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Report JUN 17 2015 5U)LD)Ni nly1 10!", Structural Modification Report 116' Monopole Prepared for: Crown Castle BU No. 874140 Progress Verizon Wireless CITY OF TIGARD SPECIAL INSPECTION REQUIRED REVIEWED a'OR CODE COMPLIANCE State of Oregon Structural Specialty Qode B roject Nub i L ❑ Concrete and Reinforcing Steel 7 875.003.01/wroth# 1:30>240(.7._— 'C»C-72_.- 0 Bolts Installed in Co rx;rete Address: lQ(e5- U)C ❑ Special Moment-Resisting Concrete Frame Suite# P Steel Tendon A ri 1 8, 2015By= ,�C% Data ,2" [C�" ❑ ,��oing SNeI ii<Prestressing[i�.�;tnicturai Waking ❑ "Iglu-strenght Bolting OFFICE COPY ❑ Structural Masonry ❑ Reinforced Gypsum Concrete ❑ Insulating Concrete Fill B+T G R P ❑ Spray Applied Fire-Resistive Materials 0 Pilings,Drilled Piers and Caissons g T Group ❑ Shotcrete 1717 S. B ulder, Suite 300 ❑ Special Grading,Excavation and Filling Tuls , OK 74119 ❑ Smoke-Control Systems (91 1)3 587-4630 ModDw s @btgrp.com ❑ other Inspections • dip B+T GRP • April 8, 2015 Mr. Paul Anzini B+T Group Crown Castle 1717 S. Boulder, Suite 300 5350 North 48th Street, Suite 305 Tulsa, OK 74119 Chandler, AZ 85226 (918) 587-4630 (602) 845-1753 ModDwgs @btgrp.com Subject: Structural Modification Report Carrier Designation: Verizon Wireless Co-Locate Carrier Site Number: N/A Carrier Site Name: POR Cascade Crown Castle Designation: Crown Castle BU Number: 874140 Crown Castle Site Name: Progress Crown Castle JDE Job Number: 326369 Crown Castle Work Order Number: 1033165 Crown Castle Application Number: 285805 Rev. 3 - Engineering Firm Designation: B+T Group Project Number: 78875.003.01 Site Data: 10185 SW Cascade Avenue, Portland, OR, Washington County Latitude 45°26'48.46", Longitude -122°47'2.41" 116 Foot-Monopole Dear Mr. Anzini, B+T Group is pleased to submit this "Structural Modification 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 770428, in accordance with application 285805, revision 3. 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: LC4.5: TSA specified load case with proposed modifications Sufficient Capacity Note:See Table 1 and Table 2 for the proposed and existing loading,respectively. The analysis has been performed in accordance with the 2012 International Building Code based upon an ultimate 3-second gust wind speed of 120 mph converted to a nominal 3-second gust wind speed of 93 mph per section 1609.3.1 as required for use in the TIA-222-G standard per Exception#5 of Section 1609.1.1. Exposure Category C and Risk Category II were used in this analysis. All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at B+T Group appreciate the opportunity of providing our continuing professional services to you, "Crown Castle. If you have any questions or need further assistance on this or any other project,,:u-se Ji--' call. Respectfully submitted by: , G B+T Engineering, Inc. � `�9 �,r• / 9 69 6PE r" .. /5 OREGON Braden Tabb, E.I. Chad E. Tuttle, P.E. 414. 13, 24c� Project Engineer President CHAD Tlf11\-4 tnxTower Report-version 6.1.4.1 fExpiratio � � -=-�l April 8, 2015 116 Ft Monopole Structural Modification Report CCI BU No 874140 Project Number 78875.003.01, Application 285805, Revision 3 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 -Proposed Antenna and Cable Information Table 2-Existing Antenna and Cable Information Table 3-Design Antenna and Cable Information 3)ANALYSIS PROCEDURE Table 4- Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 5-Section Capacity (Summary) Table 6-Tower Components vs. Capacity 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations 8)APPENDIX D Tower Modification Drawings tnxTower Report-version 6.1.4.1 April8, 2015 116 Ft Monopole Structural Modification Report CCI BU No 874140 Project Number 78875.003.01,Application 285805, Revision 3 Page 3 1) INTRODUCTION This tower was originally a 100 ft. monopole designed by Valmont in December of 1995. The monopole was originally designed for a wind speed of 85 mph per TIA/EIA-222-E. The monopole was later extended to 116 ft. by Valmont in August of 2006. 2) ANALYSIS CRITERIA The structural analysis was performed for this monopole in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 93 mph with no ice, 30 mph with 1 inch ice thickness and 60 mph under service loads, exposure category C. Table 1 - Proposed Antenna and Cable Information 1 Center Mounting Line Number Antenna Number Feed of Antenna Model of Feed Line Note Level (ft) Elevation Manufacturer lft) Antennas Lines Size (in) 8 Amphenol WBX045T19X000 8 CSS ( X7C-FRO-840-V 4 Ericsson [ RRUS 12 B2 - 4 Ericsson I RRUS 12 B4 4 Ericsson RRUS A2 B13 75.0 75.0 4 1-1/4 — 4 Ericsson [ RRUS A2 B2 4 Ericsson RRUS A2 B4 4 Ericsson I RRUS B13 4 Raycap I RCMDC-3315-PF-48 1 I -- 1 Platform Mount[LP 301-1] Table 2- Existing Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 114 0 j 117.0 l 1 l Axxcelera AB-ACCESS 6 1-5/8 ' 1 115.0 3 KMW Comm I HB-X-ID-19-65-00T 1 3/8 6 Andrew I ETW200VS12UB 3 Andrew I TMBX-6516-R2M 6 Andrew I TMBXX-6516-R2M 97.0 100.0 3 Nokia FRIG 1 1-1/4 I 2 Nokia FXFB 1 Raycap RNSDC-7771-PF-48 I 97.0 1 -- Platform Mount[LP 713-1] I 87.0 2 Radiowaves I HP2-23 85.0 1 -- I Side Arm Mount[SO 103-3] 6 5/16 85.0 3 Kathrein I 840 10057 2 1/2 1 83.0 I 3 I Nextnet Wireless' BTS-2500 Notes: 1) Existing Equipment tnxTower Report-version 6.1.4.1 April 8, 2015 116 Ft Monopole Structural Modification Report CCI BU No 874140 Project Number 78875.003.01, Application 285805, Revision 3 Page 4 Table 3 - Design Antenna and Cable Information Center Number Number Feed Mounting Line Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 97 97 1 Generic 1 Platform I -- -- 12 DB978S 1 85 j 85 1 Generic 4' Dish I — -- 75 75 �, 1 Generic Platform 9 Swedcom SP9014-DIN -- — 50 50 1 Generic 4' Dish I 3)ANALYSIS PROCEDURE Table 4- Documents Provided 1 Document Remarks I Reference I I 111 Source Online Application Verizon Wireless, Co-Locate Revision #3 285805 CCI Sites Tower Manufacturer Drawings Valmont, Order No. 12317-95 1353528 CCI Sites] Foundation Drawing Portland General Electric Co., Date: 03/04/96 1354428 CCI Sites Geotect Report Northwest Geotech, Inc., Project No. 705.2.1 1353413 CCI Sites Tower Modification Drawir-is—E Valmont, Order No. 19351-06 I 2248976 CCI Sites Modification Inspection Report 1 TEP#061169 1956214 CCI Sites Antenna Configuration Crown CAD Package rDate: 03/09/15 CCI Sites 3.1) Analysis Method tnxTower(version 6.1.4.