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Specifications
RECEIVES AUG 1 DIVISION 0 2015 CITYOFTiGARD BUILDING B+T GRP April 8, 2015 J 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 8+T Group appreciate the opportunity of providing our continuing professional services to you - r. Crown Castle. If you have any questions or need further assistance on this or any other projects please gi - .s a call. • Respectfully submitted by: "fi�p i# `� B+T Engineering, Inc. ` .9276PE /5 OREGON Braden Tabb, E.I. Chad E. Tuttle, P.E. 'L ` Project Engineer President cyAp1TUSo�� tnxTower Report-version 6.1.4.1 Expi --. 1.� ' r 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 ,J 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 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 Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer (ft) 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 -- I 4 Ericsson RRUS A2 B2 4 I Ericsson RRUS A2 B4 4 Ericsson RRUS B13 4 Raycap RCMDC-3315-PF-48 r 1 Platform Mount[LP 301-1] Table 2 - Existing Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer (ft) Lines Size(in) 114.0 117.0 ( 1 ( Axxcelera AB-ACCESS 6 1-5/8 1 115.0 3 KMW Comm HB-X-ID-19-65-00T 1 3/8 6 I Andrew ETW200VS12UB 3 Andrew TMBX-6516-R2M 6 Andrew TMBXX-6516-R2M 8 97 0 100.0 I 3 Nokia FRIG 18 11/4 1 2 Nokia FXFB • 1 Raycap I RNSDC-7771-PF-48 97.0 1 -- Platform Mount[LP 713-1] 87.0 f 2 Radiowaves � HP2-23 { 85.0 85.0 1 -- 1 Side Arm Mount[SO 103-3] 6 5/16 1 83.0 3 Kathrein I 840 10057 2 1/2 3 Nextnet Wireless I BTS-2500 Notes: 1) Existing Equipment tnxTower Report-version 6.1.4.1 April 8, 2015 116 Ft Monopole Structural Modification Report CC!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 of Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size On) (ft) 97 97 --- 1 �_____ Generic _ __ Platform I -- 12 Decibel DB978S — — 85 85 1 I Generic r 4' Dish j -- -- 75 75 ( 1 Generic j Platform -- j 9 Swedcom SP9014-DIN 50 50 I 1 Generic 4' Dish i -- 1 -- 3)ANALYSIS PROCEDURE Table 4- Documents Provided Document Remarks Reference Source Online Application Verizon Wireless, Co-Locate Revision#3 285805 I 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 I CCI Sites Tower Modification Drawings I Valmont, Order No. 19351-06 2248976 CCI Sites Modification Inspection Report TEP#061169 1956214 CCI Sites Antenna Configuration Crown CAD Package +Date: 03/09/15 I 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 Component Critical SF*P_allow % No. Elevation(ft) Type Size Element P(K) (K) Capacity Pass/Fall L1 I 116-100 Pole TP14.14x11.26x0.188 1 I -0.622 - I 10.4 Pass' 1.2 I 100-67.5 Pole i TP19.987x14.14x0.219 2 I -9.843 - I 87.6 Pass' L3(67.5-51.083 I Pole I TP22.94x19.987x0.631 3 T-12.411 - I 68.3 Pass' L4 51.083-32.25 I Pole TTP25.894x21.798x0.625 I 4 7-18.374 - 90.2 Pass' L5 32.25-0 Pole I TP31.7x25.894x0.655 5 1 -27.664 - 94.9 Pass' II I (Summary I I Pole(L5) 94.9 Pass' I I _ I 1 _ I Rating= I 94.9 Pass' Table 6 -Tower Component Stresses vs. Capacity -LC4.5 Notes Component Elevation (ft) %Capacity Pass/Fail 1 I Flange Bolts I 100 I 8.9 I Pass 1 Flange Plate 100 6.6 Pass 1 Anchor Rods Base _ 91.5 I Pass 1 Base Plate I Base I 61.4 I Pass 1 Base Foundation Base 72.7 Pass (Soil Interaction) 1 Base Foundation I Base 71.9 Pass (Steel) Structure Rating (max from all components)= 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 li • 116.0 ft DESIGNED APPURTENANCE LOADING TYPE I ELEVATION I TYPE ELEVATION] r _ - Lightning Rod 5l8"x 8'(E) 119 ----1 BTS2500(E) 85 _ HB-X-ID-1985-00T w1 Mount 114 BTS-2500(E) 85 o m o o Pipe(E) - -----_ BTS-2500(E) --- 85 r 8 N __-- o HB-X-10.1985-007 wd Mount 114 6'x 2-1@"Mount Pipe(E) 85 Pipe(E) — ------ HB-X-ID-1985.00T wd Mount 114 6'x 2-1/2"Mount Pipe(E) 85 - Pipe(E) 8'x 2-1f2"Mount Pipe(E) 85 ------ —_ - r - --- - AB-ACCESS(E) _ 114 Side Ann Mount[SO 103-3)(E) 85 _ _ 100.0 ft _ (2)TMBXX8518-8518vd Mount 97 HP2-23(E) 85 ----- _. Pipe(E) --- - ------ I HP2-23(E) 85 _� - _ - (2)TMBXX8518-6518wl Mount 97 (2)WBX045T19X000(P) 75___----_� �_-1 Pipe(E) ------_---(2)X7C-FRO-840-V(P) 75 !l� (2)TMBXX-6516•R2M w1 Mount 97 (4)X7C7FRO.840-V w7Mount 75 Plpe(E) Pipe(P) _ ~ G TMBX-6516-R2M 4 Mount Pipe 97 (2)X7C-FRO-840-V(P) 75 (E) RRUS 12 B4(P) 75— { TMBX-6516-R2M wA Mount Pipe 197------1(2)RRUS 12 B4(P) — 75 D -- -- - (E) --1-- ---RRUS 12 84(P) ---75 -- il PTMBX-65t6•R2M wd Mount Pipe 97 RCMDC-3315-PF-48(P) 75 y N $ N 5 m N " (E) ----- ----(2)RCMDG331SPF-3315 (P) -75 ^ o; ' (2)ETW200VS12UB(E) 97 --- M c --- RCMDC-3315-PF-48(P) 75 (2)ETW200VS12UB(E) 197 ------ - — - (2)ETW200VS12UB(E) 97 --�RRUS A2 84(P) 75_—_--- - _ FRIG(E) ---- 97 --- (2)RRUS A2 B4(P) - 75 L r I _ FRIG(E) ------ 97 -_----RRUS A2 B4(P) ------75_- °° RRUS A2 813(P) 75 III ' (2)FRIG FXPB( E)---- 197 (2)RRUS A2 813(P) 75 _ U _ I i M L1 L_ _ RNSDC-7771-PF-48(E) 97 RRUS A2 813(P) 75 - (4)6'x 2"Mount Pipe(E) 197 RRUS 013(P) 75 — (4)6'x 2"Mount Pipe(E) 97 (2)RRUS 813(P) 75 ---- 87_5 ft I ! - ---- -- RRUS B1_3(P) ------ 75 -- - - --- -- (4)6'x 2"Mount Pipe(E) 97 6'x 2"Mount Pipe(E) ------�--97RRUS A2 B2(P)------ 75 —` 6'x 2"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 —1 RRUS 12 82(P) 75 - ^ - ^ m E - 1(2)RRUS 12 B2(P) 75 «r a "- m w m m 840 10057 wl Mount Pipe(E-per 85 - '� o M °.' N (�) photo) RRUS 12 82(P) 75 4 840 10057 wl Mount Pipe(E-per 85 Platform Mount(LP 301-1)(P4 75 - photo) M.P per sector) --_ ----------L 840 10057 wl Mount Pipe(Boer 85 (2)WBX045T19X000(P) 75 _ - -__,- -- -- 51.1 ft Y photo) _--- (4)WBX045T19X000(P)--- 75 - ---- 11 M MATERIAL STRENGTH GRADE I Fy I Fu I GRADE I Fy J Fu 2 A572-6585 ksi 80 ksi 140.064294ksi 40 ksi 55 ksi 0 39.820679ksi40 ksi 55 ksi 140.86911ksi-41 ksi 156 ksi ---d a N n 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 ft Standard. 