0001829 67799. 370653398. 14.4784958 0.0026484 -0.0105216 3.9900743 60.0000000 CY 0.0002029 68053. 335376582. 14.1904762 0.0028795 -0.0117305 3.9881802 60.0000000 CY 0.0002229 68234. 306095952. 13.9846836 0.0031174 -0.0129326 3.9914100 60.0000000 CYT 0.0002429 68382. 281505166. 13.8090171 0.0033544 -0.0141356 3.9996160 60.0000000 CYT 0.0002629 68484. 260477033. 13.6916744 0.0035998 -0.0153302 3.9919058 60.0000000 CYT 0.0002829 68535. 242244047. 13.5997537 0.0038476 -0.0165224 3.9917932 60.0000000 CYT ------------------------------------------------------------------------- summary of Results for Nominal (Unfactored) Moment Capacity for Section 1 ------------------------------------------------------------------------- Page 17 800642 Moment values interpolated at maximum compressive strain = 0.003 or maximum developed moment if pile fails at smaller strains. Load Axial Thrust Nominal Mom. Cap. Max. Comp. No. kips in -kip Strain -------------------------------------------------- 1-715.000 27125.091 0.00300000 '2 812.000 68144.868 0.00300000 Note that the values of moment capacity in the table above are not factored by a strength reduction factor (phi -factor). In AU 318, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70). The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318, Section 9.3.2.2 or the value required by the design standard being followed. The following table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections. Axial Resist. Nominal Ult. (Fac) Ult. (Fac) Bend. Stiff. Load Factor Moment Cap Ax. Thrust Moment Cap at Ult Mom No. for Moment in -kips kips in -kips kip-inA2 ----- 1 ------------ 0.65 ------------ 27125. ------------ -464.750000 ------------ 17631. ------------ 448601500. 2 0.65 68145. 527.800000 44294. 1.3303E+09 1 0.70 27125. -500.500000 18988. 435343187. 2 0.70 68145. 568.400000 47701. 1.2748E+09 1 0.75 27125. -536.250000 20344. 412945585. 2 0.75 68145. 609.000000 51109. 1.2291E+09 --------------------------------------------------------------- Layering Correction Equivalent Depths of soil & Rock Layers --------------------------------------------------------------- Top of Equivalent Layer Top Depth Same Layer Layer is FO F1 Layer Below Below Type As Rock or Integral Integral No. Pile Head Grnd surf Layer is Below for Layer for Layer ft ft Above Rock Layer lbs ---------- lbs ---------- ----- 1 ---------- 0.8000 -------------------- 0.00 N.A. ---------- No 0.00 64.7177 2 3.8000 3.0000 Yes No 64.7177 21393. 3 4.8000 4.0000 Yes No 21457. 60572. 4 6.8000 4.8418 No No 82030. 133761. 5 12.8000 10.2293 No No 215791. 275772. 6 17.8000 21.3045 No No 491562. 192121. 7 23.8000 15.7989 No No 683684. 679670. 8 28.8000 20.7989 Yes No 1363354. 4080286. 9 43.8000 35.7989 Yes No 5443639. 1472797. 10 48.8000 40.7989 Yes No 6916437. N.A. Notes: The FO integral of Layer n+1 equals the sum of the FO and F1 integrals for Layer n. Layering correction equivalent depths are computed only for soil types with both shallow -depth and deep -depth expressions for Page 18 800642 peak lateral load transfer. These soil types are soft and stiff clays, non -liquefied sands, and cemented c-phi soil. ---------------------------------------------------------------------------- computed values of Pile Loading and Deflection ---------------------------------------------------------------------------- for Lateral Loading for Load Case Number 1 Pile-head conditions are shear and Moment (Loading Type 1) shear force at pile head = 88000.0 lbs Applied moment at pile head = 0.0 in-lbs Axial thrust load on pile head = 812000.0 lbs Depth Deflect. Bending shear slope Total Bending Res. soil spr. Distrib. x y Moment Force 5 stress stiffness Es*h Lat. Load feet inches in-lbs lbs radians psi* in-lbA2 lb/inch ---------- lb/inch ---------- lb/inch -------------------- ---------- ---------- ---------- ---------- 0.00 ---------- 0.2062 ---------- -1.30E-04 88000. -7.97E-04 0.00 5.80E+12 0.00 0.00 0.00 0.5080 0.2013 540395. 88000. -7.97E-04 0.00 5.80E+12 0.00 0.00 0.00 1.0160 0.1965 1080787. 88000. -7.96E-04 0.00 5.80E+12 -1.88E-04 0.00583 0.00 1.5240 0.1916 1621173. 88000. -7.95E-04 0.00 5.80E+12 -6.15E-04 0.01956 0.00 2.0320 0.1868 2161551. 88000. -7.93E-04 0.00 5.80E+12 -0.00102 0.03328 0.00 2.5400 0.1820 2701918. 88000. -7.90E-04 0.00 5.80E+12 -0.00140 0.04700 0.00 3.0480 0.1772 3242270. 88000. -7.87E-04 0.00 5.80E+12 -0.00176 0.06072 0.00 3.5560 0.1724 3782606. 88000. -7.83E-04 0.00 5.80E+12 -0.00210 0.07444 0.00 4.0640 0.1676 4322922. 86699. -7.79E-04 0.00 5.80E+12 -426.6593 15518. 0.00 4.5720 0.1629 4847360. 83939. -7.74E-04 0.00 5.80E+12 -479.1307 17934. 0.00 5.0800 0.1582 5353968. 81297. -7.69E-04. 0.00 5.80E+12 -387.4268 14933. 0.00 5.5880 0.1535 5846151. 78834. -7.63E-04 0.00 5.80E+12 -420.6121 16705. 0.00 6.0960 0.1489 6322673. 76177. -7.57E-04 0.00 5.80E+12 -451.1949 18477. 0.00 6.6040 0.1443 6782395. 73341. -7.50E-04 0.00 5.80E+12 -479.2181 20250. 0.00 7.1120 0.1397 7224273. 70542. -7.42E-04 0.00 5.80E+12 -439.1856 19162. 0.00 7.6200 0.1352 7649794. 67853. -7.35E-04 0.00 5.80E+12 -443.0220 19973. 0.00 8.1280 0.1308 8058811. 65141. -7.26E-04 0.00 5.80E+12 -446.6845 20825. 0.00 8.6360 0.1264 8451187. 62408. -7.18E-04 0.00 5.80E+12 -450.1704 21718. 0.00 9.1440 0.1220 8826790. 59653. -7.09E-04 0.00 5.80E+12 -453.4771 22657. 0.00 Page 19 soil 0 N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri r-I ri W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W O O O O O O O O O O O O O O O O O1 m m m m m m m m m m m m m m 0 W o0 W 00 W 00 00 00 00 00 00 W W W o0 W n n n n n n n t. t. t. n n n n t\ 00 v { u I I L I v v v m to M I I I I I I I m m I I I I m I I v V m O O O O O O O OO O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O . O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 'd' 't V V' V' 'r It V• V' It It V -Zt et It It It V• V' I;t 'd' V' V' It 'd' IT V' V' V' d' V' O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 1 I 1 I I I I I I I I I I I I I I I 1 I I I I I I I 1 I I 1 1 I W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W O1 m m Ol w t. t 'r N O N V1 N m w M m w N 00 -It O N M D1 v ri N M O w m m w n lD tD st m N ri O 00 n O V M N O m w lO In V N ri m 00 N M V' M r-I O l0 lO lO l0 l0 l0 l0 l0 l0 l0 ID ID M an M M M 4 V' 4 d' •a' V' d' m m m m m m m m I I I I 1 I 1 1 1 I I I I 1 1 I I I I I I I I I I I I I 1 1 1 1 0 N ry 't O Ot N t\ r-I O lD CO " w c0 M t\ N M t\ M O ID M ri 00 n Ol M 00 vi O M 00 M O OW) OIL 00 N In r-I ID 00 lD w ri t0 N ri N w l0 O lD M O m m M V' m " N " N t. w b m m O N -,I-w N w -It-;t ID ID w t. 00 m 1-1 M m N t0 M M " m 00 00 m m lfl Ol m N D. M q;r M V V M M M M M N N N N N ON N -It H 00 N N M lD M " (D O N N 00 1 1 1 1 1 N n n n N n n n n n n n N n n n n n N n n n N n N n N N N N Oow(D-1'O +0+0+0+0+0�O�OOt O�Op+0+(D+0 �O�0+0+0+0+0+O�O�O�O+0+0+CD+0+(D+ tD O N O ri O N OV O N O O ON 0'r 0 OmOOONO-It Ou'101l 00000)000 