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) Mount areas and weights are assumed based on photographs provided. This analysis may be affected if any assumptions are not valid or have been made in error. B+T Group should be notified to determine the effect on the structural integrity of the tower. tnxTower Report-version 6.1.4.1 April 8, 2015 116 Ft Monopole Structural Modification Report CCI BU No 874140 Project Number 78875.003.01, Application 285805, Revision 3 Page 5 4) ANALYSIS RESULTS Table 5 -Section Capacity (Summary) - LC4.5 Section Elevation(ft) Component Size Critical P(K) SF*P_allow °7° Pass I Fail No. Type Element (K) Capacity L1 116-100 Pole TP14.14x11.26x0.188 I 1 1 -0.622 - 10.4 Pass' 1 L2 100-67.5 Pole TP19.987x14.14x0.219 2 ( -9.843 - 1 87.6 1 Pass' L3 i 67.5 51.083 Pole + TP22.94x19.987x0.631 3 -12.411 ' - 68.3 Pass' I L4 1 51.083-32.25 Pole TP25.894x21.798x0.625 4 -18.374 - + 90.2 Pass' L5 32.25-0 Pole TP31.7x25.894x0.655 ( 5 -27.664 - 94.9 i Pass' I Summary l___ J T- I Pole(L5) 94.9 I Pass' • - I I 1 T Rating= 94.9 Pass' Table 6 -Tower Component Stresses vs. Capacity - LC4.5 Notes Component Elevation (ft) % Capacity Pass/ Fail 1 Flange Bolts 100 8.9 Pass 1 — j Flange Plate 100 1 6.6 Pass 1 I Anchor Rods Base I 91.5 Pass 1 Base Plate Base 61.4 Pass 1 Base Foundation Base 72.7 Pass (Soil Interaction) f • 1 Base Foundation Base 71.9 Pass I (Steel) Structure Rating (max from all components) = I 94.9% Notes: 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity listed. 4.1) Recommendations 1) All modifications proposed in this report shall be installed in accordance with the attached drawings (Appendix D) for the determined available structural capacity to be effective. tnxTower Report-version 6.1.4.1 APPENDIX A tnxTOWER OUTPUT w 116.0e DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION h Lightning Rod 518"x 6'(E) 119 BTS-2500(8) 85 ELEVATION wl Mount 114 BTS-2500(E) 85 § m g $ Pi Pe(E) BTS-2500(E) 85 6 "- Q f c HB-X-ID-19-65-007 wl Mount 114 6'x 2-1/2"Mount Pipe(E) 85 Pipe(E) 6 x 2-1/2" _. Mount Pipe(E) 85 HB X•1619-65-0177 wl Mount 114 6•x 2-1/2"Mount Pipe(E) 85 Pipe(E) AB-ACCESS(E) 114 ,.Side Arm Mount[SO 103-3j(E) 85 100.0 A (2)TMBXX-6516-R2M w/Mount 97 HP2.23(E) 85 Pipe(E) HP2-23(E) 85 liii (2)TMBXX-6516-R2M wl Mount 97 (2) x�`TI9X000(P) 75 Pipe(E) (2)X7C-FRO-840-V(P) 75 (2)TMBXX-6516-R2M w/Mount 97 (4)X7C-FRO-840-V w/Mount 75 RPe(E) PPe(p) 1 TMBX-6516-R2M w/Mount Pipe 97 (2)X7C-FRO-840-V(P) 75 (E) RRUS 12 B4(P) 75 TMBX-6516•R2M w/Mount Pipe 97 (2)RRUS 12 64(P) 75 (E) -RRUS 12 B4(P) 75 Q TMBX-6516-R2M w/Mount Pipe 97 RCMDC-3315-PF-48(P) 75 15 n V- N m R (E) (2)RCMDC•3315•PF-48(P) 75 ei o ' of (2)ETWZOOVSI2UB(E) 97 RCMDC-3315-PF-48(P) 75 (2)E7W200VS12UB(E) 97 RRUS A2 84(P) 75 (2)ETW200VS12UB(E) 97 FRIG(E) 97 (2)RRUS A2 94(P) 75 i" 1 I I FRIG(E) 97 RRUS A2 84(P) 75 '.�li l I' FRIG(E) 97 RRUS A2 813(P) 75 (2)G FXFB(E)(E) 97 (2)RRUS A2 B13(P) 75 I I I I RNSDC-7771-PF-48(E) 97 RRUS A2 913(P) 75 (4)8'x2"Mount Pipe(E) 97 RRUS B13(P) 75 (4)8'x2"Mount Pipe(E) 97 (2)RRUS B73(P) 75 67.511 RRUS B13(P) 75 (4)8'x2"Mount Pipe(E) 97 RRUS A2 82(FO 75 6'x2"Mount Pipe(E) 97 6'x2"Mount Pipe(E) 97 '(2)RRUS A2 B2(P) 75 6'x 2"Mount Pipe(E) 97 RRUS A2 82(P) 75 Platform Mount[LP 713-1)(E) 97 RRUS 12 132(P) 75 " ^ ° (2)RRUS 12 B2(P) 75 m a ^+ a, Of or 7 840 10057 w/Mount Pipe(E-per 85 - `_° o io °•' r O Photo) RRUS 12 92(P) 75 840 10057 wl Mount Pipe(E-per 85 Platform Mount[LP 301-1](P-4 75 / - photo) per sector) 840 10057 w/Mount Pipe(E-per 85 (2)(�WBX045T79X000(P) 75 51.1 6 photo) (4)WBXO45T19X000(P) 75 Pi MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu ai ei A572-65 65 651 80 kai 40.064294ksi 40 ksi 55 Iasi ^ ,39.820679611 40 kal 55 ksi 40.86911 ksi 41 ksi 56 651 gi N m Y � m r m c4 M TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 93 mph basic wind in accordance with the TIA-222-G 32.3 R Standard. a 4. Tower is also designed for a 30 mph basic wind with 1.00 in ice.Ice is considered to increase in thickness with height. ALL REACTION:5. Deflections are based upon a 60 mph wind. ARE FACTOREL6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.000 ft AXIAL 8. TOWER RATING:94.9% 65 K SHEAR MOMENT 01 0 m $ +- ' 3 K ( J 237 kip-ft g o 4 �, $ a: 3 TORQUE 1 kip-ft 30 mph WIND-1.000 in ICE AXIAL 28 K SHEAR I \ MOMENT 25 K ` 1862 kip-ft . - 0.0 6 I 8 .4 TORQUE 6 kip-ft v 5 REACTIONS-93 mph WIND c `o n .3 - _ g • 4 % a o a " y N fZ H N ifi° r$ g 3 F � - B+T Group Job.78875.003.01-Progress, OR(BLitt 874140) 1717 S. Boulder, Suite 300 project cbent.Crown Castle Drawn b':SChougule App'd: B*T Tulsa,OK 74119 Phone:(918)587-4630 Code: TIA-222-G Date:03/27/15 Scale' NTS FAX:(91 B)587-4630 Path: „,,,,.. ..... a®,.............m....n p p Dwg 1411 E_1 f TIA-222-G -93 mph/30 mph 1.000 in Ice Exposure C Maximum Values Vx -Vz - Mx - Mz 1- Global Mast Shear(K) Global Mast Moment(kip-ft) 0 5 10 15 20 25 0 500 1000 1500 2000 116.O1,..: 116.000 100.000 + _i�___�__F�_- +_- -�+�- -4_+-I-4___ti 4_�.____�__+_�__+_1-� 100.000 Iri 1 ( I l 1 I I I I I - 67.50( +-1_1-+__I-+-I-1- 4--44__I-4__I -I_1-+-I_ 67.500 ... C 0 W CD W 51.08 _51.083 32.25C 32.250 I 11 1 1 I • {pi{ .\ I1 I,. 0.000 :I 0.000 0 5 10 15 20 25 0 500 1000 1500 2000 t B+T Group Job 78875.003.01-Progress, OR(BU#874140) 1717 S. Boulder,Suite 300 P"*"1.: Tulsa, OK 74119 °Ib°1.Crown Castle Drawn by:SChougule APO': Phone:(918)587-4630 code: TIA-222-G Date:03/27/15 scale: NTS FAX.