State of Michigan Oakland County Pontiac MI 3-29-2018 SAR CERTIFIED.pdf

PDF 1 MB Posted Jun 20, 2018

Attached to: MPSCS Oakland County, Pontiac Tower #1203 Tower Modification
Solicitation number: RFP-171-180000002872-1
Issued by: Oakland County, Michigan

About this file

Written by GovTribe AI · Feb 20, 2025

This is a Structural Analysis Report completed by EET LLC for a 285' self-supporting tower owned by Oakland County and located in Pontiac, Michigan. The analysis, completed on March 29, 2018, was requested by Rodney Anway of DTMB-MPSCS to evaluate if the Rohn-manufactured tower could support existing and proposed antenna loading. The report concludes that the tower is not compliant with TIA standards under both Class II and Class III designations when considering the existing and proposed antenna/mount/line loading. However, the tower can be modified to achieve compliance under Class II designation through specific structural modifications including converting various single angles to C-shapes at different heights and clamping additional steel angles to existing components.

The analysis was conducted using TNXTower software and evaluated the tower under 90 mph wind conditions with no ice and 40 mph wind conditions with 1" ice thickness. The foundation analysis determined compliance with TIA standards when utilizing the modified structure analysis with a Class II designation, based on assumed soil parameters including 4,000 psf ultimate bearing capacity and 30-degree angle of internal friction. The report includes detailed specifications for existing and proposed antenna loading, with modifications requiring existing transmission lines to remain on banjo brackets while new lines must be attached to new brackets on the tower interior or adjacent to the tower face, not extending more than 12" from the face.

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Other files

File	Type	Posted
Oakland County Tower Modification R5.pdf	PDF	Jun 20, 2018
Standard Contract Terms - SHORT FORM SIGMA - 180000002872.docx	DOCX document	Jun 20, 2018
Proposal Instructions and Vendor Questions Worksheet - 180000002872.docx	DOCX document	Jun 20, 2018
As the Pontiac tower is today 7-5-17.pdf	PDF	Jun 20, 2018
Schedule B - Pricing - 180000002872.docx	DOCX document	Jun 20, 2018
Schedule A - Prof Services Pontiac Mods and Antennas.docx	DOCX document	Jun 20, 2018

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EET, LLC

State of Michigan Oakland County Pontiac MI 3-29-2018 SAR.docx

Structural Analysis Report

Owner: Oakland County Owner Site: Pontiac, MI

Structure Type: Self Supporting Tower Manufacturer: Rohn Serial No.: Unknown Model: 285’ SSVMW

Completed: March 29, 2018

Requested By: Rodney Anway

DTMB-MPSCS

Completed By: John R. Erichsen, SE, PE

JOHN

JRE MICHIGAN SIGNED

JOHN

Text Box 3-29-2018

EET, LLC

10321 Adams Road Phone: 574-277-0670 PO Box 1347 Fax: 574-277-0670 Granger, IN 46530 Email: bill.rettig@e2t-eng.com

TABLE OF CONTENTS

DESCRIPTION PAGE NUMBER

I. EXECUTIVE SUMMARY 1

II. ASSUMPTIONS 2

III. CODE COMPLIANCE 3

IV. ANTENNA LOADING 4

V. CONCLUSIONS 5

VI. SUPPORTING DOCUMENTS 7

VII. REFERENCED DOCUMENTS 8

VIII. DISCLAIMERS 9

IX. APPENDIX 10

March 29, 2018 Page | 1

EET, LLC

10321 Adams Road Phone: 574-277-0670 PO Box 1347 Fax: 574-277-0670 Granger, IN 46530 Email: bill.rettig@e2t-eng.com

I. EXECUTIVE SUMMARY

The structural analysis of Rohn 285’ Self Supporting Tower located in Pontiac (Oakland Co.), Michigan was commissioned to ascertain if it is capable of supporting the existing + proposed loading as described in section IV. A rigorous structural analysis was performed using TNXTower (formerly RISATower). The analysis review includes the major components of the structure, the bolted connections, and major sub-components except as noted in the body of this report, and section II. When the critical measurements or member descriptions are not available, assumptions were made. Assumed member descriptions, and attributes will be listed in section II. The validity of the analysis is solely based upon the information provided. The reanalysis was completed without benefit of physical inspection of the structure to confirm the member distribution, member descriptions, member grade, critical member dimensions; antenna, mount and line information; and the condition assessment of the structure. If any of the information presented is in error, please contact EET LLC immediately. Any conclusions represented in this report are voided if the information provided or the assumptions listed are not representative of the physical installation.

TOWER:

It is our conclusion that the tower is not compliant with the indicated TIA standard when the existing + proposed antenna, mount and line loading is considered utilizing a Class II designation. However, the tower can be modified. In addition to structural modifications stipulated in Section V, the existing and proposed transmission lines must be relocated.

Similarly, it is our conclusion that the tower is not compliant with the indicated TIA standard when the existing + proposed antenna, mount and line loading is considered utilizing a Class III designation. We do not believe it is practical to modify the structure to accommodate the noted loading under a Class III designation.

FOUNDATIONS:

It is our conclusion that the foundations are compliant with the indicated TIA standard when the existing + proposed antenna, mount and line loading is considered utilizing the modified structure analysis with a Class II designation. Please note that some assumptions were made to accommodate the foundation review.

These assumptions are noted below.

Current TIA requirements:

90 mph 3-Second gust basic wind speed with no ice considered in accordance with TIA-222-G.

40 mph 3-Second gust basic wind speed with a design ice thickness of 1" considered in accordance with TIA-222-G.