r-I ON ON O M O M O M ONONOriO000tO 00 O10 0p N � O O O ri r-I ri ri ri N N N N N N N M M M M M M M M M M M N N N m m m ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri N M M N " w 00 V n 00 W N ID N lD V• m M In M Ir ri n ri -It M M M O of 00 0) n •m •Ol -v - r-I •r-I -N - -1, -lD .m .M .00 -M - 0) •lD •,t •N •N •N •M .tD .CO rq •LD -ri - r., •7 -N - r-I -0 •0 -ri ri In r-I n01I0 LO 01D fl M M t0(nN ID M r-I 0000 d"7 O ri l0 N �00 ri It w O of wm'r 1D 01 M H ri N 00 w l0 N MN ri w Ol w N M IDN Mri r-I r-I ItHw H 00 Hm Hm 01� mO 00"w McO MN 1q.Nv NIn w w IO w wNt wID �In7 t w't N't IO 'rlO M HM lO M ID M Nr-I NNN HNON •l0 •l0 •n •al •r-1O�O00 OriOOO61O00 OI�O�OOMOVOMONO61000MO01O00OOO�0 O1/1O 01O00OMOOOIOONO OMO.ItOvf OlD000 -m •O •N •M .M ..'r •M •lo •N •00 •0) •O "D •0 •In •W •O .ID .01 .t •0) •ID .N •M .l0 •O N N N N NONOMONONONONONONONONONOMOID O�OO�OOIDOt.O1�O1�O00 O 00O 01O �0�0�0�0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O m HOM00M Nri of ri N O 00 eoM H qt� ri N 01 O V'00 Om MV00 M w Om O0qtNw HW M m M'riN OO 1�00 qt N IDwd NMO ID ri l0 ri lDMf�V'001-iQ7 rlOOOri ri�NlDM��Ot d'mtA MID ri t. In 00 M[O OO OIMO�ri lO NriNMMM��ID of tO ID tOV1�o0 a01n 0100O l.,o ml001 r.,o ."ri 011�m w .10 NIAm .0 .0 Ml.01 .0 .a cn Lo mvi00M M InmM WM r-j . Dr.,D o.,D MO00O V' •l0 •I. •N •W •N •M •M •lD •l0 •Ol .M •O •O •M .Ol •O •ID . .lD •ri •M •M •Ol •M •M •ri •vl - •lD . •d' dl •O •O •ri r-I •N •N •M •M •� � •ID .tD •lD •t0 •n •n •W •W •a1 •T O •O -r-I •ri •N •N •m •M ..Cr ..,t •vt In �In �t0 �l�0 �lD �tD �I��N�N�N�ri�ri�r1�O�O�01�00�r-I�r-I�ri �r-INONOryONONO1NOlN OlN NN00N�N d' �' 'c1' V M M m m m m m M N N ID an to ID to M an M n lt I I I I 1 I I I I 1 1 I I I I I I I I I I I I I I I 1 I I I I N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N ri ri ri ri ri . . . . ri ri . ri ri ri '. . . ri ri ri ri ri ri ri ri ri ri ri ri ri W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 00 00 00 00 w 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 m M m m m m M M M M M M m m m M M M M M M M m m m m m M M M m m O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O y q• d• at st �t ar <Y V at V• �t m m m m m m m m m m m m O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O I I I 1 I I I I 1 I I I I 1 I I I I I I I I I 1 I I I I I I I W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W dl n 1p m m N ri O Q1 00 1� lD m �{ M N ri ri O lD O V 00 m 00 m Ol m ON 00 m N N N N N N N N ri ri ri I-i ri ri ri ri I-i ri ri Ol 01 CO 1� n l0 l0 m m m ct 4 N N '7 O 14 O1 m ry rn O M n M V 4 0 r4 1D ri O O O I� CO NNM ri V 00 lO m O (n � O It m M N t\ -It N O O V N 'V r-I m m M m V 00 M O 00 m M r-I M O M N 00 O m 00 M ID n m r-I m m M -t N 00 r-I " O lD O r-I r-I m V w m m m m O V ID n l0 m a r-I -It m 00 rl0 00 r-I M m lD 00 O O O r-I r-I r-I O O m w Il t0 m 'ttO V N O 00 ' m m M � V' V' •cr m m m m m m lD lO lD lO lO lD l0 m m m m m m m m � � � I I I 1 1 I 1 1 I I I I I 1 1 I I I I I I I I I I I I I I 1 I n N n n n n n n N O OOOOOOOOOOOOOOOOOOmO01O VOI�OIO Or -I O M m l N r-I " O w M r-I l m N m N O WOWOWOWO WO WO WOWO WONONONOmOWONOIDOV000OOO�Ori0 N Oc000CDNO01OmOmOt�Om OriO O �ONOOOI�OmONO01O tDOmOriOO000NO01ON •r-I-MOWOmOmOM -N •0 -r-I •00 --IT •O -ID •m •N •m N N N H H H O O O 1 V 00OHOM •LO -M •N •m O61O �ODlO VOriO01O1�0I�O00OOO al O N m m ri 00 't 000 00M0 01 m f 00 m N m m N 0) Il ri ri r4 ri ri H ri ri r-I M m m 00 00 00 I n n l0 O m m m q. I;r qt M M M N " Ol t0 N m m m 00 O tD V' 00 1� N lD a 0 0 0 h I'i 00 m 01 w W 00 m O M M •M •lD •O •V' .