4. Tower is also designed for a 30 mph basic wind with 1.00 in ice.Ice is considered to increase in thickness with height. ALL REACTION:5. Deflections are based upon a 60 mph wind. I 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 o 3 SHEAR r \\ MOMENT .q $ 3 K_1 _j j 237 kip-ft N O N M w S TORQUE 1 kip-ft 30 mph WIND-1.000 in ICE _ AXIAL 28 K SHEAR,----------"N\ MOMENT 25 K ( -.y 1 1862 kip-ft 0.0 ft_ __ _ —'- TORQUE 6 kip-ft s I REACTIONS-93 mph WIND o w J .W C€ - 2' L Job: �- B+T Group 78875.003.01-Progress, OR(BU#874140) 1717 S. Boulder, Suite 300 Project: — B_T ,,,,,, Client Crown Castle 'Drawn�:SChougule �'d. Tulsa, OK 74119 Phone:(918)587-4630 Code' TIA-222-G Date:03/27/15 scale: NTS FAX:(918)587-4630 Path. . -. u..a«an mw- .,..-ten6IP,191 CI w- CA me., No E-1 TIA-222-G - 93 mph/30 mph 1.000 in Ice Exposure C Maximum Values Vx Vz Mx Mz Global Mast Shear(K) Global Mast Moment(kip-ft) 0 5 10 15 20 25 0 500 1000 1500 2000 118.000 --- ------ -------- — ---------- � --- I118_o00 ioo_ I-.+ 100.000 t t t l t t I t t t 67.500 tl 67.500 E. C _0 cu 0 W51.083 L.__L J__L. __L___ 1__L1._. - L. ___i_L___ _L ___L__ -L__1_.___1_L 51.083 32.2 ' -`---�.'-- -- --'-- ---F-- --- -- -- --l- -- -- ;-`'- - --- - ---+ - - - ----a32.250 I t I I tt t \ tt \\ t \ t \ tl ,\ ' It Ii It I\, 0.0.a � _L I. '-1—- -- 1— t —1_L� 1_-., i \ 0.000 0 5 10 15 210 25 0 500 1000 1500 2000 Job: B+T Group 78875.003.01-Progress, OR(BU#874140) t-� 1717 S. Boulder, Suite 300 Project' B-T c • Tulsa, OK 74119 0heot. Crown Castle °fawn*SChougule (App'd' Phone:(918)587-4630 Code: TIA-222-G Date'03/27/15 !scale' NTS FAX:(918)587-4630 Path:Ms,..r» �, g,am,,,.,.,.4 .,..,.w,, 01 Ron.a«[,.of owp No.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 0.1 116_00� L 116.000 ; _ ii iii i i iii iii i i i i i 11 1111 II 1 1 1 1 IIII II I 111 I I I I 1 11 11 111 Il I I I I ' ' I IIII I I I 1 I I I III II 111 II I I 111 IIII 1111 II I I I I 100.000 ' 11 1111 1 1 1 1 III I 1 I f 1 1 100.000 ------`- �---'-'------- -!J,- -t- -F--- -- ------- - ---"---'-------- -------'----------'----- ------- IIII IIII IIII 111 1 1 1 1 1 IIII 1111 IIII IIII 1 1 1 1 1 I I I I I I I I IIII III I I I I I I I I I I 1111 1111 I I I I I I I I 1 1 1 1 1 I I I I 1111 IIII I I I I 1 1 1 1 I I I I 1 1111 1111 1111 1111 1 1 1 1 1 1 1 1 I I I I IIII 1111 I I I I 1 1 1 1 1 1 1 1 1111 I I I I I I I I I I I I I I I I I I I I I I I I 1111 III I I I I I I I I I I I I 1111 IIII 1111 IIII 1 1 1 1 1 1 1 1 1111 1111 11 1 1111 I I I I 1 1 1 1 I I I I IIII I I I I 1111 I I I I 1 1 1 1 IIII I I I I 1 II I I I I I I I I I I I I IIII 1111 I I I I I I I I I I I I I I I I 1111 1111 IIII 1111 1 1 1 1 I I I I 1111 IIII III 1111 1 1 1 1 1 1 1 1 67.500 _ I- I-f-I_ 1 1 1_1 1 11-1_ 1 1 I 1 1_. I I I 1 1 _I 1 67.500 1111IIII 1111 IIII 1 1 1 1 1 1 1 1 E. „ „ 1111 1111 1 „ , 1 1 1 I I I 1111 1111 illi 1111 1 1 1 1 1 1 1 C I „ „ 1111 lilt 1111 11 I I I I I 1 1111 1111 IIII 1111 1111 1111 nni+ 1111 III IIII IIII 1111 11 1 I d ' 1111 IIII 1111 1111 1111 1 1 1 1 1111 1111 1111 1111 1111 1111 W 51.083 L � �_ _i__ �_�� 51.083 T7I I rY I- IrI i -rti- �--I- r- I - 7- I- r 7 1 1 1 1 II 1 IIII 1111 1 1 1 1 1 1 1 1 1111 1111 1111 1111 1 1 1 1 1 1 1 1 1111 IIII 1111 1111 1 1 1 1 1 1 1 1 IIII 1 11 1111 1111 1 1 1 1 1 1 1 1 1111 1111 1111 1111 1 1 1 1 1 1 1 1 1111 1111 1111 IIII 1 1 1 1 1 1 1 1 IIII 111 IIII 1111 1 1 1 1 1 1 1 1 1111 1111 1111 1111 1 1 1 1 1 1 1 1 32.250 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 I 1 I 1 I I 1 I 32.250 r4-._-_._ _____ -,-1 1_}4 _ _-.1. ._ _ - _._ _--__ —_.. rl 1111 1111 Ill , 1111 I I I I 1 1 1 1 I ; IIII 1111 1111 1111 1 1 1 1 1 1 1 1 1 1111 1111 1111 IIII 1 1 1 1 11 I I III IIII IIII 1111 1 1 1 1 1 1 1 1 1111 1111 1111 11111 I I 1111 IIII I IIII 1111 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 11111 1111 1111 1 1 1 1 1 1 1 1 1111 1111 1111 1111 1 1 1 1 1 1 1 1 IIII 1111 1111 1111 1 1 1 1 1 1 1 1 1 111 1111 1111 1111 1 1 1 1 1 1 1 1 1 1111 IIII 1111 1111 1 1 1 1 1 1 1 1 1111 1111 IIII 1111 1 1 1 1 1 1 1 1 III 1111 IIII 1111 1 1 1 1 1 1 1 1 1111 IIII IIII 1111 I I 1 1 1 1 1 1 1111 1111 1111 1111 1 1 1 1 1 1 1 1 1:_:1,900_-ILL-ILL-1.____I_L' _Lu_L1_L_1— IIII MI I I I I I If 1 1 1 1 1 1 I L 1 I I 1 0.000 0 5 10 15 20 25 0 0.5 1 1.5 2 0 0.05 0.1 Job: [=11- B+T Group 78875.00_3.01-Progress, OR(BU#874140) .l 1717 S. Boulder,Suite 300 Client— ---- -- -- B-T t.11” Tulsa, OK 74119 Client Crown Castle Draw"b SChougule IAPdd. Phone:(918)587-4630 code: TIA-222-G Dale:03/27/15 scale: NTS FAX:(918)587-4630 bath:. t-tew ee:...p...,0.00415 Vol..P000......ototanal14 003 a Pam.a I.O.V InDW9 No.E-5 Feed Line Distribution Chart 0' - 116' Round Flat App In Face App Out Face .. Truss Leg Face A Face B Face C 118_000 116.000 ----------- - - --` ------ 114.000 114.000 I I I 100.000 I _ 100.000 I_ I_ 97.000__._ _____..__._ ._____97.000 I I I I I I I-- ----I----I- ------85.000 ----I- -----85.000 I---I---1--- ----- I I I I I I 75.000 I 75.000 II I I I I I I I 70.000 _ 70.000 87.500-- ---r---I- ---I- I---I---I--- 87.500 -- ----•----•- ----I - I - ---- I I I I I I I I �I I I I • < I I s l aI o I I I s s co s & i r . i a a o a a a a a 9 �I eI a p1 a. I ( I N LL LL LL LL r _; _• 51.083 W 51.083-� -'-� ------- -- - ---- - .� - ------ 71 U C U I VI i.3 I yl �I `�I O r^y a Ili .g U N �I <I v I& (iLI.• • I I NI �I OI N 35.000 I s 35.000 --- 32.250 ' • `V ' '• • ' • `°• 32.250 I I v I I I I I I I I I I 22 LL I a. LL I I I LL LL 6 I n I I I fn 0 I I I I (2 ii _ I I I I I I II I I I I 0.000 . . —0.000 r=g0b: - B+T Group 178875.003.01=Progress, OR(BU#874140) _ F. 1717 S. Boulder, Suite 300 Projed_ -- — -- B-T t A<1. Tulsa, OK 74119 Client.Crown Castle J°ra`"n by:SChougule App'd: TIA-222-G ate:03/27/15 Scale: NTS Phone:(918)587-4630 code: ° �_,— FAX:(918)587-4630 Path. . (14.........c-wwro...,u n....,ro. �r-,�.M ow e,,97,1%OA..we..Dwg No.E-7 Job Page enxTowerr 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 /1 ft /1 Sides in in in in L I 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 w/t in in2 in' in in in3 in' in2 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 L4 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 ttnxTowel� Job Page2 of 10 78875.003.01 - Progress, OR (BU#874140) 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 Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft f? in in in LI 1 1 1 116.000-100.0 00 L2 1 I 1 100.000-67.50 0 L3 1 I 0.898781 67.500-51.083 L4 1 1 0.925865 51.083-32.250 L5 1 1 0.929768 32.250-0.000 