60 mph 3-Second gust basic wind speed with no ice for Service in accordance with TIA-222-G.

In addition to the wind loading listed, the following items were incorporated into the analysis.

o Structure Class II designation – Commercial, non-emergency facilities o Exposure C – Open terrain with scattered obstructions o Topography category 1 – No abrupt changes of topography

Page | 2

EET, LLC

10321 Adams Road Phone: 574-277-0670 PO Box 1347 Fax: 574-277-0670 Granger, IN 46530 Email: bill.rettig@e2t-eng.com

II. ASSUMPTIONS

This engineering study is based on the theoretical capacity of the structure. It is not a condition assessment of the tower. This report is provided without the benefit of an inspection and is based on information supplied by the customer. We have not, nor are we required to, confirm the accuracy of the information provided. In some instances, we will have contacted the manufacturer to confirm design assumptions, and/or critical member information. In this case of this structure photos and an inspection report detailing the towers condition were provided. Based upon these photos, observations about the condition of the structure will be listed below. These observations will focus on the issues that directly threaten the conclusion of this study. Obviously, all of the observations must be addressed by the owner in order to ensure the proper operation of the structure in accordance with the requirements of the TIA standard as well as local and national building codes. The data obtained from the manufacturer will be noted below.

Therefore, unless specifically informed to the contrary by the customer in writing, we have assumed the following for the purpose of the structural analysis of the tower:

General Assumptions:

A. The tower is erected and maintained in accordance with the manufacturer’s plans and specifications and is plumb;

B. The tower is erected and maintained in accordance with the requirements of the TIA standard;

C. There is no damage, natural or manmade, to the structure, either gradual or sudden;

D. All connections are properly installed;

E. The information concerning the components, existing and proposed, is accurate;

F. There are no modifications to the tower itself, except as may be disclosed elsewhere in this report;

G. The tower was manufactured in accordance with the requirements or criteria defined by the

American Institute of Steel Construction and the American Welding Society;

H. All of the welded connections are adequately sized to resist the unmodified connected member's capacity.

I. The strength of the mounts and their connection to the structure was not evaluated as part of this study. It is assumed that the strength of the mounts and their connection to the structure has been evaluated by others to confirm the associated loading attached to each mount is in compliance with the strength requirements of the TIA standard.

Structural Assumptions:

Please refer to the attached tower elevation presented in the appendix. Based upon the documents provided, the profile depicted represents the structure reviewed. Similarly, the foundations were reviewed utilizing the information represented in the documentation provided. The actual installation may vary, if information arises that demonstrates that the installed foundations are not consistent with the documentation provided, the conclusions of this report may be invalid. The following specific items were assumed for this project.

A. The original MEI tower profile listed member sizes that did not match the Geostructural, LLC.

profile. It is assumed the member sizes listed in the Geostructural LLC report is representative of the installed structure given the same report noted the data was based upon a tower audit. To further validate this assumption, the Geostructural LLC report noted the MEI data as a reference document leading us to believe any inconsistent member information was resolved.

B. The side plates, flanges, member edge distances and welds are assumed to be adequately sized to resist the loads induced. These details were not provided.

C. The tower anchor bolts are (6) 1” diameter bolts with a strength equivalent to ASTM A-325.

Page | 3

EET, LLC

10321 Adams Road Phone: 574-277-0670 PO Box 1347 Fax: 574-277-0670

III. CODE COMPLIANCE

o Tower:

The current structural standard used within the communications industry is ANSI/TIA-222-G-2-2009.

The tower was reviewed utilizing the following wind loading combinations:

A 90 mph 3-second basic wind speed with no ice considered in accordance with TIA-222-G-2.

A 40 mph 3-second basic wind speed with design ice thickness of 1" considered in accordance with

TIA-222-G-2.

60 mph 3-Second gust basic wind speed with no ice for Service in accordance with TIA-222-G.

The following revision G design parameters were used:

o Structural Classification II o Exposure C o Topographic category 1

Foundation: The foundations were reviewed utilizing assumed soil parameters, the MEI provided pier and pad foundation drawing as well as the MEI Modification Drawings 00-064M dated 5/08/2000. A geotechnical report was not provided. The following assumed parameters were used to review the modified foundation:

Ultimate bearing capacity of the soil at the base of the foundation = 4,000 psf Angle of internal friction = 30 deg.

Unit weight of soil = 100 pcf Water not present

The drawings provided were difficult to read. The following reinforcement assumptions were utilized:

Pier: (16) #7 grade 60 rebar Pad: (9) #7 grade 60 bars both (original installation (3) #7 grade 60 bars equally spaced in the modified foundation.

The concrete is assumed to be 3,000 psi, monolithic and structurally sound.

Page | 4

EET, LLC

10321 Adams Road Phone: 574-277-0670 PO Box 1347 Fax: 574-277-0670 Granger, IN 46530 Email: bill.rettig@e2t-eng.com

IV. ANTENNA LOADING

The table below lists antenna, mount and line loading that was used to evaluate the structure. Each antenna is denoted as existing (currently on the tower), reserved (future), temporary (to be removed), removed or proposed (to be added).