(918)587-4630 Path: .ws,..R.,.,-.n. .. ca 1.6,5.,.14.0. . t.t. m DwgNO.E-4 TIA-222-G - Service - 60 mph Maximum Values Deflection (in) Tilt (deg) Twist(deg) 0 5 10 15 20 25 0 0.5 1 1.5 2 0 0.05 0.1 118.000 I I 116.000 ■ i I [ III I I I I I I I I I 1 I (I I I I I I IIII II1 II1 111 I I 1 I I I I III 1111 II1 I II I I I I I I I IIII III 1111 1 II I I I I 1 1 1 1111 IIII IIII I II I I I I I I I IIII IIII IIII I II I I I I I I I IIII IIII IIII I II I I I I I I I 1°1°-°C 1----- - 1 1 1 4_I- I----I-I-I_ 1 1 II I I I I I I I I I I I I I I I I I I 100.000 IIII III IIII I I I I I I I I 1 1111 II1 IIII 1 I I I l I 1 1 1 1111 II1 IIII III I I 1 I 1 1 1 1111 1111 IIII IIII I I I I 11 1 II II IIII IIII IIII I I I I 1 1 1 II II IIII IIII IIII I I 1 1 II II IIII IIII IIII I I I I I 1 II II 1111 III IIII 1 1 1 1 I I I III I IIII III III I I I I I I I I III I IIII IIII III I I I I I I I I III I IIII II 1 III I I I I I I I I I III 1 IIII IIII III I I I I I I I I I III I IIII I II III I I I I I I I I I II I I I II I II I I I I I I I I I I I III I IIII IIII III I I I I I I I I IIII IIII III III I I I I I I I I 87. LL--JJ -I- 4 -1-1-1-1-----I.1_ _L1J-I__L11J_ 1_1_11--1-LL1_ _I__i_-L_1____ __I_-I-- _ 57.500 IIII II1 IIII III I 1 1 1 I I I de. 1111 1111 IIII III I I I I I I I .� III I 1111 IIII III I I I I I I 1 C 0 III I 1111 IIII III I I I I I I I I i+ III I III IIII III I I I I I I I a II II III IIII III I I I I I I I I m 1111 1111 1111 1111 I I I I I I I W 51.088 I I I I I I I I I I I I 1 1 1 1 I I I 1 1 1 rr -1-1'17-7 -rrrr---17- -r 11-i--rt '1--rrT1--I-rri- T--I--r-7 III II 1 1111 1111 1 1 1 1 1 1 Ill 1111 IIit III I 1 1 1 I I 111 1 II 1111 1111 I I I I 1 1 1 111 I II 1111 1111 I I I I I I I III I 1111 1111 1111 I I I 1 1 1 111 1111 1111 1111 1 1 1 1 1 1 1 III III 1111 1111 I I I I 1 1 1 111 IIll 1111 1111 1 I I 1 1 1 1 32.25C1 I I I I I I 1 1 1 I I 1 1 I 11 I I I I I I I 1 32 250 IIII II1 II1 IIII I I I I I I 1 IIII II1 II1 IIII I I I I I I IIII 1111 IIII 1111 I 1 I I III IIII II1 1111 I I 1 1 IIII III IIII IIII I I I I I I IIII II1 II1 IIII 1 1 1 1 1 1 II I II1 1111 III I 1 1 1 1 II 1 II1 III III I 1 1 1 IIII IIII IIII III I I I I I I I I II IIII IIII III I I . 1 I II 1111 1111 III I I I I I I I I I IIII IIII IIII III I I I I I IIII IIII IIII III I I I I I I III IIII IIII 1111 I I I I I I I I . IIII IIII IIII III I I I I I I I I I IIII IIII 1111 III I I I I I I I I a I I 1 1 I I I I 1 1 1 1 1 1 1 1 1_ I I I I I I 0.000 0 5 10 15 20 25 0 0.5 1 1.5 2 0 0.05 0.1 B+T Group 10° � 78875.003.01-Progress, OR(BU#874140) j� 1717 S. Boulder,Suite 300 Pnc1: B.T GRr' Tulsa,OK 74119 Gam'Crown Castle Drawn nY:SChougule APP'd` Phone:(918)587-4830 Cod°'TIA-222-G Date:03/27115 scale: NTS FAX:(918)587-4830 Path: Dwq No E-5 Feed Line Distribution Chart 0' - 116' Round Flat app In Pace App Out Face. ,• Truss Leg 1• 116 00o Face A Face B Face C 116.000 114.000 I 114.000 I I 100.000 I 100.000 97.000 • 97.000 I F • ii 1 I I I f r 85.000 85.000 I I I • I I I _ I I 75000 I 75.000 I I I I I I I I I I _ _ 70.000 L 70.000 ` • • • I _ 67500 __ _I I I __ ____ .__ _ 87.500 I I I I I I a I I 1 I I I Z. I I M 1 • c g s I al M LL d h 81 d d tuI WI LL E 0. I I I N LL LL W 51.063 Co- _-�.� _ 7 51.083 r I I IP 1 o1 of . . . .. �I $ I . 1 e � p� 0 n aN _ o - 1I ml I I I �I -IKI N • 4• g,• -- I I -`i� -- 35.000 I 35.000 1-gi-gl 32.250 . • • • 32.250 I I I I I I I I I 2 2 a I LL LL I I I I I a 0. LL LL LL I I I I I I N N N N I I u I u I U U I 1 I I I I 1 1 I I I 1 0.000 I I I I I I _ 0.000 m- B+T Group ° 78875.003.01 Progress, OR(BU#874140) j 1717 S. Boulder,Suite 300 Project 13-T cr;t, Tulsa,OK 74119 Chen`Crown Castle Drawn by:SChougule App'd Phone:(918)587-4630 Code: TIA-222-G Date:03/27/15 Scale: NTS FAX:(918)587-4630 Path: Dwg NO.E-7 Job Page tnx owes 78875.003.01 - Progress, OR (BU#874140) 1 of 10 B+T Group Project Date 1717 S.Boulder,Suite 300 18:04:38 03/27/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)587-4630 SChougule Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Washington County,Oregon. Basic wind speed of 93 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.000 ft. Nominal ice thickness of 1.000 in. Ice thickness is considered to increase with height. Ice density of 56.000 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50.000°F. Deflections calculated using a wind speed of 60 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L 1 116.000-100.00 16.000 0.000 12 11.260 14.140 0.188 0.750 A572-65 0 (65 ksi) L2 100.000-67.500 32.500 0.000 12 14.140 19.987 0.219 0.875 A572-65 (65 ksi) L3 67.500-51.083 16.417 3.917 12 19.987 22.940 0.631 2.524 39.820679ksi (40 ksi) L4 51.083-32.250 22.750 0.000 12 21.798 25.894 0.625 2.501 40.064294ksi (40 ksi) L5 32.250-0.000 32.250 12 25.894 31.700 0.655 2.619 40.86911ksi (41 ksi) Tapered Pole Properties Section Tip Dia. Area I r C 1/C J It/Q w wit in in2 in4 in in in3 in' i in LI 11.657 6.685 104.612 3.964 5.833 17.935 211.972 3.290 2.515 13.414 14.639 8.424 209.314 4.995 7.325 28.577 424.128 4.146 3.287 17.531 L2 14.639 9.806 242.563 4.984 7.325 33.117 491.498 4.826 3.203 14.644 20.692 13.924 694.498 7.077 10.353 67.081 1407.240 6.853 4.770 21.806 L3 20.692 39.328 1880.628 6.929 10.353 181.649 3810.663 19.356 3.665 5.809 23.749 45.329 2879.526 7.987 11.883 242.325 5834.699 22.310 4.457 7.063 IA 23.297 42.634 2439.414 7.580 11.291 216.044 4942.914 20.983 4.166 6.662 26.807 50.882 4146.694 9.046 13.413 309.156 8402.326 25.042 5.264 8.417 L5 26.807 53.215 4326.774 9.036 13.413 322.582 8767.218 26.191 5.185 7.918 32.818 65.458 8052.570 11.114 16.421 490.394 16316.690 32.216 6.741 10.294 Page m xT ower Job 78875.003.01 -Progress, OR(BU#874140) 2 of 10 B+T Group Project Date 1717 S.Boulder,Suite 300 18:04:38 03/27/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle SChougule FAX.