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Component Placement Total Number Start/End Width or Perimeter Weight Type Number Per Row Position Diameter j1 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 st*ssr• RFA1206-24S26-XXX(1-1/4") A Surface Ar 75.000-0.000 4 4 -0.250 1.310 0.001 (P) (CaAa) -0.050 bi►i•/t Safety Line 3/8 C Surface Ar 116.000-0.000 1 I 0.000 0.375 0.000 (E) (CaAa) 0.000 CCI- 1.25"x6.5"-FP A Surface Af 35.000-0.000 1 I 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 I -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 ** CCI-1"x6"-FP A Surface Af 70.000-35.000 1 I 0.000 6.000 14.000 0.000 (P-Mod) (CaAa) 0.000 CCI- I"x6"-FP B Surface Af 70.000-35.000 I I -0.250 6.000 14.000 0.000 (P-Mod) (CaAa) -0.250 CCI- 1"x6"-FP C Surface Af 70.000-35.000 1 I -0.500 6.000 14.000 0.000 (P-Mod) (CaAa) -0.500 CCI- 1"x6"-FP C Surface Af 70.000-35.000 1 1 0.250 6.000 14.000 0.000 (P-Mod) (CaAa) 0.250 **@** - t�xT®wer Job Page 78875.003.01 -Progress, OR (BU#874140) 3 of 10 B+T Group Project Date 17/7 S.Boulder,Suite 300 18:04:38 03/27/15 Tulsa,OK 74119 Client Designed by Phone:(9/8)587-4630 Crown Castle FAX:(9/8)587-4630 SChougule Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg f /1i klf LDF2-50(3/8") 13 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 I"Ice 0.000 0.000 ASU9323TYP01( 1-1/4) A No Inside Pole 97.000-0.000 I No Ice 0.000 0.001 (E) 1/2"Ice 0.000 0.001 1"Ice 0.000 0.001 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(I/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 I"Ice 0.000 0.001 **@** Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face f f2 11 2 f2 ft2 K L I 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 CAA CAAA Weight Section Elevation or Thickness In Face Out Face,1 fl Leg in ft2 ft2 ft2 ft2 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 �' Job Page YnxTowe4 of 10 78875.003.01 -Progress, OR (BU#874140) - 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 CIA A CAA2 Weight Section Elevation or Thickness In Face Out Face ft Leg in ft1 112 ft2 112 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 CPi CPZ CP CP7 Ice Ice ft in in in in Ll 116.000-100.000 -0.559 -0.662 -0.470 -0.401 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 L4 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 K„ K„ Section Record No. Segment Elev. No Ice Ice L I 2 LDF7-50A(I-5/8") 100.00- 1.0000 1.0000 114.00 LI 13 Safety Line 3/8 100.00- 1.0000 1.0000 116.00 L2 2 LDF7-50A(I-5/8") 67.50- 100.00 1.0000 1.0000 L2 11 RFA 1206-24S26-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-I"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 RFA1206-24S26-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-I"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-I"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- I.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(I-5/8") 0.00-32.25 1.0000 1.0000 L5 11 RFA I 206-24S26-XXX(1-1/4 0.00-32.25 1.0000 1.0000 YIY xTower Job Page 8 of 10 78875.003.01 - Progress, OR (BU#874140) B+T Group Project Date 1 71 7 S.Boulder,Suite 300 18:04:38 03/27/15 Tulsa.OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle SCh ule FAX:(918)587-4630 g Description Face Offset Offsets: Azimuth Placement CAAA C,4A. Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ° ft ft2 .f12 K ft ft (P) 0.000 1/2"Ice 3.498 2.211 0.100 0.000 I"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 (P) 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 I"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 I"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 1"Ice 51.500 51.500 2.470 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ° ° Ir ft ft2 K HP2-23 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 I"Ice 3.819 0.063 ******r Job e g Pa enxTower 78875.003.01 - Progress, OR(BU#874140) 5 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 SCh ule FAX:(918)587-4630 g Tower Feed Line Description Feed Line K, K, 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 CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ft f 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-OOT 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-I9-65-OOT 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 I"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-65 1 6-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-65I6-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 I"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 13 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 I"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 I"Ice 0.322 0.670 0.019 (2)ETW200VS12UB 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 I"Ice 0.322 0.670 0.019 (2)ETW200VS12UB 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 I"Ice 0.322 0.670 0.019 e�X Tower Job Page 78875.003.01 - Progress, OR (BU#874140) 6 of 10 - B+T Croup 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 C,1A,1 CAA, Weight or Type Horz Adjustment Front Side Leg Lateral Vert fl ft fl2 ft2 K T ft FRIG A 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 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 1"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 I"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 I"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 I"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 I"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 I"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 I"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 I"Ice 48.090 48.090 2.348 840 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 I"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 1"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 I"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 I"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 I"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 ¢�1C ®w(��' Job Page 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: Azimuth Placement CAA, CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ° ft ft2 ft' K f ft 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 