Existing + Proposed Loading:

Antennas Mounts Transmission Lines*

ID Height Elevation Note

Disposition Qty Model/Description Qty Model/Description Qty Size Current or Proposed

Location

1 293’-6” COR Height Existing

6.625” OD x 15’ Omni 10” x 8” x 4” Junction Box

(2) 4.5” OD X 8’-0” Long Horizontal Pipe w/ (1)4.5” OD x 10’ Vertical pipe** 1 7/8” Banjo

2 292’-8” COR Height Existing 1 6.625” OD x 12’ Omni (BMR12) 1

(2) 4.5” OD X 8’-0” Long Horizontal Pipe w/ (1)4.5” OD x 10’ Vertical pipe** 1 1-5/8” Banjo

3 291’-0” COR Height Existing 1 1.5” OD x 10’ Omni 1 2-3/8” OD x 48” Vertical pipe **

(1) 4’ Standoff ** 1 7/8” Banjo

4 284‘-0” - Existing 1 MDS Intrepid Series Flat Panel - Leg Mounted 1 CAT5 Tower face or interior

5 282‘-0” - Existing 1 MDS Intrepid Series Flat Panel - Leg Mounted 1 CAT5 Tower face or interior

6 280‘-0” - Existing 1 MDS Intrepid Series Flat Panel - Leg Mounted 1 CAT5 Tower face or interior

7 278‘-0” - Existing 2 MDS Intrepid Series Flat Panel - Leg Mounted 2 CAT5 Tower face or interior

8 276‘-0” - Existing 2 MDS Intrepid Series Flat Panel - Leg Mounted 2 CAT5 Tower face or interior

9 274‘-0” - Existing 2 MDS Intrepid Series Flat Panel - Leg Mounted 2 CAT5 Tower face or interior

10 273‘-0” - Existing 1 MDS Intrepid Series Flat Panel - Leg Mounted 1 CAT5 Tower face or interior

11 272‘-0” - Existing 1 MDS Intrepid Series Flat Panel - Leg Mounted 1 CAT5 Tower face or interior

12 270‘-0” - Existing 1 MDS Intrepid Series Flat Panel - Leg Mounted 1 CAT5 Tower face or interior

13 271’-0” Mount Height Existing 1 DB589-Y 1 4’ Standoff** 1 1-1/4” Banjo

14 270’-0” Mount Height Existing 1 DB589-Y 1 4’ Standoff** 1 1-1/4” Banjo

15 227‘-0” Mount Height Existing 1 1.0” OD x 5’ Omni 1 3’ Standoff** 1 1-1/4” Banjo

16 192’-0” Mount Height Existing 1 1.5” OD x 20’ Omni 1 3’ Standoff** 1 7/8” Banjo

17 265‘-0” Mount Height Proposed 2 DB810E-PS 2 PSA6 2 AVA7 Tower face or interior

18 260‘-0” Mount Height Proposed 1 PAR8-59 1 4-1/2” OD PIPE X 48” LONG 1 EW63 Tower face or interior

19 240‘-0” Mount Height Proposed 1 DB810-PS 1 PSA6 1 AVA6 Tower face or interior

20 240‘-0” Mount Height Proposed 1 TTA - - 1 LDF4 Tower face or interior

* See feed line profile at end of report. All lines are assumed to terminate at the elevations listed/mount height.

** These mounts were assumed based on pictures taken on-site. It is recommended that the actual manufacture and model number are found and recorded for future reference so that as the tower approaches its ultimate loading, the actual equipment is known.

The antennas, mounts, and lines listed represent my understanding of the antenna loading that the reanalysis was commissioned to evaluate. Please contact me if any discrepancies are evident. If different antennas, mounts, or lines are installed on this structure, this analysis is invalid.

Page | 5

EET, LLC

10321 Adams Road Phone: 574-277-0670 PO Box 1347 Fax: 574-277-0670 Granger, IN 46530 Email: bill.rettig@e2t-eng.com State of Michigan Oakland County Pontiac MI 3-29-2018 SAR.docx

V. CONCLUSIONS

TOWER:

1. Class II Designation: Existing and Proposed Loads: No Modifications. Lines are not relocated.

Tower Strength Summary

Member % Pass/Fail Leg (T8) 109.0 Fail

Diagonal (T5) 128.0 Fail Horizontal (T15) 78.2 Pass

Secondary Horizontal (T2) 1.3 Pass Top Girt (T7) 17.4 Pass

Redund Horz 1 Bracing (T15) 81.6 Pass Redund Horz 2 Bracing (T17) 109.7 Fail Redund Diag 1 Bracing (T14) 67.9 Pass Redund Diag 2 Bracing (T17) 47.9 Pass Redund Hip 1 Bracing (T17) 1.4 Pass Redund Hip 2 Bracing (T17) 1.6 Pass

Redund Hip Diagonal 1 Bracing (T15) 1.1 Pass Redund Hip Diagonal 2 Bracing (T17) 9.9 Pass

Inner Bracing (T15) 0.5 Pass Bolt Checks 87.4 Pass RATING = 128.0 Fail

Twist and Sway (60 mph No Ice)

Elevation

(ft.)

Appurtenance

Gov.

Load

Comb.

Deflection

(in)

Tilt

Twist

Radius of Curvature

260.00 PAR8-59 39 7.779 0.3117 0.0356 56292

2. Class III Designation: Existing and Proposed Loads: No Modifications. Lines are not relocated.

It is our conclusion that the tower is not compliant with the indicated TIA standard when the existing + proposed antenna, mount and line loading is considered utilizing a Class III designation.

We do not believe it is practical to modify the structure to accommodate the noted loading under a Class III designation.