(1 •m •ri •m .tD tD •m .� � � I� •••m •O O M 00 M M 00 N O f� M H 010100h1�lO lD�mNMriNOmOpml�lp lO lO ml�•c}h M00 N00 ri I I I r-I lD •lD o0r-Il�r-I lD ri m.--I�riM riN riN O00O d•OOOIDONO00O�O01 WO1W W •O •O •O NONOMOMOV'O V'OmOmOt0O00 O1� I�OMOO1O,t -00 -r-I NOID Ori -0 OOOmO01 O00 -0) 0MOOM0000r-IOr-IOI� -14 - I -C) Oin OmOOIOm -00 O1� M •I� •O .� •00 -r-I •m •I� •ri •lD •O •m •61 •M •00 •OlN M00 M r'1T •m •ri •lD •r-I •m •p •m •Ol .� •00 •M •CO •N I�OI�OOOOMO00 O01O 01O V'OmOmOID OIOOIDOh O1�0 N •I� H •N 1 0 1 N O 01 O V O 00 O M O IS O M I mOOO't I t I r-I ri r-I r-I ri .--I r-I N N N N N N N N N al 00 r-I m m m 1 0 m l 0 M I M I N I N I M I M I M I M 1 M 1 m N N " 1" O O m m m M m M M m m M M N N M M O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O I�00 I�lD lD V'I�NM0000 al IO I��mN�Ori W ri tD I�VNNmO W lD -'T N O 00 w �t N O 00 w 7 N O 00 I�Ol�rim NriM a1V'm�1�m MlO Olf�Ol 00 m000101�O1O ri 01NOlN lOM � m lO 10001�1D 00 �Olm OIOOVriONNMM�M�m N O-H -M O-00 01 -00 -M -M -00 �Y rt -0 -tD M --IVmOOmm -M -M O01mM .0) t ."r -a) rmmri It -W MID l�ri lD lD r-I r-IM Nm-to -W -N -I -00 M00 -0) -M -0 -0 �NmN-MOMN t DV 00m HM lDW MLO LD1 Nn rl 001, M14W 0 N�'N'V'N'cYN mN C) OIN NNLo MMNMIS Mm MI mI�m •m •MHO Mri MOOmNM •M •M •M •M •m •M •M •� •� •� O m N 00 � O M r-I M N N M H m ri O M H 00 N M m m N N V lD w l0 m m •cr �{ V' M � M M N N r-I r-I .--I 00 � CO m I� Ol ri d' I� O N m f� O N V l0 I I I I I I I I I I I I 1 I I I I I N m 00 ri ri ri N N N N M M M M 800642 41.6560 -0.00660 2440873. -42199. -4.30E-05 0.00 5.80E+12 388.1586 358737. 0.00 42.1640 -0.00685 2191046. -39772. -4.06E-05 0.00 5.80E+12 408.1465 363198. 0.00 42.6720 -0.00709 1956374. -37225. -3.84E-05 0.00 5.80E+12 427.6603 367658. 0.00 43.1800 -0.00732 1737585. -34559. -3.65E-05 0.00 5.80E+12 446.7610 372119. 0.00 43.6880 -0.00754 1535389. -31779. -3.48E-05 0.00 5.80E+12 465.5077 376579. 0.00 44.1960 -0.00774 1350483. -29564. -3.32E-05 0.00 5.80E+12 261.0373 205526. 0.00 44.7040 -0.00794 1175271. -27943. -3.19E-05 0.00 5.80E+12 270.8567 207932. 0.00 45.2120 -0.00813 1010119. -26262. -3.08E-05 0.00 5.80E+12 280.5729 210338. 0.00 45.7200 -0.00832 855387. -24522. -2.98E-05 0.00 5.80E+12 290.2138 212744. 0.00 46.2280 -0.00849 711436. -22724. -2.90E-05 0.00 5.80E+12 299.8069 215149. 0.00 46.7360 -0.00867 578622. -20867. -2.83E-05 0.00 5.80E+12 309.3784 217555. 0.00 47.2440 -0.00884 457302. -18952. -2.77E-05 0.00 5.80E+12 318.9538 219961. 0.00 47.7520 -0.00901 347833. -16978. -2.73E-05 0.00 5.80E+12 328.5569 222367. 0.00 48.2600 -0.00917 250571. -14946. -2.70E-05 0.00 5.80E+12 338.2102 224773. 0.00 48.7680 -0.00934 165876. -12855. -2.68E-05 0.00 5.80E+12 347.9343 227179. 0.00 49.2760 -0.00950 94110. -10168. -2.66E-05 0.00 5.80E+12 533.6396 342464. 0.00 49.7840 -0.00966 42174. -6870. -2.66E-05 0.00 5.80E+12 548.4352 346053. 0.00 50.2920 -0.00982 10619. -3481. -2.65E-05 0.00 5.80E+12 563.4061 349642. 0.00 50.8000 -0.00998 0.00 0.00 -2.65E-05 0.00 5.80E+12 578.5637 176615. 