I"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 I"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 I"Ice 14.100 14.100 0.410 •sar+++ (2)WBX045TI9X000 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 I"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)WBX045TI9X000 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 I"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 1"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 1"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 I"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 I"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 I"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 giiuxTower Job Page9 of 10 78875.003.01 - Progress, OR (BU#874140) 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 SCh Ule FAX:(918)587-4630 g Compression Checks Pole Design Data Section Elevation Size L L. Kl/r A P„ 0P„ Ratio No. P. ./t f ft in' K K (i)P„ L 1 116-100(1) TP 14.14x 11.26x0.188 16.000 0.000 0.0 8.424 -0.622 620.920 0.001 L2 100-67.5(2) TP1 9.987x14.14x0.219 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) TP3I.7x25.894x0.655 32.250 0.000 0.0 65.457 -27.664 3033.670 0.009 Pole Bending Design Data Section Elevation Size Mr 4tM Ratio M,. 4M Ratio No. M. M,. Jt kip-ft kiP-ft 4)71 kip-( kip-ft 4M,, LI 116-100(1) TP14.14x11.26x0.188 18.150 175.536 0.103 0.000 175.536 0.000 L2 100-67.5(2) TP 19.987x 14.14x0.219 354.057 407.174 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) L4 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 4)V„ Ratio Actual 4)T„ Ratio No. V. V. T T ft K K 4)V„ kip-fl kip-ft 4)7;„ L I 116- 100(1) TP 14.14x11.26x0.188 1.653 310.460 0.005 0.016 355.932 0.000 L2 100-67.5(2) TP19.987x14.14x0.219 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 �nxT®wer Job Page 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:(9/8)587-4630 Crown Castle SChougule FAX:(918)587-4630 g Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ Al,„, M,, li T Stress Stress ft 4)P,, 4)1i1,. 4)M,,. I)V 4)T Ratio Ratio LI 116-100(1) 0.001 0.103 0.000 0.005 0.000 0.104 1.000 4.8.2 V V L2 100-67.5(2) 0.010 0.870 0.000 0.039 0.004 0.881 1.000 4.82 V V L3 67.5-51.083 0.006 0.707 0.000 0.021 0.000 0.714 1.000 4.8.2 V (3) V L4 51.083-32.25 0.008 0.934 0.000 0.019 0.000 0.943 1.000 4.8.2 V (4) V L5 32.25-0(5) 0.009 0.983 0.000 0.017 0.001 0.992 1.000 4.8.2 V V Section Capacity Table Section Elevation Component Size Critical P °Pal„,,. % Pass No. ft Type Element K K Capacity Fail Ll 116-100 Pole TP14.14x11.26x0.188 1 -0.622 620.920 10.4 Pass L2 100-67.5 Pole TPI9.987x14.14x0.219 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_Madified.eri APPENDIX B BASE LEVEL DRAWING (INSTALLED) (6) 1-5/8" TO 114 FT LEVEL (PROPOSED) c''''.."'-'---...'--.7-.1-,4„,-IL(4) 1-1/4" TO 75 FT IF,. OHO �•l �1 (INSTALLED) \\�� (1) 1-1/4" TO 97 FT LEVEL l (18) 7/8' TO 97 FT LEVEL \ 7 N 7 / \ ., (INSTALLED) / \ (1) 3/8' TO 114 FT LEVEL / / OX 0' 1 I / / N _ J / / 7 illiYi1141111 ® (INSTALLED-BUNDLED IN (3) 2" CONDUITS) (6) 5/16" TO 85 FT LEVEL (2) 1/2' TO 85 FT LEVEL BUSINESS UNIT: 874140 APPENDIX C ADDITIONAL CALCULATIONS • Mb,rN Petr , Saes •.,o _ and Molt.fledClad Cla " Boom r w w ar ti r ....,r r. �... w +...r r • •••• • ••• r r �..• ...r r w_-. w w w w r re..... ono • r+l w r r Ir.- r 'wee.resew • �,.�..w w..� ..��1 . . �..w,.w.��w. a w,w w. ww�..w ...w.r w w.. �.•..w .w w..w•w�w,w.... . w� ��w wi. w.s. ar-10M-NI . .. .. - - -IL y_ Reinl 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 O 32.25 4 CI-1.25x6.5 F T&C 1 1 1 1 32.25 67.5 4 CCI-1x6 F T&C 1 1 1 1 F T&C F T&C F T&C F T&C F T&C F T&C _ F T&C Rein2 Bottom Top Qty Model Position T or T&C O F T&C F T&C F T&C F T&C F T&C F T&C F T&C F T&C F T&C Rein3 Bottom Top Qty Model Position T or T&C O F T&C F T&C F T&C F T&C F T&C F T&C F T&C F T&C F T&C a— §| I" 0 e |7!! %. S71 F.A -/•1�} Ili ■k !ƒ2� ----t� 1! §\_A $ pi!! 1128 �. --�-- §!„ JIM f|!00 �-_ ! l|20� ..� ! glriq ii• " i`; |▪ a" lam .1„ \ f �� \ a !- ■ 8 � | � 2 . } 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 cpVn=9(0.55`Ab*Fu) Site Name: Progress, OR Shear, Vu: 1.653 kips cp=0.75, cp'Vn (kips): App#: 285805; Revision#3 Elevation: 100 feet 38.88 Pole Manufacturer:) Other If No stiffeners,Criteria TIA G <-Only Applcable to Unstiffened Cases Flange Bolt Results Rigid Bolt Data Bolt Tension Capacity, cp`Tn,B1: 54.54 kips (p*Tn Qty: 10 Adjusted cp"Tn (due to Vu=Vu/Qty), B: 54.54 kips cpTn[(1-(VukpVn)^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. wlo Pry: 1.193 in N/A: <-- Disregard Min PL"treq"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% 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 c•Fy Compression Plate Stress Ratio: 6.6% Pass Comp Y L 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 ** 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 Pole Data Diam: 14.14 in Thick: 0.1875 in Grade: 65 ksi #of Sides: 12 "0"IF Round Fu 80 ksi Reinf. Fillet Weld 0 "0"if None •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 AeroSolutions��c Axial: 28 kip ASIF: 1.000 App.#: 285805;Revision#3 Optimizing Your Tower IntrastrucYurr: 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 Ir:v :.•••r• :r. �.•. 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 in' Bolt Group Area: 0.00 in2 Bolt Group Area: 0.00 in' 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% Rer.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: Other Eta Factor, ri 0.5 TIA G(Fig.4-4) Anchor Rod Data If No stiffeners.Criteria 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/11): 234.4 Kips AISC LRFD Yield (Fy): 75 ksi Allowable Axial, c*Fu*Anet: 260.0 Kips cp`Tn Bolt Circle: 39.32 in Anchor Rod Stress Ratio: 90.2% 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% Y.L.Length. 