(918)587-4630 I • Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness A/ Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft ftz in in in LI 1 1 1 116.000-100.0 00 L2 1 1 1 100.000-67.50 0 L3 I 1 0.898781 67.500-51.083 L4 1 1 0.925865 51.083-32.250 L5 1 1 0.929768 - 32.250-0.000 r Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Component Placement Total Number Start/End Width or Perimeter Weight Type Number Per Row Position Diameter ft in in klf LDF7-50A(1-5/8") A Surface Ar 114.000-0.000 6 6 0.000 1.980 0.001 (E) (CaAa) 0.350 RFA 1206-24S26-}X!Q{(1-1/4") A Surface Ar 75.000-0.000 4 4 -0.250 1.310 0.001 (P) (CaAa) -0.050 Safety Line 3/8 C Surface Ar 116.000-0.000 1 1 0.000 0.375 0.000 (E) (CaAa) 0.000 as @ss CCI-1.25"x6.5"-FP A Surface Af 35.000-0.000 1 1 0.000 6.500 15.500 0.000 (P-Mod) (CaAa) 0.000 CCI-1.25"x6.5"-FP B Surface Af 35.000-0.000 1 1 -0.250 6.500 15.500 0.000 (P-Mod) (CaAa) -0.250 CCI-1.25"x6.5"-FP C Surface Af 35.000-0.000 I 1 -0.500 6.500 15.500 0.000 (P-Mod) (CaAa) -0.500 CCI-1.25"x6.5"-FP C Surface Af 35.000-0.000 1 1 0.250 6.500 15.500 0.000 (P-Mod) (CaAa) 0.250 rf CCI-1"x6"-FP A Surface Af 70.000-35.000 I 1 0.000 6.000 14.000 0.000 (P-Mod) (CaAa) 0.000 CCI-1"x6"-FP B Surface Af 70.000-35.000 I 1 -0.250 6.000 14.000 0.000 (P-Mod) (CaAa) -0.250 CCI-1"x6"-FP C Surface Af 70.000-35.000 I 1 -0.500 6.000 14.000 0.000 (P-Mod) (CaAa) -0.500 CCI-1"x6"-FP C Surface Af 70.000-35.000 I 1 0.250 6.000 14.000 0.000 (P-Mod) (CaAa) 0.250 •r @.• c. Pa ge tnxTower 78875.003.01 -Progress, OR(BU#874140) 3 of 10 B+T Group Project Date 1717 S.Boulder,Suite 300 18:04:38 03/27/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)587-4630 SChougule Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total C4A;1 Weight or Shield Type Number Leg ft le/ft klf LDF2-50(3/8") B No Inside Pole 114.000-0.000 1 No Ice 0.000 0.000 (E) 1/2"Ice 0.000 0.000 1"Ice 0.000 0.000 LDF5-50A(7/8") A No Inside Pole 97.000-0.000 18 No Ice 0.000 0.000 (E) 1/2"Ice 0.000 0.000 1"Ice 0.000 0.000 ASU9323TYP01(1-1/4) A No Inside Pole 97.000-0.000 1 No Ice 0.000 0.001 (E) 1/2"Ice 0.000 0.001 1"Ice 0.000 0.001 ......s 2"Rigid Conduit C No Inside Pole 85.000-0.000 3 No Ice 0.000 0.003 (E) 1/2"Ice 0.000 0.003 1"Ice 0.000 0.003 . LDF4-50A(1/2") C No Inside Pole 85.000-0.000 2 No Ice 0.000 0.000 (E(Inside Conduit)) 1/2"Ice 0.000 0.000 1"Ice 0.000 0.000 9207(5/16") C No Inside Pole 85.000-0.000 6 No Ice 0.000 0.001 (E(Inside Conduit)) 1/2"Ice 0.000 0.001 1"Ice 0.000 0.001 ..@a. Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft2 ftz fie le K LI 116.000-100.000 A 0.000 0.000 16.632 0.000 0.069 B 0.000 0.000 0.000 0.000 0.001 C 0.000 0.000 0.600 0.000 0.004 L2 100.000-67.500 A 0.000 0.000 45.040 0.000 0.410 B 0.000 0.000 2.500 0.000 0.003 C 0.000 0.000 6.219 0.000 0.222 L3 67.500-51.083 A 0.000 0.000 44.523 0.000 0.293 B 0.000 0.000 16.417 0.000 0.001 C 0.000 0.000 33.450 0.000 0.206 L4 51.083-32.250 A 0.000 0.000 51.304 0.000 0.336 B 0.000 0.000 19.062 0.000 0.002 C 0.000 0.000 38.831 0.000 0.236 L5 32.250-0.000 A 0.000 0.000 90.150 0.000 0.575 B 0.000 0.000 34.938 0.000 0.003 C 0.000 0.000 71.084 0.000 0.404 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA C.4A_4 Weight Section Elevation or Thickness In Face Out Face ft Leg in fr2 ft' fig ft1 K LI 116.000-100.000 A 2.251 0.000 0.000 28.669 0.000 0.497 B 0.000 0.000 0.000 0.000 0.001 C 0.000 0.000 7.804 0.000 0.119 Pa tnxTower 78875.003.01 -Progress, OR(BU#874140) Page 4 of 10 B+T Group Project Date 1717 S.Boulder,Suite 300 18:04:38 03/27/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)587-4630 SChougule Tower Tower Face Ice AR AF CAAA CAAA Weight Section Elevation or Thickness In Face Out Face ft Leg in ft2 ft' ft' fi2 K L2 100.000-67.500 A 2.193 0.000 0.000 78.704 0.000 1.547 B 0.000 0.000 3.597 0.000 0.050 C 0.000 0.000 22.668 0.000 0.541 L3 67.500-51.083 A 2.120 0.000 0.000 75.912 0.000 1.319 B 0.000 0.000 23.378 0.000 0.299 C 0.000 0.000 54.332 0.000 0.908 L4 51.083-32.250 A 2.046 0.000 0.000 87.313 0.000 1.517 B 0.000 0.000 27.047 0.000 0.347 C 0.000 0.000 62.786 0.000 1.048 L5 32.250-0.000 A 1.860 0.000 0.000 145.944 0.000 2.326 B 0.000 0.000 46.935 0.000 0.528 C 0.000 0.000 107.077 0.000 1.619 Feed Line Center of Pressure Section Elevation CP1 CPz CP.- Cl', - Ice Ice ft in in in in LI 116.000-100.000 -0.559 -0.662 -0.470 .0401 L2 100.000-67.500 -0.689 -0.781 -0.638 -0.538 L3 67.500-51.083 -0.609 -0.865 -0.646 -0.710 LA 51.083-32.250 -0.660 -0.943 -0.709 -0.783 L5 32.250-0.000 -0.727 -1.068 -0.801 -0.921 Shielding Factor Ka Tower Feed Line Description Feed Line Ka K„ Section Record No. Segment Elev. No Ice Ice LI 2 LDF7-50A(1-5/8") 100.00- 1.0000 1.0000 114.00 L 1 13 Safety Line 3/8 100.00- 1.0000 1.0000 116.00 L2 2 LDF7-50A(1-5/8") 67.50-100.00 1.0000 1.0000 L2 11 RFA1206-24S26-XXX(1-1/4 67.50-75.00 1.0000 1.0000 ") L2 13 Safety Line 3/8 67.50-100.00 1.0000 1.0000 L2 20 CCI-1"x6"-FP 67.50-70.00 1.0000 1.0000 L2 21 CCI-1"x6"-FP 67.50-70.00 1.0000 1.0000 L2 22 CCI-1"x6"-FP 67.50-70.00 1.0000 1.0000 L2 23 CCI-1"x6"-FP 67.50-70.00 1.0000 1.0000 L3 2 LDF7-50A(1-5/8") 51.08-67.50 1.0000 1.0000 L3 11 RFA 1206-24526-XXX(1-1/4 51.08-67.50 1.0000 1.0000 ") L3 13 Safety Line 3/8 51.08-67.50 1.0000 1.0000 L3 20 CCI-1"x6"-FP 51.08-67.50 1.0000 1.0000 L3 21 CCI-1"x6"-FP 51.08-67.50 1.0000 1.0000 L3 22 CCI-1"x6"-FP 51.08-67.50 1.0000 1.0000 L3 23 CCI-1"x6"-FP 51.08-67.50 1.0000 1.0000 L3 15 CCI-1.25"x6.5"-FP 51.08-35.00 1.0000 1.0000 L3 16 CCI-1.25"x6.5"-FP 51.08-35.00 1.0000 1.0000 L3 17 CCI-1.25"x6.5"-FP 51.08-35.00 1.0000 1.0000 L3 18 CCI-1.25"x6.5"-FP 51.08-35.00 1.0000 1.0000 L5 2 LDF7-50A(1-5/8") 0.00-32.25 1.0000 1.0000 L5 11 RFA 1206-24S26-XXX(1-1/4 0.00-32.25 1.0000 1.0000 ") k Page Pa g tnxTower Jo 78875.003.01 - Progress, OR (BU#874140) 5 of 10 B+T Group Project Date 17175 Boulder,Suite 300 18:04:38 03/27/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX(918)587-4630 SChougule Tower Feed Line Description Feed Line ' K. A, Section Record No. Segment Elev. No Ice Ice L5 13 Safety Line 3/8 0.00-32.25 1.0000 1.0000 L5 15 CCI-1.25"x6.5"-FP 0.00-32.25 1.0000 1.0000 L5 16 CCI-1.25"x6.5"-FP 0.00-32.25 1.0000 1.0000 