0.00 = This analysis computed pile response using nonlinear moment -curvature rela- tionships. values of total stress due to combined axial and bending stresses are computed only for elastic sections only and do not equal the actual stresses in concrete and steel. stresses in concrete and steel may be inter- polated from the output for nonlinear bending properties relative to the magnitude of bending moment developed in the pile. Output Summary for Load Case No. 1: Pile -head deflection = Computed slope at pile head = Maximum bending moment = Maximum shear force = Depth of maximum bending moment = Depth of maximum shear force = Number of iterations = Number of zero deflection points = 0.20619678 inches -0.00079735 radians 13263075. inch-lbs 88000. lbs 21.33600000 feet below pile head 0.50800000 feet below pile head 11 1 -------------------------------------------------------- computed values of Pile Loading and Deflection for Lateral Loading for Load Case Number 2 Page 22 800642 Pile -head conditions are shear and Moment (Loading Type 1) shear force at pile head = 79000.0 lbs Applied moment at pile head = 0.0 in-lbs Axial thrust load on pile head = -715000.0 lbs Depth Deflect. Bending Shear Slope Total Bending Res. Soil Spr. Distrib. X y Moment Force S Stress Stiffness Es*h Lat. Load feet inches in-lbs lbs radians psi* in-lbA2 lb/inch ---------- lb/inch ---------- lb/inch -------------------- ---------- ---------- ---------- ---------- 0.00 ---------- 0.2813 ---------- 1.74E-05 79000. -0.00121 0.00 5.82E+12 0.00 0.00 0.00 0.5080 0.2739 476303. 79000. -0.00121 0.00 5.82E+12 0.00 0.00 0.00 1.0160 0.2665 952607. 79000. -0.00121 0.00 5.82E+12 -2.55E-04 0.00583 0.00 1.5240 0.2591 1428917. 79000. -0.00121 0.00 5.82E+12 -8.31E-04 0.01956 0.00 2.0320 0.2518 1905232. 79000. -0.00121 0.00 5.82E+12 -0.00137 0.03328 0.00 2.5400 0.2444 2381557. 79000. -0.00121 0.00 5.82E+12 -0.00188 0.04700 0.00 3.0480 0.2371 2857892. 79000. -0.00120 0.00 5.82E+12 -0.00236 0.06072 0.00 3.5560 0.2298 3334240. 79000. -0.00120 0.00 5.82E+12 -0.00281 0.07444 0.00 4.0640 0.2225 3810603. 77274. -0.00120 0.00 5.82E+12 -566.3022 15518. 0.00 4.5720 0.2152 4265939. 73618. -0.00119 0.00 5.82E+12 -633.0320 17934. 0.00 5.0800 0.2079 4697770. 70136. -0.00119 0.00 5.82E+12 -509.3404 14933. 0.00 5.5880 0.2007 5110696. 66907. -0.00118 0.00 5.82E+12 -550.0105 16705. 0.00 6.0960 0.1935 5503205. 63443. -0.00118 0.00 5.82E+12 -586.5814 18477. 0.00 6.6040 0.1864 5873941. 59768. -0.00117 0.00 5.82E+12 -619.0900 20250. 0.00 7.1120 0.1793 6221699. 56457. -0.00116 0.00 5.82E+12 -467.3993 15895. 0.00 7.6200 0.1722 6552115. 53598. -0.00116 0.00 5.82E+12 -470.5981 16661. 0.00 8.1280 0.1652 6865073. 50720. -0.00115 0.00 5.82E+12 -473.5159 17478. 0.00 8.6360 0.1582 7160467. 47825. -0.00114 0.00 5.82E+12 -476.1394 18352. 0.00 9.1440 0.1512 7438199. 44916. -0.00114 0.00 5.82E+12 -478.4541 19288. 0.00 9.6520 0.1443 7698185. 41993. -0.00113 0.00 5.82E+12 -480.4439 20293. 0.00 10.1600 0.1375 7940352. 39059. -0.00112 0.00 5.82E+12 -482.0908 21377. 0.00 10.6680 0.1307 8164641. 36117. -0.00111 0.00 5.82E+12 -483.3745 22549. 0.00 11.1760 0.1239 8371004. 33167. -0.00110 0.00 5.82E+12 -484.2725 23820. 0.00 11.6840 0.1172 8559409. 30214. -0.00109 0.00 5.82E+12 Page 23 Soil r1 rl rl rl rl rl rl rl rl rl rl rl rl rl rl rl rl rl rl rl rl rl rl rl rl rl rl rl rl rl rI W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W N N N N N N N N N N IA N 00 N N N N N N N N N N N N N 00 O0 00 00 00 W 00 00 00 M In rl 00 O O N I --I O CO 00 [O 00 00 00 00 00 00 00 00 00 00 I v l v v v v I I M 1--1 00 V V C m m N m I m I I IA I m IA I IA IA I O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O m N N t0 vt 'd' M N rl V V V' V' d' '7 It � v- V -It V V' V' It 'cY 'd' 'O' V -IT V- O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O r1 H 1-1 14 ri r1 