Leg (T8) 124.3 Fail

Diagonal (T5) 147.0 Fail Horizontal (T15) 89.8 Pass

Secondary Horizontal (T2) 1.4 Pass Top Girt (T7) 20.1 Pass

Redund Horz 1 Bracing (T15) 92.9 Pass Redund Horz 2 Bracing (T17) 124.8 Fail Redund Diag 1 Bracing (T14) 77.4 Pass Redund Diag 2 Bracing (T17) 54.5 Pass Redund Hip 1 Bracing (T17) 1.7 Pass Redund Hip 2 Bracing (T17) 2.0 Pass

Redund Hip Diagonal 1 Bracing (T15) 1.4 Pass Redund Hip Diagonal 2 Bracing (T17) 12.8 Pass

Inner Bracing (T15) 0.7 Pass Bolt Checks 99.7 Pass RATING = 147.0 Fail

Page | 6

EET, LLC

10321 Adams Road Phone: 574-277-0670 PO Box 1347 Fax: 574-277-0670

3. Class II Existing and Proposed Loads: Modified Structure without Line Relocation

Leg (T16) 103.9 Acceptable

Diagonal (T14) 101.8 Acceptable Horizontal (T15) 78.8 Pass

Secondary Horizontal (T8) 222.0 Pass Top Girt (T7) 18.3 Pass

Redund Horz 1 Bracing (T15) 84.3 Pass Redund Horz 2 Bracing (T17) 95.6 Pass Redund Diag 1 Bracing (T14) 703 Pass Redund Diag 2 Bracing (T17) 49.3 Pass Redund Hip 1 Bracing (T17) 1.4 Pass Redund Hip 2 Bracing (T17) 1.6 Pass

Redund Hip Diagonal 1 Bracing (T15) 0.9 Pass Redund Hip Diagonal 2 Bracing (T17) 9.9 Pass

Inner Bracing (T15) 0.5 Pass Bolt Checks 90.0 Pass RATING = 103.9 Acceptable

Twist and Sway (60 mph No Ice)

Elevation

Appurtenance

Gov.

Load

Comb.

Deflection

(in)

Tilt

Twist

Radius of Curvature

260.00 PAR8-59 39 8.03 0.32 0.036 56244

The following modifications to the structure are required to bring the structure into compliance with the noted TIA requirements (Section III) to allow the structure to support the antenna loading listed in Section IV. See EET fabrication/installation drawing Oakland TM dated 3-29-2018 for details.

Summary of Modifications:

Convert existing 1-3/4” x 1-3/4” x 3/16” single angles to 1-3/4” x 1-3/4” x 3/16” C-shape from 230’ to 250’

Convert existing 2” x 2” x 3/16” single angles to 2” x 2” x 3/16” C-shape from 210’ to 230’ Convert existing 3” x 3” x 3/16” single angles to 3” x 3” x 3/16” C-shape from 160’ to 150’ Clamp on 3” x 3” x ¼” A-36 steel angles to the existing 2-7/8” O.D. diagonal pipes from 50’ to

90’.

Clamp on 2” x 2” x 1/8” A-36 steel angles to the existing 1.9” O.D. redundant horizontal braces from 0’ to 30’.

Typical C-Shape Cross Section

The existing transmission lines remain on the banjo bracket. All new transmission lines shall be attached to a new bracket on the interior of the tower or adjacent to the face of the tower. The exterior edge of the lines placed upon the exterior of the tower face cannot extend more than 12” from the tower face. The modifications noted a generalized. Additional engineering effort is required to confirm the adequacy of the connecting hardware and to produce fabrication drawings where needed. Additional inspection of the structure to confirm member sizes, etc., in accordance with sizes listed in this report is recommended.

Page | 7

EET, LLC

10321 Adams Road Phone: 574-277-0670 PO Box 1347 Fax: 574-277-0670

FOUNDATION: It is our conclusion that the foundations are compliant with the indicated TIA standard when the existing + proposed antenna, mount and line loading is considered utilizing the modified structure analysis with a Class II designation. Please note that assumptions used to complete the foundation review.

If any of these parameters are not confirmed to exist in situ, the foundations may no longer be compliant with the noted TIA requirements.

Page | 8

EET, LLC

10321 Adams Road Phone: 574-277-0670 PO Box 1347 Fax: 574-277-0670

VI. SUPPORTING DOCUMENTS

The following documents are represented in the appendix:

Tower Profile Existing and Proposed Class II.

Feedline Profile Existing and Proposed Class II.

Tower Profile Existing and Proposed Class III.

Feedline Profile Existing and Proposed Class III.

Modified Tower Profile Existing and Proposed Class II without line relocation.

Modified Tower Feedline Profile Existing and Proposed Class II.

VII. REFERENCED DOCUMENTS

The following documents were referenced for this reanalysis and the preparation of this report;

MEI modification drawings 00-064M dated 5-8-2000 Cut sheet of original foundation drawings per MEI submission Geostructural LLC report 6-17-15

Page | 9

EET, LLC

10321 Adams Road Phone: 574-277-0670 PO Box 1347 Fax: 574-277-0670

VIII. DISCLAIMERS

1. The information and conclusions contained in this Report were determined by the application of the current “state of the art” engineering and analysis procedures as well as formulae. The engineering profession and the supporting theories are continuously being researched and updated as new knowledge is obtained and new techniques and tools are developed. Therefore, EET, LLC assumes no obligation to revise any of the information or conclusions contained in this Report in the event such engineering theories, standards, engineering tools as well as analysis procedures and formulae are hereafter modified or revised.

2. In no event shall EET, LLC be liable for any incidental, consequential, indirect, special or punitive damages (including without limitation lost profits) arising out of any claim associated with the use of this report (whether for breach of contract, tort, negligence or other form of action), irrespective of whether EET, LLC has been advised of the possibility of any such loss or damage. In no event shall EET, LLC total, cumulative liability to the customer exceed the amount paid by customer for the preparation of this report.