L5 17 CCI-1.25"x6.5"-FP 0.00-32.25 1.0000 1.0000 L5 18 CCI-1.25"x6.5"-FP 0.00-32.25 1.0000 1.0000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAA CAA Weight or Type Hor_ Adjustment Front Side Leg Lateral Vert ft 0 ft fl= ft' K ft ft Lightning Rod 5/8"x 6' C None 0.000 119.000 No Ice 0.375 0.375 0.033 _ (E) 1/2"Ice 0.989 0.989 0.037 I"Ice 1.619 1.619 0.045 ******* HB-X-ID-19-65-00T w/ A From Leg 1.000 0.000 114.000 No Ice 4.519 4.519 0.051 Mount Pipe 0.000 1/2"Ice 5.425 5.425 0.094 (E) 1.000 1"Ice 6.210 6.210 0.144 HB-X-ID-19-65-00T w/ B From Leg 1.000 0.000 114.000 No Ice 4.519 4.519 0.051 Mount Pipe 0.000 1/2"Ice 5.425 5.425 0.094 (E) 1.000 1"Ice 6.210 6.210 0.144 HB-X-ID-19-65-00T w/ C From Leg 1.000 0.000 114.000 No Ice 4.519 4.519 0.051 Mount Pipe 0.000 1/2"Ice 5.425 5.425 0.094 (E) 1.000 1"Ice 6.210 6.210 0.144 AB-ACCESS B From Leg 1.000 0.000 114.000 No Ice 1.944 0.622 0.011 (E) 0.000 1/2"Ice 2.143 0.777 0.022 3.000 1"Ice 2.351 0.940 0.035 (2)TMBXX-6516-R2M w/ A From Leg 4.000 0.000 97.000 No Ice 6.176 4.525 0.054 Mount Pipe 0.000 1/2"Ice 6.655 5.205 0.103 (E) 3.000 1"Ice 7.137 5.899 0.158 (2)TMBXX-6516-R2M w/ B From Leg 4.000 0.000 97.000 No Ice 6.176 4.525 0.054 Mount Pipe 0.000 1/2"Ice 6.655 5.205 0.103 (E) 3.000 1"Ice 7.137 5.899 0.158 (2)TMBXX-6516-R2M w/ C From Leg 4.000 0.000 97.000 No Ice 6.176 4.525 0.054 Mount Pipe 0.000 1/2"Ice 6.655 5.205 0.103 (E) 3.000 1"Ice 7.137 5.899 0.158 TMBX-6516-R2M w/Mount A From Leg 4.000 0.000 97.000 No Ice 3.598 3.241 0.030 Pipe 0.000 1/2"Ice 3.998 3.914 0.064 (E) 3.000 1"Ice 4.435 4.564 0.103 TMBX-6516-R2M w/Mount B From Leg 4.000 0.000 97.000 No Ice 3.598 3.241 0.030 Pipe 0.000 1/2"Ice 3.998 3.914 0.064 (E) 3.000 1"Ice 4.435 4.564 0.103 TMBX-6516-R2M w/Mount C From Leg 4.000 0.000 97.000 No Ice 3.598 3.241 0.030 Pipe 0.000 1/2"Ice 3.998 3.914 0.064 (E) 3.000 1"Ice 4.435 4.564 0.103 (2)ETW200VS12UB A From Leg 4.000 0.000 97.000 No Ice 0.184 0.472 0.011 (E) 0.000 1/2"Ice 0.248 0.567 0.015 3.000 1"Ice 0.322 0.670 0.019 (2)ETW200VS 12UB B From Leg 4.000 0.000 97.000 No Ice 0.184 0.472 0.011 (E) 0.000 1/2"Ice 0.248 0.567 0.015 3.000 1"Ice 0.322 0.670 0.019 (2)ETW200VS 12UB C From Leg 4.000 0.000 97.000 No Ice 0.184 0.472 0.011 (E) 0.000 1/2"Ice 0.248 0.567 0.015 3.000 1"Ice 0.322 0.670 0.019 s ilL Page _ tnxTower Jib g 78875.003.01 - Progress, OR (BU#874140) 6 of 10 B+T Group Project Date 1717 S.Boulder,Suite 300 18:04:38 03/27/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)587-4630 SChougUle Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Hon Adjustment Front Side Leg Lateral Vert ft ft fie ft' K ft ft FRIG A From Leg 4.000 0.000 97.000 No Ice 2.793 1.103 0.057 (E) 0.000 l'Ice 3.018 1.268 0.075 3.000 1"Ice 3.252 1.443 0.095 FRIG B From Leg 4.000 0.000 97.000 No Ice 2.793 1.103 0.057 (E) 0.000 1/2"Ice 3.018 1.268 0.075 3.000 1"Ice 3.252 1.443 0.095 FRIG C From Leg 4.000 0.000 97.000 No Ice 2.793 1.103 0.057 (E) 0.000 1/2"Ice 3.018 1.268 0.075 3.000 I"Ice 3.252 1.443 0.095 (2)FXFB A From Leg 4.000 0.000 97.000 No Ice 4.128 1.123 0.055 (E) 0.000 1/2"Ice 4.400 1.304 0.077 3.000 1"Ice 4.681 1.493 0.103 RNSDC-7771-PF-48 A From Leg 4.000 0.000 97.000 No Ice 3.708 1.376 0.020 (E) 0.000 1/2"Ice 3.965 1.557 0.043 3.000 1"Ice 4.231 1.746 0.069 (4)6'x 2"Mount Pipe A From Leg 4.000 0.000 97.000 No Ice 1.425 1.425 0.022 (E) 0.000 1/2"Ice 1.925 1.925 0.033 0.000 1"Ice 2.294 2.294 0.048 (4)6'x 2"Mount Pipe B From Leg 4.000 0.000 97.000 No Ice 1.425 1.425 0.022 (E) 0.000 1/2"Ice 1.925 1.925 0.033 0.000 1"Ice 2.294 2.294 0.048 (4)6'x 2"Mount Pipe C From Leg 4.000 0.000 97.000 No Ice 1.425 1.425 0.022 (E) 0.000 1/2"Ice 1.925 1.925 0.033 0.000 1"Ice 2.294 2.294 0.048 6'x 2"Mount Pipe A From Leg 4.000 0.000 97.000 No Ice 1.425 1.425 0.022 (E) 0.000 1/2"Ice 1.925 1.925 0.033 3.000 1"Ice 2.294 2.294 0.048 6'x 2"Mount Pipe B From Leg 4.000 0.000 97.000 No Ice 1.425 1.425 0.022 (E) 0.000 1/2"Ice 1.925 1.925 0.033 3.000 1"Ice 2.294 2.294 0.048 6'x 2"Mount Pipe C From Leg 4.000 0.000 97.000 No Ice 1.425 1.425 0.022 (E) 0.000 1/2"Ice 1.925 1.925 0.033 3.000 1"Ice 2.294 2.294 0.048 Platform Mount[LP 713-1] C None 0.000 97.000 No Ice 31.270 31.270 1.510 (E) 1/2"Ice 39.680 39.680 1.929 1"Ice 48.090 48.090 2.348 •sss*ss 840 10057 w/Mount Pipe A From Leg 2.000 0.000 85.000 No Ice 2.718 2.351 0.026 (E-per photo) 0.000 1/2"Ice 3.095 2.883 0.053 -2.000 1"Ice 3.483 3.431 0.084 840 10057 w/Mount Pipe B From Leg 2.000 0.000 85.000 No Ice 2.718 2.351 0.026 (E-per photo) 0.000 1/2"Ice 3.095 2.883 0.053 -2.000 I"Ice 3.483 3.431 0.084 840 10057 w/Mount Pipe C From Leg 2.000 0.000 85.000 No Ice 2.718 2.351 0.026 (E-per photo) 0.000 1/2"Ice 3.095 2.883 0.053 -2.000 1"Ice 3.483 3.431 0.084 BTS-2500 A From Leg 2.000 0.000 85.000 No Ice 2.120 0.957 0.035 (E) 0.000 1/2"Ice 2.323 1.119 0.048 -2.000 1"Ice 2.534 1.291 0.064 BTS-2500 B From Leg 2.000 0.000 85.000 No Ice 2.120 0.957 0.035 (E) 0.000 1/2"Ice 2.323 1.119 0.048 -2.000 1"Ice 2.534 1.291 0.064 BTS-2500 C From Leg 2.000 0.000 85.000 No Ice 2.120 0.957 0.035 (E) 0.000 1/2"Ice 2.323 1.119 0.048 -2.000 1"Ice 2.534 1.291 0.064 6'x 2-1/2"Mount Pipe A From Leg 2.000 0.000 85.000 No Ice 1.725 1.725 0.035 (E) 0.000 1/2"Ice 2.088 2.088 0.047 Job e g Pa tnxTower 78875.003.01 - Progress, OR (BU#874140) 7 of 10 B+T Group Project Date 1717 S.Boulder,Suite 300 18:04:38 03/27/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)587-4630 SChougule Description Face Offset Offsets: A:imuth Placement CAAA CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft ft ft' ft' K ft f 0.000 1"Ice 2.460 2.460 0.064 6'x 2-1/2"Mount Pipe B From Leg 2.000 0.000 85.000 No Ice 1.725 1.725 0.035 (E) 0.000 1/2"Ice 2.088 2.088 0.047 0.000 1"Ice 2.460 2.460 0.064 6'x 2-1/2"Mount Pipe C From Leg 2.000 0.000 85.000 No Ice 1.725 1.725 0.035 (E) 0.000 1/2"Ice 2.088 2.088 0.047 0.000 1"Ice 2.460 2.460 0.064 Side Arm Mount[SO 103-3] C None 0.000 85.000 No Ice 9.500 9.500 0.224 (E) 1/2"Ice 11.800 11.800 0.317 1"Ice 14.100 