r1 rl rl I I I I I I I I I I I I I I I I I I I I I I O O O O O O O O O W W W W W W W W W W W W W W W W W W W W W W O O O O O O O O O M IA O to m M m o0 T Ol O1 O1 O O rI N M V (0 N 0) m IO r-I r-I N m 0 r1 tO V M N r1 r1 O M W t\ t0 In t M I 1 I I I I I O1 01 Ol CO O M N N N N N N N rl rl r1 r1 r1 r1 r4 N ry tD O 00 � 01 N O M M N V r-I N N d' 00 M O M I-4 I� rl N IA M IA M Ol T O m O N m M O M W m Ol In Ol O O I� rl M IA 0 m ID o0 N tD M W N M I� t0 N IA m H 0 IA r-IN O m N h V r-I 0) V O N r-I0 lfl Ol O 00 t0 N m O N M I� r-I Ol I� IA M H O 00 I� IA M r-I 1, Q7 N In I� O N V' 1� 00 O N M to O N N N rl .--I '-I rl rl r-I to I I I I I I 1 1 1 I I 1 I dl OO•QtoI0 OM010 O CO OO r1�0 Omrl OtO OmO' O r�OONrlOOtMpO000OOOOV'OpOrl0 TOrlON OOOOO4ONO _ O'ztOO " mc)"OOOWON MO000 m o 00 I, .rl •00 •ri •lfl .(3) .l0 N •.'t M CO W Ol r-I A m 0, V .00 M . CO r-i •O 0OOOOmOmOOCD mOmO 0 OOO000ONdM•OCD m ONO tO O 00 O0O m O000 M O0O 6OO• N 00 r1 m N O lD '-I IA Q7 N m N O t0 rl '7 O l0 V rl l0 O m to t0 <D m M I� 00 O r-I N M IA In lD w tO N n n N tO to m R m N rI M 00 t0 V I O w t0 00 00 Ol Ol m m Q1 m m m 01 Ol in m m 01 01 O1 m m O1 Ol m 0p 00 00 00 0p 00 N n t0 O r1 V -It m O H O O m O " N N 0 00 M V r-I IA V m O t0 00 In 00 m 00 •p .� .an •p •t0 •N •O •1� •t0 •00 •rl •M •N •R •m ..It •0 •t0 •M •0 •m •n •tO •lD •tn •n •00 . �rI OIOMI�I�rlM �00 COIN OIA IO OlN M001�'cY r1010 tO r1O00 to IA 00 mn.--Im 01O CO �I�rIIA O'cl•mmmrlN Orl OI OtW CO I�I�l0 l0m V1 O rl rl rl 00 OlN Olm CO MI�V'I�vt lO In u'IIfl MID d•I�a]. OOMMmONMNNNV'N00'rllA rll�r100 rIN rII�rlNrl rl r10000 O1�OtO OIAOV N •IO •rA Or1 OO 0Ot O 00 O1 OtO OIA OW On1OC) - p -N OtOOhOrlO NOI� -(D -<D 0O1A OO -ID ONOM -rl O01 O 1A .00 In OtOOCO •N •m •m •V •IA •tp •n •W •Ol •O •1� •t\ •l0 .tA •7 •N •O •O •O •rl •� •M •lD •O •M •I� •O •V •00 N N NONONONONO NONONONONOMOf�O00O01OOOrIONOMOV OIA OtO OI�OtO OtOOf�'O I�OI�O00 O00 O00 rl rl rl rl r1 r1 r1 r1 r1 li 14 r1 r1 r1 r1 r1 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O ON00O r100 r110 V'V'tANNOV00 rl lD'V"ct rlNNOlA 001�lDN V'OlNMOOOO I�l0 o0 V'I�NIA00001--1O rl sr IONMON00611ON�rIN rl 01T V'OIOOtO'-I o0 N o0min�n��MVIO I�f�ln 00 rf 006101 c0O rl rltD NlO NI�m00 VlD Inn man lOOf�O00 M Ol V'OOO<Y rII�NrIm tO IA rI 00 mN NIA MN MI�tON MIS ON 0' 00 NIT MN OI�ODM OI OOM MIA 0000 MlO Op tOM Mop tO m In 00 MMM00 O� m Nd'1�01tn V'0O 1� •CO •M •01 •Ol •M •O •rl •l0 .� •00 •00 •N - 00 •In •1� •rl •d' •00 V I� •n •M •tD •O •rl .� •m •n •00 •d' •'ct •N •N •M •m •V ,� •IA •IA •<D •tD •N •n •W •00 •T .01 •O •O •t0 •O •n V rIVrl7 rIMrIMrIN rl Ol rl�rll�rl T l--Im r100 rll�rl V'rl�rlln rl QlN d'NO NI�NmN01 NIANONONIANO NInN rI NI�NV'N rl 00 CO 00 IA � M rl O W O � N O ID m � M m M N N rl rl rl In N O I� IA N O W I I I I I 1 1 I 1 1 I I I I I I I I I I I I I I I I I I I 1 I I N f -N N N N N N N N N N N " N N N N N " N " N N N N N r f " N N ri ri ri ri H ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri r-I ri ri ri ri ri r1 ri ri ri ri + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W N N N N f N " N r N N N N N N N N N N N N N N N N " IV N N N N N 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 m m m m m m m m m M m m m m m m m m m M m m m m m m m m m m M m O O O O O O O O O O O O O O O O O O O O O O O O O O 0 O O O O 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 0 . O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O d• Cf m m m m m m m m m m m m m m m m m m m m m m m m m