23.26 Stiffener Data (Welding at both sides) 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 Thick: 0.28125 in Grade: 65 ksi #of Sides: 12 "0"IF Round Fu 80 ksi Reinf. Fillet Weld 0 "0" if None `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 -CCI Foundation Tool Suite-Monopole Pier-Beta Release CCI Foundation Tool Suite•v1.0 Date: 3/27/2015 BU: 874140 Site Name: Progress,OR r ------------- - O � CRw�_N App Number: 285805;Revision#3 t Work Order: 1033165 l Monopole Drilled Pier Input 3"C.C. Criteria TIA Revision: G ACI 318 Revision: 2008 Seismic Category: a D Forces .4 Compression 28 kips Shear 25 kips Moment 1862 k-ft Swelling Force 0 kips Foundation Dimensions Pier Diameter: 5 ft a5 Tie Size Ext.above grade: 1 ft Depth below grade: 25 ftNIK" (20)-a10 7e n Material Properties n Number of Rebar: 20 Rebar Size: 10 Tle 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 I N S � 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 33 • Analysis Results Concrete/Steel Check 50,1 Lateral Capacity Mu(from soil analysis) 1999.77 k-ft Depth to Zero Shear: 5.97 ft ¢Mn 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),cbCn: 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 APPENDIX D TOWER MODIFICATION DRAWINGS / 1 TOWER MODIFICATION DRAWINGS # B+T GRP ROTE CIADER AVE TULSA PREPARED FOR: CROWN CASTLE TOWER INFORMATION '°WT" TOWER MANUFACTURER I DWG#: VALMONT/DC2886Z _ PROJECT CONTACTS: TOWER HEIGHT(TYPE: 115 MONOPOLE 1. CROWN TOWER STRUCTURAL ANALYST TOWER LOCATION: LAT. 45'26'48.45' DATUM:(NAD 1983) LONG. -122'47'2.4? PAUL ANZINI ELEV. 181 FTAMSL CROWN (802)845-1753 STRUCTURAL DESIGN DRAWING REPORT:B+T GROUP/M.#1033165 PAUL.ANZINI.CONTRACTOR@CROWNCASTLE.COM STRUCTURAL ANALYSIS REPORT: B+T GROUP/WO.#1022440 CASTLE 5350 NORTH 48TH STREET,SUITE 305 STRUCTURAL ANALYSIS DATE: 03/12/15 SITE NAME: PROGRESS CHANDLER,AZ 85226 APPUCAT1ON ID/REVISION#: 285605/3 CCISITES DOCUMENT ID: 5594954 2 BU NUMBER:874140 2. CROWN PROJECT MANAGER LEE BASSETT ISSUED FOR: REV BRIE DESCRIPTION SITE ADDRESS: (425)202-0200 CODE COMPLIANCE ° "'W"'MIMEO FOR °ora'"""'°" 10185 SW CASCADE AVENUE LEE.BASSETT@CROWNCASTLE.COM PORTLAND, OR 97223 THIS REINFORCEMENT DESIGN IS BASED ON THE REQUIREMENTS OF TA-222-G STRUCTURAL STANDARDS WASHINGTON COUNTY, USA FOR STEEL ANTENNA TOWERS AND ANTENNA SUP3. CROWN CONSTRUCTION MANAGER WIND SPEED OF FIUNO ICE,30 MPH WIND SPEED OF 93 MPH WITH NO 30 MPH WITH 1 INCH -PROJECT No: /ears oos.oi N/A ICE THICKNESS AND 60 MPH UNDER SERVICE LOADS, PROJECT ENO: BRADEN788" tF V EXPOSURE CATEGORY C. DRAWN BY: VAT!01.S 1 CHECKED BY: SSC d I ,III o - += I,I III6+1 ... � -t-=_....., , _ DRAWINGS INCLUDEDg,ct +- s m.'a, — BU/674140� 4. B+T GROUP PROJECT ENGINEER SHEET NUMBER DESCRIPTION �y r. 9 'k:. f SITE NAME PROGRESS r— 6PE: BRADEN TABB,E.I. Si TITLE SHEET 5 $ to m 'K II�I II—11 ( a (918)587-4630 S2 MODIFICATION INSPECTION NOTES AND CHECKUST ?� � �:,� :/�: ► OREGO " t—� � ,,,,Mil_•`-; BTABB@BTGRP.COM S3 GENERAL NOTES, AJAX BOLT NOTES AND DETAIL fL/ ^'`ti�.� r�k 1717 S BOULDER AVENUE,SUITE 300 S4 TOWER ELEV., SCHEDULE AND TX LINE DIST. DIAGRAM c°° 13..- t ,, 4, '' '., V"` /` TULSA,OK 74119 TOWER SECTIONS (0'-35' AND 35'-70') AND ANCHOR -ND TUZ`\""r. �`�► S5 B ! „, 1I �®` s ROD BRACKET DETAIL M "'�_ )' 5. B+T GROUP ENGINEER(EOR) S6 IN—LINE SPUCE DETAIL =SI AK KIM �/( t��� f ~' CHAD E TUTTLE,P.E. D1 PART DETAIL a. Bmm�o I�I l�'\\ �r (918)587-4630 D2 PART DETAIL MAP CTUTTLE@BTGRP.COM 874140 1717 S BOULDER AVENUE,SUITE 300 D3 DETAILS PROGRESS 10185 SW CASCADE AVENUE b, DIRECTIONS TULSA,OK 74119 PORTLAND'OR EXISTING 11t7 MONOPOE 6 FROM HWY 99W & HWY 217 IN PORTLAND,OREGON, START OUT GOING NORTHEAST ON SW PACIFIC HWY / OR-99W. SHEErrrt`E <0.1 MILES MERGE ONTO OR-217 N TOWARD BEAVERTON / SUNSET HWY.. 1.0 MILES TAKE THE GREENBURG RD. TITLE SHEET EXIT- EXIT 5- TOWARD METZGER. 0.2 MILES TURN LEFT v ONTO SW GREENBURG RD. 0.2 MILES TURN RIGHT ONTO SHEETRUMBER REVISION: SW CASCADE AVE. 0.4 MILES END AT 10185 SW CASCADE AVE PORTLAND, OR 97223, US S1 0 .. ., , 1 I d N , Z Y 0 9 0 .,„, i , , , . ,g ,,„ ,r;5,h1 l' ,-“re-- t.; iii lilt? ,0 i ge V/1171 Et < /1 E3 } `F,,��'.. 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E9 hgr§1 PF �3 ii! e i El -- - g i 8 Xa w 9 ¢i fl}k '�'o II 6 k' $w iz !.; fE S m 2'64 21 1 8R Mo A8 % em il -G -" qv41e n o1 11 1 YIo. 11a sW ' g1. ml , R .Ep g w1 e„ �) 9 E� E i.i W¢ z o W g< 066 .5 EV z o isy� si= qi 12 ° 1 S ': 1 g ''' / UziPI F 8g N ie¢ if, 1 g/ gia m ac�L ' o2 $ Ew d < E2 'g z E_ � AIR $ geNo9 �gpMBB Ixr� ' eOX# OAOR $xgh € 11 I 2 V1 7m�� 1$ o x ' g UEG8 8h 3 a wze ; 5 ' Pr oN gi 1 ' F� yj+t o S c E z dl S 1 �i !y ¢ w�I c G bcSg2h A <� gi u <m 2 < < Xi g4 F <,<Xo '� Vi X3 x0 TFC g n� i et Ag § x o _ € ca 8 z x g i g o o x 4 -3 ,: Z g $' & € 8 ! $ . li 8 I RE ER N 00 : l ' 8v 1 Cp ,, P ,1 O Zp” orf € $ z N E N 3 § $ F g . 3 fu ,, PIP 2 6 4 U 6 $ l NOTES GENERAL NOTES 1.ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRE—TENSIONED CONO/IION AGWROIXC TO THE REOUWDAENTS OF 1HE ALC'SPECDICATION FOR STRUCTURAL JOINTS USING HIGH—STRENGTH BOLTS',DEC.31,2009. 1.1 ALL WORK SHALL COMPLY WITH THE 11A-222—G STANDARD AS WELL AS ANT OTHER GOVERNING BUILDING CODES. B+T GRP 1.2 FIELD WORK WILL BE DONE AROUND EXISTING COAXAL CABLE 2.ALL STRUCTURAL BOLTS SHALL BE INSPECTED ACCORDING TO THE REOUIREMENTS OF THE NSC'SPECIFlG110N FOR AND EQUIPMENT.ALL WORK SHALL BE DONE IN A MANNER SUCH 1717 a BOULDER AVE STRUCTURAL JOINTS USING HER—STRENGTH BOLTS',DEC.31,2009. THAT NO DAMAGE OCCURS TO THE EXISTING EQUIPMENT OR SHITE 30O THE STRUCTURE TULSA,OK 74114 3.ALL MAX M20 BOLTS WITH SHEAR SLEEVES SHALL BE PRE—TENSIONED AND TIGHTENED UNTIL THE DIRECT TENSION 1.3 A MINIMUM OF TWO COATS OF ZINGA COLD GALVANIZING COMPOUND PR(818)5874630 INDICATOR(OTT)WASHERS SHOW THAT THE PROPER BOLT TENSION HAS BEEN REACHED.SEE NOTES AND DETAIL BELOW (OR APPROVED EQUIVALENT)SHALL BE APPUED TO ANY FIELD CUTS a r.erom corn FDR THE USE OF DIRECT TENSION INDICATOR(OT)WASHERS VITT THE MAX M20 BOLTS. OR FIELD DRILLED HOLES. 