14.100 0.410 s•ssssr (2)WBX045T19X000 A From Leg 4.000 0.000 75.000 No Ice 7.996 0.576 0.037 (P) 0.000 1/2"Ice 8.437 0.708 0.074 0.000 1"Ice 8.887 0.848 0.116 (4)WBX045T19X000 B From Leg 4.000 0.000 75.000 No Ice 7.996 0.576 0.037 (P) 0.000 1/2"Ice 8.437 0.708 0.074 0.000 I"Ice 8.887 0.848 0.116 (2)WBX045T19X000 C From Leg 4.000 0.000 75.000 No Ice 7.996 0.576 0.037 (P) 0.000 1/2"Ice 8.437 0.708 0.074 0.000 1"Ice 8.887 0.848 0.116 (2)X7C-FRO-840-V A From Leg 4.000 0.000 75.000 No Ice 17.267 9.056 0.057 (P) 0.000 1/2"Ice 18.013 9.655 0.152 0.000 I"Ice 18.768 10.263 0.255 (4)X7C-FRO-840-V w/ B From Leg 4.000 0.000 75.000 No Ice 17.504 11.193 0.090 Mount Pipe 0.000 1/2"Ice 18.354 12.721 0.208 (P) 0.000 I"Ice 19.214 14.273 0.337 (2)X7C-FRO-840-V C From Leg 4.000 0.000 75.000 No Ice 17.267 9.056 0.057 (P) 0.000 1/2"Ice 18.013 9.655 0.152 0.000 I"Ice 18.768 10.263 0.255 RRUS 12 B4 A From Leg 4.000 0.000 75.000 No Ice 3.667 1.483 0.049 (P) 0.000 1/2"Ice 3.924 1.668 0.073 0.000 1"Ice 4.189 1.861 0.099 (2)RRUS 12 B4 B From Leg 4.000 0.000 75.000 No Ice 3.667 1.483 0.049 (P) 0.000 1/2"Ice 3.924 1.668 0.073 0.000 1"Ice 4.189 1.861 0.099 RRUS 12 B4 C From Leg 4.000 0.000 75.000 No Ice 3.667 1.483 0.049 (P) 0.000 1/2"Ice 3.924 1.668 0.073 0.000 1"Ice 4.189 1.861 0.099 RCMDC-3315-PF-48 A From Leg 4.000 0.000 75.000 No Ice 4.326 2.557 0.032 (P) 0.000 1/2"Ice 4.609 2.794 0.062 0.000 1"Ice 4.901 3.040 0.097 (2)RCMDC-3315-PF-48 B From Leg 4.000 0.000 75.000 No Ice 4.326 2.557 0.032 (P) 0.000 1/2"Ice 4.609 2.794 0.062 0.000 1"Ice 4.901 3.040 0.097 RCMDC-3315-PF-48 C From Leg 4.000 0.000 75.000 No Ice 4.326 2.557 0.032 (P) 0.000 1/2"Ice 4.609 2.794 0.062 0.000 1"Ice 4.901 3.040 0.097 RRUS A2 B4 A From Leg 4.000 0.000 75.000 No Ice 2.562 0.578 0.022 • (P) 0.000 1/2"Ice 2.777 0.716 0.035 0.000 1"Ice 3.000 0.861 0.051 (2)RRUS A2 B4 B From Leg 4.000 0.000 75.000 No Ice 2.562 0.578 0.022 (P) 0.000 1/2"Ice 2.777 0.716 0.035 0.000 1"Ice 3.000 0.861 0.051 RRUS A2 B4 C From Leg 4.000 0.000 75.000 No Ice 2.562 0.578 0.022 (P) 0.000 1/2"Ice 2.777 0.716 0.035 0.000 1"Ice 3.000 0.861 0.051 RRUS A2 B13 A From Leg 4.000 0.000 75.000 No Ice 3.256 2.011 0.075 I Job Page tarTower 78875.003.01 -Progress, OR (BU#874140) 8 of 10 B+T Group Project Date 1717 S.Boulder,Suite 300 18:04:38 03/27/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle SChou ule FAX:(918)587-4630 9 Description Face Offset Offsets: Azimuth Placement CAAA CiA., Weight or Type Hor_ Adjustment Front Side Leg Lateral Vert ft ° ft fry ft' K ft ft (P) 0.000 1/2"Ice 3.498 2.211 0.100 0.000 1"Ice 3.749 2.420 0.128 (2)RRUS A2 B13 B From Leg 4.000 0.000 75.000 No Ice 3.256 2.011 0.075 (13) 0.000 1/2"Ice 3.498 2.211 0.100 0.000 1"Ice 3.749 2.420 0.128 RRUS A2 B13 C From Leg 4.000 0.000 75.000 No Ice 3.256 2.011 0.075 (P) 0.000 1/2"Ice 3.498 2.211 0.100 0.000 1"Ice 3.749 2.420 0.128 RRUS B13 A From Leg 4.000 0.000 75.000 No Ice 3.256 1.379 0.051 (P) 0.000 1/2"Ice 3.498 1.558 0.072 0.000 1"Ice 3.749 1.745 0.096 (2)RRUS B13 B From Leg 4.000 0.000 75.000 No Ice 3.256 1.379 0.051 (P) 0.000 1/2"Ice 3.498 1.558 0.072 0.000 1"Ice 3.749 1.745 0.096 RRUS B13 C From Leg 4,000 0.000 75.000 No Ice 3.256 1.379 0.051 (P) 0.000 1/2"Ice 3.498 1.558 0.072 0.000 1"Ice 3.749 1.745 0.096 RRUS A2 B2 A From Leg 4.000 0.000 75.000 No Ice 2.562 0.578 0.022 (P) 0.000 1/2"Ice 2.777 0.716 0.035 0.000 1"Ice 3.000 0.861 0.051 (2)RRUS A2 B2 B From Leg 4.000 0.000 75.000 No Ice 2.562 0.578 0.022 (P) 0.000 1/2"Ice 2.777 0.716 0.035 0.000 1"Ice 3.000 0.861 0.051 RRUS A2 B2 C From Leg 4.000 0.000 75.000 No Ice 2.562 0.578 0.022 (P) 0.000 1/2"Ice 2.777 0.716 0.035 0.000 1"Ice 3.000 0.861 0.051 RRUS 12 B2 A From Leg 4.000 0.000 75.000 No Ice 3.667 1.483 0.049 (P) 0.000 1/2"Ice 3.924 1.668 0.073 0.000 1"Ice 4.189 1.861 0.099 (2)RRUS 12 B2 B From Leg 4.000 0.000 75.000 No Ice 3.667 1.483 0.049 (P) 0.000 1/2"Ice 3.924 1.668 0.073 0.000 1"Ice 4.189 1.861 0.099 RRUS 12 B2 C From Leg 4.000 0.000 75.000 No Ice 3.667 1.483 0.049 (P) 0.000 1/2"Ice 3.924 1.668 0.073 0.000 1"Ice 4.189 1.861 0.099 Platform Mount[LP 301-1] C None 0.000 75.000 No Ice 30.100 30.100 1.589 (P-4 M.P per sector) 1/2"Ice 40.800 40.800 2.029 I"Ice 51.500 51.500 2.470 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horn Adjustment Beam Diameter Area Leg Lateral Width Vert ft ° ft ft fiz K I1P2-23 B Paraboloid From 2.000 40.000 85.000 2.042 No Ice 3.274 0.027 (E) w/Shroud(HP) Leg 0.000 1/2"Ice 3.547 0.045 2.000 1"Ice 3.819 0.063 HP2-23 C Paraboloid From 2.000 90.000 85.000 2.042 No Ice 3.274 0.027 (E) w/Shroud(HP) Leg 0.000 1/2"Ice 3.547 0.045 2.000 1"Ice 3.819 0.063 Pa tilxTower 78875.003.01 - Progress, OR (BU#874140) Page 9 of 10 B+T Group Project Date 1717 S.Boulder,Suite 300 18:04:38 03/27/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)587-4630 SChougUle Compression Checks Pole Design Data Section Elevation Size I. E. KI/r A P„ OP„ Ratio No. P. ft ft ft in' K K 4IP„ LI 116-100(1) TPI4.14x11.26x0.188 16.000 0.000 0.0 8.424 -0.622 620.920 0.001 L2 100-67.5(2) TPI9.987x14.14x0.219 32.500 0.000 0.0 13.924 -9.843 1014.200 0.010 L3 67.5-51.083 TP22.94x19.987x0.631 16.417 0.000 0.0 43.897 -12.411 1982.250 0.006 (3) L4 51.083-32.25 TP25.894x21.798x0.625 22.750 0.000 0.0 50.882 -18.374 2311.700 0.008 (4) L5 32.25-0(5) TP31.7x25.894x0.655 32.250 0.000 0.0 65.457 -27.664 3033.670 0.009 Pole Bending Design Data Section Elevation Size M. 0M Ratio M 4M,,,. Ratio No. M. Mo, ft lap ft 16P ft 4M lap-f bp-ft GM,,,. LI 116-100(1) TPI4.14x11.26x0.188 18.150 175.536 0.103 0.000 175.536 0.000 L2 100-67.5(2) TP19.987x14.14x0.219 354.057 407.174 0.870 0.000 407.174 0.000 L3 67.5-51.083 TP22.94x19.987x0.631 603.983 854.417 0.707 0.000 854.417 0.000 (3) LA 51.083-32.25 TP25.894x21.798x0.625 1093.700 1170.492 0.934 0.000 1170.492 0.000 (4) L5 32.25-0(5) TP31.7x25.894x0.655 1861.567 1893.967 0.983 0.000 1893.967 0.000 Pole Shear Design Data Section Elevation Size Actual 4V„ Ratio Actual $T„ Ratio No. V, V 7u T„_ ft K K sV kV-ft IaP-f 07; LI 116-100(I) TP14.14x11.26x0.188 1.653 310.460 0.005 0.016 355.932 0.000 L2 100-67.5(2) TPI9.987x14.14x0.219 19.532 507.101 0.039 3.144 825.622 0.004 L3 67.5-51.083 TP22.94x19.987x0.631 20.645 991.124 0.021 0.181 1732.492 0.000 (3) L4 51.083-32.25 TP25.894x21.798x0.625 22.372 1155.850 0.019 0.180 2373.383 0.000 (4) L5 32.25-0(5) TP31.7x25.894x0.655 25.375 1516.830 0.017 5.519 3840.375 0.001 Job Page m xTower 78875.003.01 -Progress, OR (BU#874140) 10 of 10 B+T Group Project Date 1717 S.Boulder,Suite 300 18:04:38 03/27/15 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle SChou ule FAX:(918)587-4630 g Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M. M y V. T Stress Stress ft $P„ OM.,, 4M,,. OK, 4T Ratio Ratio LI 116-100(1) 0.001 0.103 0.000 0.005 0.000 0.104 1.000 4.8/ V L2 100-67.5(2) 0.010 0.870 0.000 0.039 0.004 0.881 1.000 4.8/ ✓ V L3 67.5-51.083 0.006 0.707 0.000 0.021 0.000 0.714 1.000 4.8/ V (3) ✓ L4 51.083-32.25 0.008 0.934 0.000 0.019 0.000 0.943 1.000 482 ✓ (4) ✓ L5 32.25-0(5) 0.009 0.983 0.000 0.017 0.001 0.992 1.000 482 V _ ✓ Section Capacity Table Section Elevation Component See Critical P oPdu„ % Pass No. .t Type Element K K Capacity Fail LI 116-100 Pole TPI4.14x11.26x0.188 I -0.622 620.920 10.4 Pass L2 100-67.5 Pole TP19.987x14.14x0.219 2 -9.843 1014.200 87.6 Pass L3 67.5-51.083 Pole TP22.94x19.987x0.631 3 -12.411 1982.250 68.3 Pass L4 51.083-32.25 Pole TP25.894x21.798x0.625 4 -18.374 2311.700 90.2 Pass L5 32.25-0 Pole TP31.7x25.894x0.655 5 -27.664 3033.670 94.9 Pass Summary Pole(L5) 94.9 Pass RATING- 94.9 Pass Program Version 6.1.4.1-12/18/2013 File:78875_003_01_Progress_OR_Modified.eri APPENDIX B BASE LEVEL DRAWING (INSTALLED) (6) 1-5/8' TO 114 FT LEVEL - (PROPO1%D)TO 75 FT LEVEL l -_A.1 r O OO • 4 (INSTALLED) {. ---(1) 1-1/4'TO 97 FT LEVEL I \ - (18) 7/8' TO 97 FT LEVEL \ N _ / / \ • LEVEL/ 3/8' TO 114 FT EL / / \ I I oR I I I o`� o�' I I 1 \ / / \ \ � � _ � � / / N // ® (INSTALLED-BUNDLED IN (3) 2 CONDUITS) (8) 5/16'TO 85 FT LEVEL (2) 1/2' TO 85 FT LEVEL BUSINESS UNIT: 874140 - APPENDIX C ADDITIONAL CALCULATIONS 1111T.A11111"00,S01006«.:,NFEtreamcammAamalsziammanamammariam.vmasanumcmaanzamix. 131021•7=1.1..J',AM..MMIMMISMY...-MMI.MM,ALtUNIIILLINIIILUM•04MILMMOMEILIMMLMMIIMMZEMEZIMMILMULIMIMIMMXIMNISMJI+,,MM.= 1111LUMVA.MV00,X011.,,It MUMMIAML.:1:1••itill IIILIZMUMLUALLNIMMISLOILIWIM.1111.1A1114111.1MIC.MIIC.M....71auMnaMMME4MLIMIlitilLINIIIIIMICILZMILLUAR 111AVAINS ,10.11,4.0.:-ALIIIICSINIMILIMMLM.....1[MCWANNIMMIIMELLIMMIMM= IMMIGINIMIAMMILMIKI111111KIIMMEIMMIMMUNIMOINIE'LMILUMIntilfillIIMII.JIM.I.MMIMItiuMIX4M ' , 10-1.M.1 wir:2,ztzt, 11PAIIMIEMIKIEMMEMIMIMME111 .1MLE.417,111MOIMIKLAIMISMIMLIMMIIIMCIMCIMIISUIN 7 PICA fl Sa1anfl. rna '1161.1111M,1:.W.g.,:eleM:.073msamilummtamaamem■■■■•■■■er.agamitanimmonsmaimmimamuccEmmuumsasizmaawssuaLF,ammarammummaciumaeuantimoummlicomm•znamarzonimmanwannuamass 1111a3310 , W.:.1.-"ElliMIIIIELNIINZI/11111111•111=11.■•■,lel■■■■■111W1,nEi.g.=.14MMEM11.171•Z•1114M1•1111L91ALMILi.l.M#1,leM11.111VAIMEM.L_MUMILLIMW,WEIcilettIMIIERINIMLINISeE54•11, ====.71MIMEMIEIM AlliiiIN11111.1111111111111111111111111111111111111111111111110111111111111111.111.111101111110101111.11181111111iliblibliMilliN10110111111111111111111110111111E111101111 P043...1,141a.Paia Pu• ,,saorrovosav ssans alodl...1°1•11 . Reins Flats(Used for relative orientation only.Actual flat numbers may vary.) Bottom Top Qty Model Position T or T&C 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 0 32.25 4 CI-1.25x6.5 F T&C *, � v 32.25 67.5 4 CCI-1x6 F T&C � n 1�. F T&C F T&C *s, F T&C F T&C F T&C F T&C F T&C r."I.�.€ :, ,,N Rein2 Bottom Top Qty Model Position T or T&C 0 F T&C ,. p F T&C F T&C s do- 't ��1. Rein3 Bottom Top Qty Model Position T or T&C 0 F T&C :' F T&C �# R. is F T&C ` s , F T&C �' F T&Cf F T&C t F T&C ,,.__.-.L......:,;'_„. .. . ". a. • • Reinforcement Capbcity a ( Ar eroSdufions�.LCP �/ SSoo Flalirom Parkw,v,was 100 Booklet,co eons 720,301,6962 Dimensions and Properties Compression Axial i i 1 1 i ASD-9 LRFD ■ Centroid Centroid Allowable from from Bolt Web Flange Hole Sender. Slender. Axial w/ Design Axial Weight Moment of MOmentOf Mating Edge HoleCenter Thickness Flange Thickness Diameter Yield Stress Ultimate Ratio Unbraced Ratio Unbracen Allowable i� Governing Strength Governing Model moo Area(As') Inertia(in')I Inertia(in) kin) (in) (in) Width fin) Width(in) (in) (in) (15i) Stress(ksi) Coefficient Length(in) Coefficient Length)nl A.:al(kip) pi qt) ) Axial (kip) Axial CCI.1x6 20.4 6.00 0.50 18.00 0.5 0 1 6 0 0 1.21875 65 80 0.80 16 1.00 16 188.8 251.7 i Rupture 283.1 Ruelurr CCI-1.25x6.5 27.6 8.13 1.06 1861 L 0.615 0 3.25 6.5 0 0 1.21875 65 80 D.80 19 1.00 19 26060.4 347.2 � Compress. 391.4 '' Rupiu�■• C:)Userx)SUChin Desktop)78875_003_01_AeroColcs)Reinforcement Capacityxlsm 1 of 3 3/27/2015 11:06 AM Stiffened or Unstiffened, Exterior Flange Plate - Any Bolt Material TIA Rev G Reactions Bolt Threads: Site Data Mu 18.15 ft-kips X-Excluded BU#: 874140 Axial, Pu: 0.622 kips TVn=cp(0.55*Ab*Fu) Site Name: Progress, OR Shear, Vu: 1.653 kips T=0.75, cp*Vn (kips): App#: 285805;Revision#3 Elevation: 100 feet 38.88 Pole Manufacturer:I Other If No stiffeners,Criteria I TIA G <-Only Applcable to Unstiffened Cases Flange Bolt Results _ Rigid Bolt Data Bolt Tension Capacity,(p*Tn,B1: 54.54 kips w*Tn Qty: 10 Adjusted cp*Tn (due to Vu=Vu/Qty), B: 54.54 kips ,9Tn[(1-(Vu/9Vn)^2]^0.5 Diameter(in.): 1 Bolt Fu: 120 Max Bolt directly applied Tu: 4.85 Kips Bolt Material: A325 Bolt Fy: 92 Min. PL"tc"for B cap.w/o Pry: 1.193 in N/A: <-- Disregard Min PL"treo"for actual T w/Pry: 0.268 in N/A: <-- Disregard Min PL"t1"for actual T w/o Pry: 0.356 in Circle(in.): 17.75 _ T allowable w/o Prying: 54.54 kips a'<0 case Prying Force,q: 0.00 kips Plate Data Total Bolt Tension=Tu+q: 4.85 kips Diam: 20.375 in Non-Prying Bolt Stress Ratio,Tu/B: 8.9% Pass Thick,t: _ 1.5 in Grade(Fy): 36 ksi Exterior Flange Plate Results Flexural