l0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 0 I I I I I I I I I I I I I I I I I I I I I I I I I I I I W W W W W W W W W W W W W W W 00 W W W W W W W W W W W W W W W W ri V' IO 0 N to N m m r-I V' V' <D r-I CO m 0 m N N M 1It M ri M (D I,T N 00 0 r-I W . N ri O O m m M 1. r-I IO ri l0 N rl M O IO M O 1� N O 10] l0 M ri O lD lO r-I r•I ri ri r-I m 00 00 N N ID l0 m m d' V• M In M N N N N ri ri ri ri ri r4 Ol 00 I I I I I I I I I I I I I I 1 I I I I I I I I I I I 1 I I I I I m N N d' O 01, O m m m m m m O m N 00 ri ID m m n N m m m V' m d' M m V• N N m m 0 O1 or, 00 M m I� M m m ri m m 00 00 ID V' 00 0 M m 0 m N pl l0 N N 00 1� t\ N M O W 00 N ri O CO 0 m M m ID m nt O l0 0 m 00 O r-I ri O m 1� 7 r-I0 00 N 00 N lD O to N 0. 1� 00 41 Q7 O O rl rl ri ri r-I r-I O O m W W rl lfl m M N ri O W I� m � N rl Q7 N 1 I 1 1 I I 1 I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 00001�00100 00 W m N m d' M W rl ri IO � M V' 00 O N ri m Ol m ri M M 00 N Ol ID Or-1O01O 1D O00OmOpl O a0 O01 f� Oi n ri O 1DOOOriOM O00OmONO1-IOmON O�--I OI�OMOOOOlO00 O10 O1� N •V- •m •m •p1OO Om OV'O d'O d•O riOmO1�O61O mO00 -M OIn O0 ONOm -M o0 O1�O01 O1�OlD Oo0OmONOriOV 0 IDOOO OIOM •m •M •O •ID ON O01 O00 OIL OO O 1� •O •M •d' •O •M •N •00 •N •a •V' •M •ri •00 •m •N •M •IO O rl -ItM ID mOOOmOOO d- •al •M •0O •tn •01 (n OOIq. a0 NO 0001O m O 01O O0 NO Lo MO a1O C) mO00 n N ID l0 m ID m v v mOVO -IT -IT d•O li VOm m m m Om N N N N ON r1 ri ri ri 1"I '-I Ol CO I0 00 m ID- N N m r m V- It N 00 ri N 0 m m O m N N N 0 14 N ri O N d• 0 IO 0• N • m • 00 • N IO O O O O O N m Ol m N M m rl 00 0 r-I N M V V' m IO IO m Md'NMmNmN •ri •ri I I I 0 0 r-I N •N N •N •M •M •M •m •M •� •d' •� •� •� V' •'7 •� •� O MO NONOWO ID 000 w WI�W W W •O •0 •0 •Or OHONONOMOMOV'O dOMOM OIDOID ON OIL O00O 00O 01O O I�OMONOIOOV-OOIOIlt Woo l.0rm 1O01000OON ." .,D OMOOIOm Ori OM Om0Di Om O00 -1 OMO01OmOriO •ri •m •1t •ri •ri •ID •O Nm0p 00 r.V'MO •ID •M .0 •n •N •ID -r-I •m •0 •m •dl •ko •00 •M •00 •N •Io m •lO -r-I • O 01O01O d'O mOIDOOOm •01 •m •4 •OfON 100O N O O O m O 01 O V' O r-I I" IIS Om Im IOOm0 Cl0V I00 OM OISONO ri ri N N m IO NmN M MV'0000N I w I r-Im I m I O I O 1 0 1 r-Im I m I N I N I M I M I m I -crm I -qrm I m I m I m I m I m 1 N N N N I� I n 100 00 Ql m M M M m M M M m M M M m m M M M m N N N N N N O O O O O O O O O O O O O O O O O O 0O O O O O O O O O O O O 0 0 00 w MID 0 d•O N O w ID V N O 00 IO V' N 0 W ID d• N 0 w ID d' N 0 00 IO d' N 0 00 V. ID V m m m ID O Ism 00 ri 00 m Ol V' O r-I N N M V' md- ID O ID ri N r-I 00 m ml Od'OVr-I ri N O m M V' O d• 01 m OO IO OI N N 00 V' 00 01NV'ri 01 O'V'm0)0V'riOtMd' m O M m ID O 00 m ri O m m N O m m m O m m M O Q. m d• ri d' ID w H f lO N r-Im w O HM ID V' H MlD m ri N l0 .C) r-I •dl •ri •0) •m •m •ri •ri •m -N •00 •d' •00 •V •N •0 •N •0) •m •m •IO •pl •V' •m 'N N •m 'M •pl •N I, •00 •00 •01 •m riOOOl�riMNV'N mmI�MNV'rid•d'mV-m O1O 0010001�0I�1O 00 mC01�O1M 61 V'O 01O 01 ri m ri lONMNI�MOpM "a)"�NMN00N •M •M •M •MNMOIMrIMNM00MOM •M •M •m •M •M •M M •M •M •t •d' d• •� •d' •� •d' •d' m M d' ri M m m M Ol m 0l m rl M r-I N m M N r-I 0 00 ID M 0 ri C) Ifl qZ2. N r-I 00 00 N m M O N M m IO rl Ol 0 rl N m V' m m IO N 00 1 1 I I I 1 I I I ri m m N m H r-I ri ri r-I ri ri N N N N N N N N N N 800642 287.6786 376579. 0.00 44.1960 -0.00471 724490. -16241. -7.87E-06 0.00 5.82E+12 158.7028 205526. 0.00 44.7040 -0.00475 628402. -15263. -7.17E-06 0.00 5.82E+12 162.1190 207932. 