1.4 THE USE OF A GAS TORCH OR WELDER WILL NOT BE PERMITTED 4.ALL MAX BOLTS SHALL BE INSTALLED USING DIRECT TENSION INDICATORS(OTT'SSy)AND HARDENED WASHERS. OT'S ON THE TOWER WITHOUT THE CONSENT OF THE OWNER. SHALL BE THE SQUINTER*STYLE,MODE TO ASTM F8S9 LATEST REVISION;AND AIMOENED WASHERS SHALL.CONFORM TO 1.5 IN LIEU OF TEMPORARY BRACING CONTRACTOR MAY HAVE A STABILITY ,ASTM F436 AND HAVE A HARDNESS OF MLC 36 OR NIGHER. ANALYSIS PERFORMED BY AN ENGINEER LICENSED IN THE STATE THE TOWER L LOCATED.THE ANALYSIS SHALL USE A MINIMUM WIND 5.AS AN ALTERNATIVE TO USING DT WASHES,MAX BOLTS MAY BE PRETENSIONED PER ALSO TURN—OF—NUT METHOD. SPEED OF 45 mph(3—SEC)PER TA-1019. FABRICATION ...Nix. a..: .. .,., '.:.I— 3, :., 4 .01, 11:411 P.T., ,,, ..:,. Ill' • CROWN 21 ALL WORK SHALL BE DONE IN ACCORDANCE WITH AIS.C. LNI'S REQUIRED.DRYS SHALL BE SELF—INDICATING'SQUIRTER*STYLE DTI's MADE WITH SILICONE EMBEDDED IN THEM,INSPECTED BY MEANS OF THE WSIW.EJECTION OF SOJCONE AS THE DTI 'SPECIFICATIONS FOR THE DESIGN,FABRICATION AND ERECTION PROTRUSIONS COMPRESS.SQUIRTER*QT'S SHALL BE CALIBRATED PER MANUFACTURES'S INSTRUCTIONS PRIOR TO USE. OF STRUCTURAL STEEL FOR BUILDINGS.' CASTLE 2.2 STRUCTURN.STEEL SHALL MEET THE FOLLOWING SPECIFICATIONS: THE DIRECT TENSION INDICATOR (DTI)WASHERS SHALL BE THE"SQUIRTERS:STYLE'AS MANUFACTURED BY: YJEU1 A c eEca APPLIED BOLTING TECHNOLOGY PRODUCTS, INC. A. STEEL SHAPES AND PLATES,U.N.O. 83101 4572 1413 ROCKINNGHAM ROAD B.STEEL PIPE(HSS) 46101 A500 OR B f BELLOWS FALLS,VERMONT 05101, USA PHONE 1-800-552-1999 :t WEBS TEE WWWAPPUEDBOLTNG.COM 2.3 ALL NEW MATERIAL INCLUDING STRUCTURAL STEEL AND FASTENERS 4 SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION IN ISSUED FOR DISTRIBUTORS OF SOUIRIFR*DVS: 1 2.4 WELDING SHALL MEET ANSI/AWS D1.1 STRUCTURAL WELDING CODE REV DATE DED TION HRP://WWWAPPUEDBOLTING.COM/APPLIED—BOLTING—DISTRUBUTORS.NTNL (LATEST REVISION).ELECTRODES SWILL BE E80 SERIES. 0 04/08/15 ISSUED RR CDIERR CION LWE USE DIRECT TENSION INDICATOR(DT)WASHERS COMPATIBLE WITH 3/4'NOMINAL A325 BOLTS FOR THE MAX M20 BOLTS.ETES SHALL NOT BE HOT-DIP GALVANIZED.DR'S SHALL BE 2.5 CONTRACTOR SHALL PROVIDE SHOP FABRICATION DRAWINGS TO Y MECHANICALLY GALVANIZED(MG)BY THE COLD MECHANICAL PROCESS ONLY AS PROVIDED BY THE OT MANUFACTURER. B+T GROUP 5 DAYS PRIOR TO FMRICA110N. I HARDENED WASHERS REQUIRED:USE A HARDENED WASHER FOR A 3/4'NOMINAL BOLT BETWEEN THE TOP OF THE DIRECT TENSION INDICATOR(OT)WASHER AND THE NUT OF THE AJAX M20 BOLT. KEY NOTES HARDENED WASHERS SHALL CONFORM TO ASTM F438 AND HAVE A MINIMUM HARDNESS OF NRC 38 OR HIGHER.THE HARDENED WASHERS SHALL BE MECHANICALLY GALVANIZED BY THE COW T. MECHANICAL PROCESS.ALTERNATIVELY.CORRECTLY MADE HOT DIP GALVANIZED HARDENED FIAT WASHERS HAVING A MINIMUM HARDNESS OF HRC 38 CAN BE USED;CONTRACTOR SHALL PROVIDE DOCUMENTATION OF WASHER SPECIFICATION AND HARDNESS. • O TOWER MODIFICATION I.D. i 3 NUT I AWMI ATUIN REQIIRFTY PROPERLY LUBRICATE THE THREADS OF THE NUT OF THE MAX BOLT SO THAT R CAN BE PROPERLY TIGHTENED WITHOUT GALUNG AND/OR LOCKING UP ON THE BOLT PROJECT NO: 78875.a03A1� : THREADS.CONTRACTOR SHALL FOLLOW DTI MANUFACTURER INSTRUCTIONS FOR PROPER LUBRICATION AND TIGHTENING. PROJECT ENG: BRADEN TABS NOTE ARE COMPRESSED QT'S SHOWING NO VISIBLE REMAINING GAP ACCEPTABLE DIT WASHERS SHALL BE PLACED DIRECTLY AGAINST THE OUTER AJAX WASHER WITH THE DTI BUMPS DRAWN BY: VARA GLS FACING AWAY FROM THE MAX WASHER.PLACE A HARDENED WASHER BETWEEN THE OT AND MAX NUT.THE DTI BUMPS SHALL BEAR AGAINST THE UNDERSIDE OF A HARDENED FLAT WASHER NEVER CHECKED BY. SSC ''. DIRECTLY AGAINST THE NUT. , CONTRACTOR SHALL FOLLOW DT MANUFACTURER'S INSTRUCTIONS FOR INSTALLATION,WBRICATON,TIGHTENING MND INSPECTION. B+T ENGINEERIN , . ItreFCu1N RFOIIIRPT•,ALL ALV(BOLTS SHALL BE INSPLCItI ACCORDING TO THE REQUIREMENTS OF THE NSC'SPECIFICATION FOR STRUCTURAL.JOINTS USING MGH—STRENGTH BOLTS',DEC.32,2009, BY A QUALIFIED BOLT INSPECTOR.DURING INSTALUTON,THE BOLT INSPECTOR SHALL VERIFY MID DOCUMENT THE SHOP—DRILLED AND FIELD—DRILLED HOLE SIZES THE INSTALLATION OF THE MAX / '�1/ - U BOLT ASSEMBLY,INCLUDING THE SHEAR SLEEVE PLACEMENT AND NOT LUBRAC4TRON AND THE CONTRACTORS TENSIONING PROCEDURE.IN ADDITION,ALL MAX BOLTS AND CM'S SHALL BE VISUALLY /I4(T'. 5 INSPECTED ACCORDING TO THE DT MANUFACTURER'S INSTRUCTIONS.THE BOLT INSPECTOR SHALL PROVIDE COMPLETE PHOTO DOCUMENTATION OF ALL BOLTS AFTER TIGHTENING CLEARLY SHOWING THE / V. CONDITION OFF THE CM'S. - 76PE ' INTERIOR OF POLE SHAFT I EXTERIOR OF POLE SHAFT r/ P POLE SHAFT WALL SHAFT RENFORCING ELEMENT 1 s' SHOP DRILL HOLE IN SHAFT REINFORCING ELEMENT.HOT ORE FIELD DRILL HOLE IN SHAFT WALL; DIP GALVANIZED PER ASTM A123;FIELD COAT WITH ZRC ,E, El COAT WITH ZRC ZINC COLD—GALVANTLNG COMPOUND; \ ZINC COLD—GALVANIZING COMPOUND AFTER FIELD DPoWNG, 4. 13 2.11"\ S HOLE DIAMETER;NOMINAL 30mm(1 3/18'MAX.) , HOLE DIAMETER;NOMINAL 3055n(1 3/18'MAX.) ON WI."'rf � r A DIRECT TENSION INDICATOR(DT)SQUIRTER®'STYLE;ASIA �j/ PRO CTS,INC.SAID BY APPLIED BOLTING TECHNOLOGY 111114 g 1 PRODUCTS,INC.CARD MECHANIGL.LY 6ALVANT�D I 0. >�RP , a o e•um®eorswLa ommL m 110111111111111111104 /� ; MACHINED END OF AJAX BOLT ' '�^*00L'�^. + 1 FOR MAX INSTALLATION TOOL S MAI(N20 BOLT .IEIIIIII■ (NOMINAL MM20 BOLT0nun OD) PROGRESS HEAD: mm 10185 SW CASCADE AVENUE ► PORTLAND,OR AJAX NUT LUBRICATE THREADS, rSHEAR S_LEIXE(Fw12TKSl MINT: AJAX SPLIT WASHER "V4 REFER TO NOTES) FROSTING 115 MONOPOLE SSIZE: 29mm OD x 20mm ID IN—\\ HARDENED FIAT WASHER ASTM F438; LENGTH NOMINAL((THIP-6mm) (CRP-0.25')(TOL.-0',+1/32) MINIMUM HARDNESSHRC 38; SHEET TILE I SLEEVES SHALL BE ROUND,WITH ENDS CUT SQUARE AND DEBURRED. TM T MEHYAHICAI I Y GN VANI7FT GENERAL.NOTES, MAX WASHER AJAX BOLT NOTES i PLANE i AND DETAIL GRIP RUBBER WASHER ., A (1 1/18'CO A 13/16'ID x 1/8'THICKNESS) SHEET NUMBER REVISOR IL C TYPICAL AJAX BOLT DETAIL . . p OSCALE:N.T.S. S3 0 I! 1 • CCI:FLAT PLATE-BILL OF MATERIALS(65KSI) BOTTOM TOP FAT PLATE FIAT PLATE FIAT PLATE MAX BOLTS TOTAL AJAX TERMINATION TERMINATION MAXIMUM TOTAL TEEL ELEVATION ELEVATION DESIGNATION LENGTH QUANITTY PER PATE BOLT CRY BOLTS BOLPBOLT SPACIN WEIGHT au-116' A (BOTTOM) (TOP) BOLT sPAI2Nc B+T GRP 0' 35' CCL-W EP-06512535 35'-0" 2 31 62 WELD 11 19" 1934 LDS, 17178.BannER AVE SU0' 35' CCI-WCFP-06512535" 35'-0" 2 29 58 WELD 11 19" 1934 LBS. TULSA O SUITE OK 74118 a 35' 70' CCI-CFP-06010035" 35'-0" 2 41 82 TO 10 18" 1428 LBS. PH:( )887 z 35' 70' CCI-AFP-06070035 35'-O" 2 42 B4 10 10 18" 1428 LBS. g ••UNIQUE PART.SEE PMT DETAIL SHEET DI AND 02 288 6724 LBS. I N j 1 QEV-1�, NOTES: NEW CCI FLAT PLATE(65KSI) 1.AIAX BOLTS ARE TO BE 20mm DIAMETER WITH CORRESPONDING 29mm DIAMETER SLEEVE WITH MATCHING STEEL GRADE REINFORCING ELEMENTS " Eli---H 2.ALL STEEL SHALL BE HOT-DIP GALVANIZED AFTER FABRICATOR IN ACCORDANCE WITH ASTM A123.ALTERNATIVELY.ALL NEW STIFFENER PATE SILEL REINFORCING MAY BE COLD GALVANIZED AS FOLLOWS:APPLY A MINIMUM OF TWO COATS START END COY FIAT/ FAT PLATE• OF ZRC-BRAND ZINC-RICH COLD GALVANIZING COMPOUND.FILM THICKNESS. 