Check Rigid Strength, Fu: 50 ksi Compression Side Plate Stress: 2.1 ksi TIA G Single-Rod B-eff:_ 4.55 in Allowable Plate Stress: 32.4 ksi __ 9*Fy Compression Plate Stress Ratio: 6.6% Pass Comp.Y . Length: Stiffener Data(Welding at Both Sides) No Prying 10.73 Config: 0 * Tension Side Stress Ratio, (treq/t)^2: 3.2% Pass Weld Type: Groove Depth: in ** n/a Groove Angle: degrees Stiffener Results Fillet H. Weld: <-- Disregard Horizontal Weld : n/a Fillet V. Weld: in Vertical Weld: n/a Width: in Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Height: in Plate Tension+Shear,ft/Ft+(fv/Fv)^2:n/a Thick: in Plate Comp. (AISC Bracket): n/a Notch: in Pole Results Grade: ksi Pole Punching Shear Check: n/a Weld str.: ksi , - ,-_ Po le Data Diam: 14.14 in _ Q Thick: 0.1875 in Grade: 65 ksi . i, #of Sides: 12 "0"IF Round a. Fu 80 ksi r. ' I Reinf. Fillet Weld 0 "0" if None J *0=none, 1 =every bolt,2=every 2 bolts,3=2 per bolt **Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5-Ext Flange G 1.3, Effective March 19,2012 Analysis Date:3/27/2015 ■ Anchor Rod Information for TIA/EIA-222-F and TIA-222-G-2 Site Information Base Reactions Design Information ID: 874140 Moment: 1862 ft-kip TIA Code: G Name: Progress AerOSOIUt10i)S LLC Axial: 28 kip ASIF: 1.000 App.#: 285805;Revision#3 Optimizing Your Tower Infrastructure Shear: 25 kip Failure: 102% Base Plate Type: Circular eta Factor: 0.50 Original Anchor Rod Data First Added Anchor Rod Data Second Added Anchor Rod Data Third Added Anchor Rod Data Quantity: 8 Quantity: 3 Quantity: Quantity: Diameter: 2.25 in Diameter: 1.75 in Diameter: in Diameter: in Material: A615 GR 75 Material: A193 B7 Material: Material: Bolt Circle: 39.3 in Bolt Circle: 45.8 in Bolt Circle: in Bolt Circle: in Bolt Spacing: in Bolt Group Area: 31.81 in' Bolt Group Area: 7.22 in2 Bolt Group Area: 0.00 in2 Bolt Group Area: 0.00 in2 Bolt Group MOIx: 6150 in° Bolt Group MOIx: 1628 in° Bolt Group MOIx: 0 in° Bolt Group MOIx: 0 in° Reactions Seen by Original AR Group Reactions Seen by First Added AR Group Reactions Seen by Second Added AR Group Reactions Seen by Second Added AR Group Moment: 1472.0 kip-ft Moment: 389.6 kip-ft Moment: 0.0 kip-ft Moment: 0.0 kip-ft Axial: 27.7 kip Axial: 0.0 kip Axial: 0.0 kip Axial: 0.0 kip Shear: 25.4 kip Shear: 0.0 kip Shear: 0.0 kip Shear: 0.0 kip Original AR Capacity Check First Added AR Capacity Check Second Added AR Capacity Check Second Added AR Capacity Check Combined Load: 237.7 kip Combined Load: 149.3 kip Combined Load: 0.0 kip Combined Load: 0.0 kip Allowable load: 259.8 kip Allowable load: 189.9 kip Allowable load: 0.0 kip Allowable load: 0.0 kip AR Capacity: 91.5% Pass AR Capacity: 78.6% Pass AR Capacity: 0.0% AR Capacity: 0.0% Rev.4.1 Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data Reactions BU#: 874140 Mu: 1471.9593 ft-kips Site Name: Progress Axial,Pu: 27.6639 kips App#: 285805;Revision#3 Shear,Vu: 25.375405 kips Pole Manufacturer:I Other I Eta Factor, n 0.5 TIA G(Fig.4-4) Anchor Rod Data If No stiffeners,Criteria: I AISC LRFD <-Only Applcable to Unstiffened Cases Qty: 8 Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Rigid Strength (Fu): 100 ksi Max Rod (Cu+Vu/rj): 234.4 Kips AISC LRFD Yield (Fy): 75 ksi Allowable Axial, m*Fu*Anet: 260.0 Kips cp*Tn Bolt Circle: 39.32 in Anchor Rod Stress Ratio: 90.2% Pass Plate Data Diam: 45.32 in Base Plate Results Flexural Check Rigid Thick: 2.25 in Base Plate Stress: 33.2 ksi AISC LRFD Grade: 60 ksi Allowable Plate Stress: 54.0 ksi cp*Fy Single-Rod B-eff: 12.74 in Base Plate Stress Ratio: 61.4% Pass Y.L.Length: 23.26 Stiffener Data(Welding at both sides) n/a Config: 0 * Stiffener Results Weld Type: Horizontal Weld : n/a Groove Depth: in ** Vertical Weld: n/a Groove Angle: degrees Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Fillet H.Weld: <-- Disregard Plate Tension+Shear,ft/Ft+(fv/Fv)^2:n/a Fillet V.Weld: in Plate Comp. (AISC Bracket): n/a Width: in Height: in Pole Results Thick: in Pole Punching Shear Check: n/a Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 31.7 in - -3 r Thick: 0.28125 in Grade: 65 ksi #of Sides: 12 "0"IF Round Fu 80 ksi Reinf.Fillet Weld 0 "0"if None ,i a. *0=none, 1 =every bolt,2=every 2 bolts,3=2 per bolt **Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5 -Circular Base G 1.3, Effective March 19, 2012 Analysis Date: 4/7/2015 tCl Foundation Tool Suite-Monopole Pier-Beta Release CCI Foundation Tool Suite-v1.0 Date: 3/27/2015 BU: 874140 Site Name: _ Progress,OR M CROWN App Number: 285805;Revisiontl 3 �1,,O.K �'Work Order: 1033165 LAS fJ L f Monopole Drilled Pier Input 3"C.C. Criteria TIA Revision: G ACI 318 Revision: 2008 Seismic Category: D . A Forces ='I Compression 28 kips Shear 25 kips Moment 1862 k-ft Swelling Force 0 kips Foundation Dimensions •1 Pier Diameter: 5 ft \ aS Tie Size Ext.above grade: 1 ft Depth below grade: 25 ft I (20)-#10 Material Properties Number of Rebar: 20 Rebar Size: 10 Tie Size 5 Rebar tensile strength: 60 ksi Concrete Strength: 4000 psi Ultimate Concrete Strain 0.003 in/in - Clear Cover to Ties: 3 in • • Soil Profile: Soil , Ultimate Ultimate Ultimate Friction Uplift Skin Comp.Skin Bearing Thickness From To Unit Weight Cohesion Angle Friction Friction Capacity SPT'N' Layer (ft) (ft) (ft) (pcf) (psf) (deg) (ksf) (ksf) (ksf) Counts 1 2.5 0 2.5 55 0 0 0 0 2 2.5 2.5 5 60 32 0 3 15 5 20 60 31 0 4 5 20 25 60 34 -3 Analysis Results Concrete/Steel Check Soil Lateral Capacity Mu(from soil analysis) 1999.77 k-ft Depth to Zero Shear: 5.97 ft cPMn 2780.88 k-ft Max Moment,Mu: 1999.77 k-ft RATING: 71.9% Soil Safety Factor: 1.83 Safety Factor Req'd: 1.33 RATING: 72.7% rho provided 0.90 rho required 0.50 OK Soil Axial Capacity Skin Friction(k): 94.75 kips Rebar Spacing 6.82 . End Bearing(k): 581.70 kips Spacing required 20.32 OK Comp.Capacity(k),¢Cn: 676.45 kips - Comp.(k),Cu: 28.00 kips RATING: 4.1% Dev.Length required 18.78 Dev.Length provided 48.19 OK Overall Foundation Rating: 72.7% Page 1 of 1