0.00 45.2120 -0.00479 538341. -14265. -6.55E-06 0.00 5.82E+12 165.4328 210338. 0.00 45.7200 -0.00483 454430. -13246. -6.03E-06 0.00 5.82E+12 168.6594 212744. 0.00 46.2280 -0.00487 376789. -12209. -5.60E-06 0.00 5.82E+12 171.8138 215149. 0.00 46.7360 -0.00490 305535. -11152. -5.24E-06 0.00 5.82E+12 174.9102 217555. 0.00 47.2440 -0.00493 240782. -10076. -4.95E-06 0.00 5.82E+12 177.9622 219961. 0.00 47.7520 -0.00496 182643. -8982. -4.73E-06 0.00 5.82E+12 180.9825 222367. 0.00 48.2600 -0.00499 131231. -7870. -4.57E-06 0.00 5.82E+12 183.9830 224773. 0.00 48.7680 -0.00502 86656. -6739. -4.45E-06 0.00 5.82E+12 186.9746 227179. 0.00 49.2760 -0.00504 49030. -5305. -4.38E-06 0.00 5.82E+12 283.3672 342464. 0.00 49.7840 -0.00507 21934. -3564. -4.35E-06 0.00 5.82E+12 287.8447 346053. 0.00 50.2920 -0.00510 5535. -1796. -4.33E-06 0.00 5.82E+12 292.3455 349642. 0.00 50.8000 -0.00512 0.00 0.00 -4.33E-06 0.00 5.82E+12 296.8754 176615. 0.00 * This analysis computed pile response using nonlinear moment -curvature rela- tionships. values of total stress due to combined axial and bending stresses are computed only for elastic sections only and do not equal the actual stresses in concrete and steel. Stresses in concrete and steel may be inter- polated from the output for nonlinear bending properties relative to the magnitude of bending moment developed in the pile. Output Summary for Load Case No. 2 Pile -head deflection = Computed slope at pile head = Maximum bendin moment = Maximum shear ?orce = Depth of maximum bending moment = Depth of maximum shear force = Number of iterations = Number of zero deflection points = 0.28129434 inches -0.00121170 radians 9733396. inch-lbs 79000. lbs 18.79600000 feet below pile head 0.50800000 feet below pile head 158 1 -------------------------------------------------------------------- summary of Pile -head Responses for conventional Analyses -------------------------------------------------------------------- Definitions of Pile -head Loading conditions: Load Type 1: Load 1 = shear, V, lbs, and Load 2 = Moment, M, in-lbs Load Type 2: Load 1 = shear, V, lbs, and Load 2 = slope, S, radians Load Type 3: Load 1 = shear, V, lbs, and Load 2 = Rot. stiffness, R, in-lbs/rad. Load Type 4: Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M, in-lbs Load Type 5: Load 1 = Top Deflection, y, inches, and Load 2 = Slope, S, radians Page 26 Load Load Load shear Max Moment Case Type Pile -head Type Pile in Pile No. 1 Load 1 2 in-lbs ---- ------------------------ -------------------- 1 v, lb 88000. M, in -lb 88000. 1.33E+07 2 v, lb 79000. M, in -lb 79000. 9733396. 800642 Axial Pile -head Pile -head Max Pile -head Loading Deflection Rotation in Load 2 lbs inches radians lbs --------------------------------------- 0.00 812000. 0.2062 -7.97E-04 0.00-715000. 0.2813-0.00121 Maximum pile -head deflection = 0.2812943375 inches Maximum pile -head rotation =-0.0012116991 radians =-0.069425 deg. -------------------------------------------------------------------------------- summary of warning Messages -------------------------------------------------------------------------------- The following warning was reported 948 times **** warning **** An unreasonable value was input for friction angle has been specified for a soil layer defined uisng the sand criteria. The input value is either smaller than 20 degrees or higher than 48 degrees. The input data should be checked for correctness. This analysis ended normally Page 27