3. EET, LLC shall have no liability whatsoever to Customer or to others for any work or services performed by any persons other than those provided by EET, LLC including but not limited to, any services rendered by riggers, erectors or other subcontractors . Customer acknowledges and agrees that any riggers, erectors or subcontractors retained or employed by Customer shall be solely responsible to Customer for the quality of work performed by them.

4. EET, LLC makes no warranties, expressed or implied, in connection with this Report as to any other matter whatsoever, and in particular, any and all warranties of merchantability or fitness for a particular purpose are hereby expressly disclaimed. EET, LLC further expressly disclaims any liability arising from material, fabrication, and erection deficiencies. This Report is being provided by EET, LLC without the benefit of an inspection of the structure that is the subject of the report and is based solely on information supplied by the Customer.

EET, LLC has made no independent determination, nor is it required to do so, of the accuracy of the information provided by Customer.

Therefore, unless specifically informed to the contrary by the Customer in writing, the following assumptions apply to the Report:

A. The subsoil characteristics exist as stated on the tower drawing or stated elsewhere in this report;

B. The tower is erected and maintained in accordance with the manufacturer’s plans and specifications and is plumb;

C. There is no damage, natural or manmade, to the structure, either gradual or sudden;

D. All connections are properly installed;

E. The information concerning the components, existing and proposed, is accurate; and F. There are no modifications to the tower itself, except as may be disclosed elsewhere in this report. Examples include but are not limited to replacement or strengthening of bracing members, reinforcing vertical members in any manner, adding additional bracing, or extending tower.

G. The assumptions represented in section as defined by the Customer or the manufacturer’s representative if contacted are valid.

H. The tower manufacturer’s workmanship during the original fabrication of the structure is compatible with the materials selected and represented by the information provided by the Customer, and the fabrication techniques employed are consistent with commonly accepted fabrication techniques as defined by the American Institute of Steel Construction and the American Welding Society.

5. All representations and recommendations and conclusions are based upon the information contained and set forth herein. If Customer is aware of any information which is contrary to that which is contained herein, or if Customer is aware of any defects arising from the original design, material, fabrication, and erection deficiencies Customer must disregard this Report and immediately contact EET, LLC to determine the effect that the information may have upon the conclusions represented in this report.

6. This report does not constitute a construction document. Any modification of the structure shall be completed under the direction of a qualified person with knowledge of the industry and associated equipment.

7. The strength of the mounts and their connection to the structure was not evaluated as part of this study. It is assumed that the strength of the mounts and their connection to the structure has been evaluated by others to confirm the associated loading attached to each mount is in compliance with the strength requirements of the TIA standard.

Page | 10

EET, LLC

10321 Adams Road Phone: 574-277-0670 PO Box 1347 Fax: 574-277-0670

IX. APPENDIX

10321 ADAMS ROAD

GRANGER, IN 46530

Phone: 574-277-0670

FAX: 574-277-0670

Job: OAKLAND COUNTY Project: PONTIAC MICHIGAN Client: STATE OF MICHIGAN Drawn by: JOHN R. ERICHSEN App'd:

Code: TIA-222-G Date: 09/18/17 Scale: NTS Path:

D:\Customers\STATE OF MICHIGAN\PONTIAC\Analysis\Pontiac EXISTING AND PROPOSED CLASS II 9-18-2017.eri

Dwg No. E-1

285.0 ft

280.0 ft

275.0 ft

270.0 ft

250.0 ft

230.0 ft

210.0 ft

190.0 ft

170.0 ft

160.0 ft

150.0 ft

130.0 ft

110.0 ft

90.0 ft

70.0 ft

50.0 ft

30.0 ft

0.0 ft

REACTIONS - 90 mph WIND TORQUE 12 kip-ft

60 K

SHEAR

8907 kip-ft

MOMENT

53 K

AXIAL

40 mph WIND - 1.0000 in ICE TORQUE 2 kip-ft

20 K

SHEAR

3197 kip-ft

MOMENT

217 K

AXIAL

SHEAR: 31 K

UPLIFT: -259 K

SHEAR: 35 K

DOWN: 303 K

MAX. CORNER REACTIONS AT BASE:

ARE FACTORED

ALL REACTIONS

S e ct io n

L g s P x.

.2 P

.3 P

.5 X

.5 x.

.4 g

G ra d e

-5

D ia g o n a ls

A L

/4 x1

/4 x3 /1

L x2 x3 /1

L x3 x3

C L

/2 x3

/2 x1 /4

L x4 x1

/4 P

.2 P ip e

.5 x

S T g o n a l G ra d e A o p

G ir ts D

N .A

L x2 x3 /1

H ri zo n ta ls

N .A

.2 P ip e

.5 x

S T c.