1-800-831-3275 FOR PRODUCT ELEVATION �ATION CROWN INFORMATION. 0' 35' 2 6& 12 CCI-WSFP-08512535 3.ALL SHIMS SHALL BE ASTM A36. 0' 35' 2 3&9 CO-WCFP-08512535" 4.HOLES FOR MAX BOLTS AND SHEAR SLEEVES ARE 30mm UNLESS NOTED OTHERWISE CASTLE 5.SHOP WELDS ARE ASSUMED EBOXX OR GREATER,PER STANDARD SPLICE DETAIL 35' 70' 2 6&12 CCI-CFP-08010035" 6.IF SCOPE OF MODIFICATION REQUIRES REMOVAL OF TOWER ID TAG.IT MUST BE REPLACED. 35' 70' 2 3&9 CC-AFP-06010035 7.THE CURBING FACILITIES.SAFETY CLIMB AND ALL PMIS THEREOF SHALL NOT BE IMPEDED,MODIFIED OR ALTERED •SEE CARP 65 KSI PARTS CATALOG EDRION 2 REV. 1 FOR PART DETAILS 1 WRHOUT THE EXPRESS APPROVAL OF THE ENGINEER OF RECORD OR TOWER OWNER. "UNIQUE PART.SEE PART DETAIL SHEET DI AND D2 51 i 8.WHERE POSSIBLE.COMBING HARDWARE SHOULD REMAIN IN-UNE ALONG THE POLE IF AN OBSTRUCTION CAUSES A . 1 LATEINN.OFFSET OF 2'-0"OR MORE,CLIMBING ANCHORS SHALL BE PROVIDED AT EACH CHANGE IN ALIGNMENT.IF NEW ALL BOLTS SHALL BE AJAX M20 BOLTS WITH HIGH STRENGTH SHEAR z + REINFORCEMENT REWIRES STEP BOLT BRACKETS,INSTALL PRIOR TO GALVANIZATION OF STEEL SLEEVES(ASTM A519 WITH MIN.Fu-120 KSI).CONTACT SUPPUER FOR 9.CONTRACTOR SHALL.BE RESPONSIBLE FOR PROPER FITTING OF REINFORCEMENT ON MONOPOLES.SHIMS FOR MONOPOLE MATERIAL(PLATE AND BOLTS)AND INSTALLATION PROCEDURES. REINFORCEMENT MEMBER SNAIL BE REQUIRED WHERE GAPS BETWEEN THE POLE SHAFT AND REINFORCING MEMBER i EXIST AT FASTENER LOCATIONS.FOR INTERMEDIATE CONNECTIONS,THE MINIMUM SHIM LENGTH AND WIDTH SHALL BE THE ' ISSUED FOR IN III ill WIDTH OF THE REINFORCING MEMBER.FOR TERMINATION CONNECTIONS,A CONTINUOUS SHIM PLATE(PREFERRED)OR '■' EQUIVALENT INDMDUAL SHIM PLATES THE WIDTH OF THE REINFORCING MEMBER MAY BE USED.SHIM THICKNESSES o' DALE OESCRIPBON bi SHALL BE NO LESS THAN 1/18'.STACKING OF SHIMS IS PERMITTED. EXISTING MEMBER SCHEDULE 0 04/05(15 MED KM CONSTRUCTION 'd A ELEV-70' NUMBER BOTTOM TOP LAP Y NOF SIDES THICKNESS DIAMETER DIAMETER SPLICE I 1 12 0.28" 31.7 21.85; 47" I 2 12 0.211 229t 14.14. --- 8 3 12 0.188 14.14 11.26 -- , 3 EXISTING TOWER HAS BEEN PREVIOUSLY MODIFIED. PROJECT NO: 78815.003.01 REFERENCE DRAWINGS BY VALMONT DATED 08/14/06 PROJECT ENG: BRADEN TABS -- DRAWN BY. VAT/GLS 2/55 S ELEV=51.1' __ (TIP) CHECKED BY: SSC TOWER MODIFICATIONS: B+T ENGINEERING, ,yam • d OCONTRACTOR SHALL BUDGET A SITE MSR TO CHECK / CRIT CAL DIMENSIONS AND VERIFY UNKNOWN CONDITIONS FPRIOR TO D E FABRICATION.TING' ASIA ` � OTHE NEW AND EXISTING IN THE )1 LI MUST BE "r.9 DISTRIBUTED AS SHOWN IN THE TX LINE DIST.8E Or76PE oc RE DETAIL 2/54. ELEV 4 35' I (O P i© O INS SHEEN SSREINFORCING ELEMENTS OREGO • 1 T; 'J ®INSTALL NEW PADS FOOT ANCHOR RODS MD ANCHOR ROD BRACKETS ' ,• 13,1 ‘ B i .z RE SHEET 55. (INSTALLED) FT LEVEL C'4b �`' F. E ' O INSTALL NEW IN-UNE SPUCE (8)1 15/4"TO 9713"TO 4FT LEVEL Tu, RE SHEET 56. iu wA Avr w USI)7/8"TO 97 FT LEVET. °° '��.. MMS § • CONTRACTOR SHALL PROVIDE TEMPORARY BRACING B o° B6pY1 DM..m FOR ALL REMOVE AND REPLACE PROCEDURES. Dm mSB.O i " MODIFICATIONS SHALL BE COMPLETED PRIOR TO ° (INSTALLED) or A=MOO WIaFr. S ADDING THE PROPOSED APPURTENANCES. (1)3/8"TO 114 FT LEVEL PROGRESS (PROPOSED) C f s $ (4) 1 1/4"TO 75 FT LEVEL • 874140 - ■ i 10185 SW CASCADE AVENUE n 1/S5 PORTLAND,OR (lYP) + ��-, EXISTING 11B'MONOPOLE / _ I O©© 01 SHEET TITLE q{ % ELEV 0 . ���/ (INSTALLED-BUNDLED IN(3)2"CONDUITS) TOWER ELEV.,SCHEDULE 1 e -f (6)5/16"TO 85 FT LEVEL AND TX LINE DIST.DIAGRAM I (2) 1/2"TO 85 FT LEVEL 8 SHEET NUM/ER: REVISIOtt�. .1 O�„ELEVATION OTXU�N N.DSTRIBUTION DIAGRAM • S4 0 , 1 I I • ANCHOR ROD BRACKET (2)NEW ALL THREAD ANCHOR RODS 7' WITH 1 1/4-05.00.-Er ON 47.0.0 BOLT CIRCLE / B+T GRP ` FOOT PAD(3)REQUIRED 5' j n,T S BOULDER Ave. RE:3/S5 ,��l m / / 1 1/4'x4 1/2'SQ.(OR GREATER) TULO SWARM t „1 A572-65 PLATE WASHER WITHON ,TULSA,� (4)FIAT WALE REINFORCING ELEMENTS, 2Y HOLE ,�,,,,y�®, ,(_/� pfl \ SPACED EQUALLY 1/ , \j \ EXISTING MONOPOLE., `S JI R / 8 8 `` \,„ / ANCHOR RODS BASE PLATE 0n 1 1/4'PLATE I tHSS4x4x1/2 1/ %. 9 `10 I 5 `''\ ,c •, ON 39.32'0 B.C. MAK CROWN / .0) CASTLE 10 -- -- 4 se PMEW 1 3/4.0R8•-9'A193 87(FyeT 051mQ EXISTING PORTHOLES ALL THREAD ANCHOR ROD WITH K9LTI HR RE 500 EPDXY. C00,-2,, 11 I 3 X11 AT ELN.8"-0- , (5'-0'MM.FJdBEDMENi IMO EXISTING CONCRETE) 8 oB I �1 (anr� a s 10) PLAN n 41 n�d i I .•' 1' I 2\. ,,,4%‘ , 11 NEW HW.HEX NUT TIGHTEN TO 'a ISSUED FOR: TRIM FOOT PAD ��. -��^• NOTCH FIAT PLATE AT SNUG FR PWS QUARTER TURN "j REV DATEfI011 A5 REQUIRED V PORTHOLE(1 1/2'Nett) • o 01,011/15 ISSUED FOR caaTRueRON d MP,) ` (TUT/3 a 9) •RE.SHEET DI 8� _ '' �NOP n • I I I S/16 N. <TYP. (1)NEW ALL THREAD ANCHOR ROD ON 48.3'0 BOLT CBRCE EXISTING MONOPOLE I I I , NEW ANCHOR ROD REINFORCING SHALL BE INSTALLED mOJECT PAX T88T5.007D, OTOWER SECTION(dJ5� PER MANUFACTURER'S RECOMMENDATIONS.ALL NEW .� SCLC N.T.S. ANCHOR RODS SHALL 8E PULL ILsHtD FOR 111 KIPS. PROJECT ENO: BRADEN TABS DRAWN BY: VAT/OLS 4 FOR RELOCATION REPLACEMENT of I N g 1J' I :PECKED BY: ssc, COMING CIDIM C PEGS AS REQUIRED n1 t 5511: . ry r , j 5„B D < a s B+T ENGINEERING, 01 .. �I R (R ELN 9"-0' g FOOT PAD 6/� <c,9 (FlATp I &7) (4)FLAT PLATE REINFORCING ELEMENTS, G E:i SPACED EQUALLY 11 9518 9 I 7 8 3 4 \ TO BASE PLATE , i i_ ANCHOR BRACKET\ (W//6) • z TO BASE PLATE/ (9/15) , I <ANCHOR BRACKET S 5 O \'�' B 7 8 9/18 I " 1/2 V µDeAst FOOT Pb OR 8 ,�@ I 5 \ \s. Pti4bk3 �� g .\ EXISTING BASE l ,. 7;a A NEW FOOT PAD AO jU1Z iQ EXISTING PLATE , 7500 i �-MONOPOLE EXISTING.�,� ^` .'> ";?. NEWOMETA PSI NON-SHRINK, 10 ---+ -- 4 GROUT ' x i.t' .,.1 g. 4,.ol., NON-METALLIC GROUT• Y^ .� Nm TO 000.1.1. gA. I EXISTING FOUNDATION-'--.- •''' ..•.• .. TAKE ALL MEASURES NECESSARY TO AVOID DAMAGING ' • fl f EXISTING REINFORCING BARS DURING DRIWNG PROGRESS NEW 2.005-0- ---1 I - OPERATIONS NOTIFY B+T GROUP IMMEDIATELY 874140 Y 11 I 3 `1\1`11 (+2',-O')HOLE - z IF DOSSRN0 REINFORCING BATS ARE ENCOUNTERED AND INTERFERE WRH PLACEMEM OF NEW ANCHORS. 