H o ri zo n ta ls N

D N

R d

H o ri zo n ta ls

N .A

.5 x0 .1

.1 d

D ia g o n a ls

N .A

.2 d

H ip s

N .A

.5 x0 .1

In n e r B ra ci n g

N .A

.2 P

F a ce

W id th ft

P a n e ls ft

W ig h t

6.625" DIA. X 15' OMNI 293.5 10" X 8" X 4" JUNCTION BOX (ASSUMED) 293.5 BMR12-O-B1 No Ka No Pipe 292.67 1.5" D x 10' Long Omni 291 0.625" X 5' LIGHTNING ROD (A) 290 2.375" DIA., X 48" LONG ANTENNA PIPE (LIGHTNING ROD EXTENDER) 287.5 4' Standoff (ASSUMED) 287.5 4" sch 40 Pipe Mount 48" Long Ka=1 (FACE MOUNT) 285 Flash Beacon Lighting 285 MDS Intrepid Series External Flat Panel No Pipe Ka = 1 284 4.5" O.D. PIPE X 8.5' LONG (H) 282.5 - 268 4.5" OD x 10'-0" LONG PIPE (V) 282.5 - 265 MDS Intrepid Series External Flat Panel No Pipe Ka = 1 282 DB589-Y ("DB598-Y") 280.17 DB589-Y ("DB598-Y") 280.17 4.5" O.D. PIPE X 8.5' LONG (H) 280 - 265 4.5" OD x 10'-0" LONG PIPE (V) 280 - 262.5 MDS Intrepid Series External Flat Panel No Pipe Ka = 1 280 (2) MDS Intrepid Series External Flat Panel No Pipe Ka = 1 278 4.5" O.D. PIPE X 8.5' LONG (H) 277.5 - 263 (2) MDS Intrepid Series External Flat Panel No Pipe Ka = 1 276 (2) MDS Intrepid Series External Flat Panel No Pipe Ka = 1 274 MDS Intrepid Series External Flat Panel No Pipe Ka = 1 273 4.5" O.D. PIPE X 8.5' LONG (H) 272.5 - 260 MDS Intrepid Series External Flat Panel No Pipe Ka = 1 272 4' Standoff (ASSUMED) 271 4' Standoff (ASSUMED) 270 MDS Intrepid Series External Flat Panel No Pipe Ka = 1 270 DB810E-PS Ka = 1 No Pipe 265 DB810E-PS Ka = 1 No Pipe 265 PSA6 NO PIPE Ka = 1.0 265 PSA6 NO PIPE Ka = 1.0 265 4" sch 40 Pipe Mount 48" Long Ka=1 260 PAR8-59 260 DB810E-PS Ka = 1 No Pipe 240 PSA6 NO PIPE Ka = 1.0 240 TMA 15" X 12" X 2" 240 1" D X 5'-0" LONG OMNI 230 3' SIDE ARM w/ No Ka (ASSUMED) 227 1.5"D X 20' LONG OMNI 204.83 3' SIDE ARM w/ No Ka (ASSUMED) 192 Side Lights 180 Side Lights 180 Side Lights 180 DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATION

6.625" DIA. X 15' OMNI 293.5

10" X 8" X 4" JUNCTION BOX (ASSUMED) 293.5

BMR12-O-B1 No Ka No Pipe 292.67

1.5" D x 10' Long Omni 291

0.625" X 5' LIGHTNING ROD (A) 290

2.375" DIA., X 48" LONG ANTENNA PIPE (LIGHTNING ROD EXTENDER) 287.5

4' Standoff (ASSUMED) 287.5

4" sch 40 Pipe Mount 48" Long Ka=1 (FACE MOUNT) 285

Flash Beacon Lighting 285

MDS Intrepid Series External Flat Panel No Pipe Ka = 1 284

4.5" O.D. PIPE X 8.5' LONG (H) 282.5 - 268

4.5" OD x 10'-0" LONG PIPE (V) 282.5 - 265

MDS Intrepid Series External Flat Panel No Pipe Ka = 1 282

DB589-Y ("DB598-Y") 280.17

4.5" O.D. PIPE X 8.5' LONG (H) 280 - 265

4.5" OD x 10'-0" LONG PIPE (V) 280 - 262.5

MDS Intrepid Series External Flat Panel No Pipe Ka = 1 280

(2) MDS Intrepid Series External Flat Panel No Pipe Ka = 1 278

4.5" O.D. PIPE X 8.5' LONG (H) 277.5 - 263

(2) MDS Intrepid Series External Flat Panel No Pipe Ka = 1 276

(2) MDS Intrepid Series External Flat Panel No Pipe Ka = 1 274

MDS Intrepid Series External Flat Panel No Pipe Ka = 1 273

4.5" O.D. PIPE X 8.5' LONG (H) 272.5 - 260

MDS Intrepid Series External Flat Panel No Pipe Ka = 1 272

4' Standoff (ASSUMED) 271

4' Standoff (ASSUMED) 270

MDS Intrepid Series External Flat Panel No Pipe Ka = 1 270

DB810E-PS Ka = 1 No Pipe 265

PSA6 NO PIPE Ka = 1.0 265

4" sch 40 Pipe Mount 48" Long Ka=1 260

PAR8-59 260

DB810E-PS Ka = 1 No Pipe 240

PSA6 NO PIPE Ka = 1.0 240

TMA 15" X 12" X 2" 240

1" D X 5'-0" LONG OMNI 230

3' SIDE ARM w/ No Ka (ASSUMED) 227

1.5"D X 20' LONG OMNI 204.83

3' SIDE ARM w/ No Ka (ASSUMED) 192

Side Lights 180

SYMBOL LIST

MARK MARKSIZE SIZE

A L1 1/2x1 1/2x3/16

B L2 1/2x2 1/2x3/16

C L3"x3"x3/16" C-REINFORMENT

D L2x2x3/16

MATERIAL STRENGTH

GRADE GRADEFy FyFu Fu

A572-50 50 ksi 65 ksi A36 36 ksi 58 ksi

TOWER DESIGN NOTES

1. Tower is located in Oakland County, Michigan.

2. Tower designed for Exposure C to the TIA-222-G Standard.

3. Tower designed for a 90 mph basic wind in accordance with the TIA-222-G Standard.

4. Tower is also designed for a 40 mph basic wind with 1.00 in ice. Ice is considered to increase in thickness with height.

5. Deflections are based upon a 60 mph wind.

6. Tower Structure Class II.

7. Topographic Category 1 with Crest Height of 0.00 ft

8. TOWER RATING: 128%

JOHN

Text Box

CLASS II

EXISTING AND PROPOSED LOADING

LINES ON BANJO NO TOWER MODIFICATIONS

Highlight

Phone: 574-277-0670

FAX: 574-277-0670

Job: OAKLAND COUNTY Project: PONTIAC MICHIGAN Client: STATE OF MICHIGAN Drawn by: JOHN R. ERICHSEN App'd:

Code: TIA-222-G Date: 09/18/17 Scale: NTS Path:

D:\Customers\STATE OF MICHIGAN\PONTIAC\Analysis\Pontiac EXISTING AND PROPOSED CLASS II 9-18-2017.eri

Dwg No. E-7

Feed Line Distribution Chart 0' - 285'

Round Flat App In Face App Out Face Truss Leg

Face A 280.00

275.00

270.00

250.00

230.00

210.00

190.00

170.00

160.00

150.00

130.00

110.00

90.00

70.00

50.00

30.00

0.00

285.00

E le va ti o n ft

Face B

10.0010.0010.0010.00

271.00

10.00

227.00

10.00

192.00

10.00

284.00

10.00

282.00

10.00

280.00

10.00

278.00

10.00

276.00

10.00

274.00

10.00

273.00

10.00

272.00

10.00

270.00

10.00

265.00

10.00

260.00

10.00

240.00

10.00

240.00

Face C 280.00

275.00

270.00

250.00

230.00

210.00

190.00

170.00

160.00

150.00

130.00

110.00

90.00

70.00

50.00

30.00

0.00

285.00

10.0010.0010.0010.00

271.00

10.00

227.00

10.00

192.00

10.00

284.00

10.00

282.00

10.00

280.00

10.00

278.00

10.00

276.00

10.00

274.00

10.00

273.00

10.00

272.00

10.00

270.00

10.00

265.00

10.00

260.00

10.00

240.00

10.00

240.00

R ig id C o n d u it (L

G C

O N

D U

S a fe ty

L in e

L D

-5

F O

A M

' O

M N

L D

-5

/8 F

O A

' O M

N I)

L D

-5

F O

A M

' O

M N

L D

-5

-1

/4 F

O A

(D B

-Y

L D

-5

-1

/4 F

O A

(5 ' O

M N

L D

-5

F O

A M

' O

M N

C A

T E

G O

R Y e

(M D

C A

T E

G O

R Y e

(M D

C A

T E

G O

R Y e

(M D

C A

T E

G O

R Y e

(M D

C A

T E

G O

R Y e

(M D

C A

T E

G O

R Y e

(M D

C A

T E

G O

R Y e

(M D

C A

T E

G O

R Y e

(M D

C A

T E

G O

R Y e

(M D

A V

-5

-5 /8

L O

W D

E N

S I.

F O

A M

E W

A R

-5

A V

-5

L D

-5

F O

A M

T A

JOHN

Text Box

CLASS II

EXISTING AND PROPOSED LOADING

LINES ON BANJO

Phone: 574-277-0670

FAX: 574-277-0670

Job: OAKLAND COUNTY Project: PONTIAC MICHIGAN Client: STATE OF MICHIGAN Drawn by: JOHN R. ERICHSEN App'd:

Code: TIA-222-G Date: 09/18/17 Scale: NTS Path:

D:\Customers\STATE OF MICHIGAN\PONTIAC\Analysis\Pontiac EXISTING AND PROPOSED CLASS III 9-18-2017.eri

Dwg No. E-1

285.0 ft

280.0 ft

275.0 ft

270.0 ft

250.0 ft

230.0 ft

210.0 ft

190.0 ft

170.0 ft

160.0 ft

150.0 ft

130.0 ft

110.0 ft

90.0 ft

70.0 ft

50.0 ft

30.0 ft

0.0 ft

REACTIONS - 90 mph WIND TORQUE 14 kip-ft

68 K

SHEAR

10201 kip-ft

MOMENT

53 K

AXIAL

40 mph WIND - 1.0000 in ICE TORQUE 2 kip-ft

23 K

SHEAR

3672 kip-ft

MOMENT

279 K

AXIAL

SHEAR: 36 K

UPLIFT: -299 K

SHEAR: 40 K

DOWN: 345 K

MAX. CORNER REACTIONS AT BASE:

ARE FACTORED

ALL REACTIONS

ct io n

T g s P x.

.2 P

.3 P

.5 X

.5 x.

.4 g

G ra d e

-5 g o n a ls

A L

/4 x1

/4 x3 /1

L x2 x3 /1

L x3 x3

C L

/2 x3

/2 x1 /4

L x4 x1

/4 P

.2 P ip e

.5 x

S T g o n a l G ra d e A p

G ir ts D

N .A

L x2 x3 /1

H ri zo n ta ls

N .A

.2 P ip e

.5 x

S T c.