1/ , , .'.' > ` 10165 SW CASCADE AVENUE g 12 1 2 .."...,/,�' •e f���r • MINOR ADJUSTMENT TO PROPOSED LOCATION OF NEW POFfRJ1ND.OR ANCHORS MAY BE REWIRED. ^3 \, EXISTING 116 MONOPOLE g NOTCH FLAT PUTS AT `� OANCHOR ROO BRACKET DETAIL TOWER SECTIO• SNEET NS 7-35'AND SG,1E:N.T.S. PORTHOLE(1'MAX) 36-70)AND ANCHOR ROD A (FIAT/8 a 12) ` BRACKET DETAIL E SHEET D2 REVISION % L SCALE, N.TSOWER CTION(35t701 SHEET NUMBER S5 0 f 1 i • l d" B+T GRP 1717E BOULDER AVE SURE900 PH:DA RS 5874830 PH: (2181 FN. NEW SHAFT REINFORCING ( (UPPER REINFORCEMENT) k •n�i \ \ CROWN i..._ : o CASTLE b of #pU,, ice' • ISSUED FOR a- TEV are CESCRPRON "g SPLICE PLATE-BILL OF MATERIALS(65KSI) 0 4/0e/15 LmAn FOR caosemucnort 5 • ELEVAnoN ti .• n W E1.EVATON WIDTH THICIW6S LENGTH CITYOOff TY OF BOLTS OOF BOLTS AIM BOLTS TOTAL TOTAL TS (TOP END) (BOTTOM ER END) PSPLICE MAX BOLTS STEEL WEIGHT l —'4—'4' 35'-0• 8• 1' 5'-10• 4 10 11 21 84 476 I LBS. O.C.DISTANCE ON TERMINATION BOLTS TO BE 3 IN.U.N.O. PROJECT NO: 76875.00.7.01 q u USE SHIM PLATES AS REQUIRED. 4"BOLT OTY INCLUDED IN 54 BILL OF MATERIALS PROJECT ENG: BRADEN TABS I —STEEL WEIGHT NOT INGLIm@ MATERIALS. S4 BILL OF MATEA b DRAWN BY. VAT SGLS CHECKED BY: SSC E 0 • OAT ENGINEERING.I ' g 7., / 4 \ Mt:71 76PE c 1 . � 5. NEW SPLICE KATE - ,OREGON( • r R 9 RE BILL OF MATERIALS 464" 1 �0° LXISTING MONOPOLE—., 3 NEW SHAFT REINFORCING F (LOWER REINFORCEMENT) PROGRESS 874140 Sf 10185 SW CASCADE AVENUE ID(ISNNG 11P MONOPOLE SHEET TITLE C OFLAT PLATE IN-LINE SPLICE DETAIL IN-UNE SPLICE DETAIL SCALE:N.T.S. .i SHEET NUMBER REVISION X. �, S6 0 • I- pB+T GRP 1717 S.BOULDER AVE MB,CCR 0 PH m S)587 16 PN.(W10.0.0 90 WwlYypmm / LENGTH / CROWN INTERMEDLATE BOLT HOLES DISTANCE INTERMEDIATE BOLT HOLES CASTLE / EQUALLY SPACED ,/: A / / 3-3' / / EQUALLY SPACED / OTY OF 51 INTERMEDIATE BOLT HOLE SPACING /SRFFER PT2t 1 INTERMEDIATE BOLT BOLT HOLES HOLE SPACING AT 3'EACH 3' / / i�,- 1/4 V TO FIAT PLATE / (T F1 / / / ISSUED FOR: =DMS PLATE \ UTE g REV ODE MSf�ROR 0 08/08/IS ISSUED FOR GONSTRULTON m ` \ O O O O O O ( i J O O O 00 00 W 'PROJECT NO: 78878 00X01' 3 1/2',/ B' I /8' , /6 1/2' -51811 1 3/1B'4 HOLE(TOP) E PROJECT ENG: BRADEN TABS SDRAWN BY: VAT/GLS H J 8'-11 1/2' ,CHECKED BY: SSC I (FIELD -LHISIING PORTHOLE S B+T GROUP RECOMMENDS Al B•--0" B+T ENGLNEFRING.IN NOTCHING IN THE FIELD. I 2•_3• i1 ( (MELD WORMY) r ��, 8 ‘,''• 8PE e PART DETAILii nl OSCALE:N.T.S. IllrORE6 R 44! 13.2'4x` r Of TU11.Yc iiiiala FIAT PLATE BLACK WEIGHT DISTANCE TOTAL QTY DF QTY OF BOLT HOLES QTY OF BOLT HOLES INTERMEDIATE BOLT - , C DESIGNATION (LDS) WIDTH THICKNESS LENGTH 'A, 13/18- BOLT (BOTTOM END) (TOP END) HOLE SPACOiG C HOLES PROGRESS '1 CCI-WCFP-08512535 667 6 1/2' 1 1/4' 35'-0' 1'-4' 20 WELD 11 1•-7' 874140 10185 SW CASCADE AVENUE PORTLAND.OR 1,2 EXISTING LIB MONOPOLE SHEET TITLE e PART DETAIL SHEET• N: NUMBER: REVISION v D1 0 jB+T GRP ITA S.BOULDER AVE IU.S loo TIARA OB 74119 PH(019)5574850 / LENGTH l CROWN INTERMEDIATE BOLT HOLES DISTANCE DISTANCE INTERMEDIATE BOLT HOLES CASTLE / EQUALLY SPACED / A / .1.' 2-2" ,F. / B }, EQUALLY SPACE / i QTY OF Orr OF BOLT HOLES INTERMEDIATE BOLT INTERMEDIATE BOLT BOLT HOLES /3'/ 3'AT EACH f / \ HOLE SPACING STIFFENER PLATEHOLE SPACING AT 3'EACH 3' / 1/4 V TO FIAT PLATE (EYP) ("KV— MP) / / ISSUED FOR: PLATE g S =MN W �P RD/ DOE o�mron 13 0 04/05/15 ISSUED RR CONSTRUCTION 001�00 Ot t O O of Q I ♦ ) Q 0 OO �� ♦ 3 Y PROJECT NO• 75975.003.01 S /3-/V/ —DRILL 1 3/18"B HOLE(TOP) W PROJECT ENO: BRADEN TABB • DRAWN BY: VAT/GLS ' ! '/8. '/ CHECKED BY: SSC 13'-e' I_ • (FIELD VFJ9FY) 'R EXISTING PORTHOLE 8+T ENGINEERING Al 49' D' B+T GROUP RECOMMENDS I 1 PRE Y NOTCHING IN THE FIELD. 7'-2' ` r�— ! / (FTETD YE7BFY) / P* ��. • �7 6PE 9 A S PART DETAIL 6.) OSCALO X.T.S. y OREGON` °y13, 11 c/,,AD TUZ«fc. O A FIAT PLATE BLACK WHT DISTANCE DISTANCE TOTAL QTY OF OTY OF BOLT HOLES QTY OF BOLT HOLES INTERMEDIATE BOLT uta 1u5 . EK: DESIGNATION (LBS) WIDTH THICKNESS LENGTH .A. ,B, 1 3/16"BOLT (BOTTOM END) (TOP END) HOLE SPACING 2 PROGRESS `01 CCI-CFP-09010038 714 B' I' 33'-0' 0'-10" 1'-2' 41 10 10 1'-4" 874140 10195 SW CASCADE AVENUE PORTLAND.OR EXISTING 119 MONOPOLE .. I SHEET TITLE 1 PART DETAIL , uSHEET NUMBER REVISION: D2 1 0 jB+T GRP 17 B.BOULDER AVE RAM TULSA.OK 74119 - PH(216T567J630 wwN ObC.mm NEW SHAFT REINFORCEMENT % EXISTING M0NUP!11 f SHAFT \ /—EXISTING UONOPOLE SHAFT i 0 1',� CROWN If CJP EXISTING WELD ',,\ CASTLE } NSELESI 45ll \ \ \\. 1. GRIND EXISTING FILLET WELD FLUSH TO BASE PLATE SEE CHARTV �I� memo,' �� ` AND POLE FOR THE WIDTH OF THE RONFORCEAIENT •\ <\ ��\\ `'• PLATE PLUS 1/4'ON EACH SIDE(DO NOT OVER GRIND) III \\\\�\\ \ \ 2 PERFORM CJP WELD WITH REINFORCING FILLET WEU) �• \\ �' USING POLE AS BAq(ING BAR k\ \,, '\.� sem` \` • ISSUED FOR: REV MX OFSCRIPT10N J o 01/01/1s11SSUFD FOR TX116IR Gn011 - EXISTING BASE PLATE EXISTING BASE PLATE .5 EXISTING WELD 1 OWELD DETAIL-OPTION 1 SCALE N.T.S. PART NUMBER PLATE SIZE MWMLAL REINFORCING WELD oCCI-WSFP-040078 3 4 x 4" 1 4 WS `PROJECT NO: 76675.003.01 I • CO-WAFP-040075 / / PROJECT END BRAVEN TA S CCI-WSFP-045100 1"x 4 I/2" I/4' DRAWN BY. VAT(OLD Cd-WAFP-015100 CHECKED BY: SSC CCI-WSFP-060100 1"x 6' 3/e' CCI-WAFP-060100 E CCI-WSFP-065125 BFT D4GINEEF6NG, g CCI-WAFP-065125 1 1/4'x 6 1/2' 1/2' CCI-MCFP-0&512535 c F. NEW SHAFT REINFORCEMENT CCI-wAfP-08512.5 1 1/4'x 8 i/2' 3/6' P1111.::2.: r'FF_�*6 /—EXISTING'MONOPOLE SHAFT ]sP � 6 B U4�a OR 1. CLEAN EXISTING WELD FROM GALVANIZING 4e ORE $ 4 \7 2. BUILD A PLATFORM WITH WELD AT THE SAME HEIGHT 04.41) 4 13,0 � '' 45 \ OF THE EXISTING FILLET WELD(TO REDUCE THE AD TUS�� `o SEE CFURf� :.. AMOUNT OF WELD TO BUILD THE PLATFORM,IT IS ALLOWABLE TO PARTIALLY GRIND THE HEIGHT OF THE ,.\\\:7,.‘\71 EXISTING FILLET WE1D TO A i/4'MINIMUM) .,I�T r t tic-1}..'3.s'' • ., \\�\\\ 3. PERFORM CJP WELD WITH REINFORCING FILLET WELD , USING POLE AS BACKING BAR PROGRESS 0 0 874140 EXISTING BASE PLATE 10165 SWTLANDE AVENUE PORTLAND.OR v,1 O WELD DETAIL-OPTION 2 EXISTING 116 MONOPOLE 3 STALE;N.T.S. SHEET TITLE 6 . DETAILS TI SHEET NUMBER: REVISION. D3 0