H o ri zo n ta ls N

D N d

H o ri zo n ta ls

N .A

.5 x0 .1

.1 d

D ia g o n a ls

N .A

X d

H ip s

N .A

.5 x0 .1

In n e r B ra ci n g

N .A

.2 P

F a ce

W id th ft

P a n e ls ft

W ig h t

TYPE TYPEELEVATION ELEVATION

6.625" DIA. X 15' OMNI 293.5

10" X 8" X 4" JUNCTION BOX (ASSUMED) 293.5

BMR12-O-B1 No Ka No Pipe 292.67

1.5" D x 10' Long Omni 291

0.625" X 5' LIGHTNING ROD (A) 290

2.375" DIA., X 48" LONG ANTENNA PIPE (LIGHTNING ROD EXTENDER) 287.5

4' Standoff (ASSUMED) 287.5

4" sch 40 Pipe Mount 48" Long Ka=1 (FACE MOUNT) 285

Flash Beacon Lighting 285

MDS Intrepid Series External Flat Panel No Pipe Ka = 1 284

4.5" O.D. PIPE X 8.5' LONG (H) 282.5 - 268

4.5" OD x 10'-0" LONG PIPE (V) 282.5 - 265

MDS Intrepid Series External Flat Panel No Pipe Ka = 1 282

DB589-Y ("DB598-Y") 280.17

4.5" O.D. PIPE X 8.5' LONG (H) 280 - 265

4.5" OD x 10'-0" LONG PIPE (V) 280 - 262.5

MDS Intrepid Series External Flat Panel No Pipe Ka = 1 280

(2) MDS Intrepid Series External Flat Panel No Pipe Ka = 1 278

4.5" O.D. PIPE X 8.5' LONG (H) 277.5 - 263

(2) MDS Intrepid Series External Flat Panel No Pipe Ka = 1 276

(2) MDS Intrepid Series External Flat Panel No Pipe Ka = 1 274

MDS Intrepid Series External Flat Panel No Pipe Ka = 1 273

4.5" O.D. PIPE X 8.5' LONG (H) 272.5 - 260

MDS Intrepid Series External Flat Panel No Pipe Ka = 1 272

4' Standoff (ASSUMED) 271

4' Standoff (ASSUMED) 270

MDS Intrepid Series External Flat Panel No Pipe Ka = 1 270

DB810E-PS Ka = 1 No Pipe 265

PSA6 NO PIPE Ka = 1.0 265

4" sch 40 Pipe Mount 48" Long Ka=1 260

PAR8-59 260

DB810E-PS Ka = 1 No Pipe 240

PSA6 NO PIPE Ka = 1.0 240

TMA 15" X 12" X 2" 240

1" D X 5'-0" LONG OMNI 230

3' SIDE ARM w/ No Ka (ASSUMED) 227

1.5"D X 20' LONG OMNI 204.83

3' SIDE ARM w/ No Ka (ASSUMED) 192

Side Lights 180

SYMBOL LIST

MARK MARKSIZE SIZE

A L1 1/2x1 1/2x3/16

B L2 1/2x2 1/2x3/16

C L3"x3"x3/16" C-REINFORMENT

D L2x2x3/16

MATERIAL STRENGTH

GRADE GRADEFy FyFu Fu

A572-50 50 ksi 65 ksi A36 36 ksi 58 ksi

TOWER DESIGN NOTES

1. Tower is located in Oakland County, Michigan.

2. Tower designed for Exposure C to the TIA-222-G Standard.

3. Tower designed for a 90 mph basic wind in accordance with the TIA-222-G Standard.

4. Tower is also designed for a 40 mph basic wind with 1.00 in ice. Ice is considered to increase in thickness with height.

5. Deflections are based upon a 60 mph wind.

6. Tower Structure Class III.

7. Topographic Category 1 with Crest Height of 0.00 ft

8. TOWER RATING: 147%

JOHN

Text Box

CLASS III

EXISTING AND PROPOSED LOADING

LINES ON BANJO NO TOWER MODIFICATIONS

Highlight

Phone: 574-277-0670

FAX: 574-277-0670

Job: OAKLAND COUNTY Project: PONTIAC MICHIGAN Client: STATE OF MICHIGAN Drawn by: JOHN R. ERICHSEN App'd:

Code: TIA-222-G Date: 09/18/17 Scale: NTS Path:

D:\Customers\STATE OF MICHIGAN\PONTIAC\Analysis\Pontiac EXISTING AND PROPOSED CLASS III 9-18-2017.eri

Dwg No. E-7

Feed Line Distribution Chart 0' - 285'

Round Flat App In Face App Out Face Truss Leg

Face A 280.00

275.00

270.00

250.00

230.00

210.00

190.00

170.00

160.00

150.00

130.00

110.00

90.00

70.00

50.00

30.00

0.00

285.00

E le va ti o n ft

Face B

10.0010.0010.0010.00

271.00

10.00

227.00

10.00

192.00

10.00

284.00

10.00

282.00

10.00

280.00

10.00

278.00

10.00

276.00

10.00

274.00

10.00

273.00

10.00

272.00

10.00

270.00

10.00

265.00

10.00

260.00

10.00

240.00

10.00

240.00

Face C 280.00

275.00

270.00

250.00

230.00

210.00

190.00

170.00

160.00

150.00

130.00

110.00

90.00

70.00

50.00

30.00

0.00

285.00

10.0010.0010.0010.00

271.00

10.00

227.00

10.00

192.00

10.00

284.00

10.00

282.00

10.00

280.00

10.00

278.00

10.00

276.00

10.00

274.00

10.00

273.00

10.00

272.00

10.00

270.00

10.00

265.00

10.00

260.00

10.00

240.00

10.00

240.00

R ig id C o n d u it (L

G C

O N

D U

S a fe ty

L in e

L D

-5

F O

A M

' O

M N

L D

-5

/8 F

O A

' O M

N I)

L D

-5

F O

A M

' O

M N

L D

-5

-1

/4 F

O A

(D B

-Y

L D

-5

-1

/4 F

O A

(5 ' O

M N

L D

-5

F O

A M

' O

M N

C A

T E

G O

R Y e

(M D

C A

T E

G O

R Y e

(M D

C A

T E

G O

R Y e

(M D

C A

T E

G O

R Y e

(M D

C A

T E

G O

R Y e

(M D

C A

T E

G O

R Y e

(M D

C A

T E

G O

R Y e

(M D

C A

T E

G O

R Y e

(M D

C A

T E

G O

R Y e

(M D

A V

-5

-5 /8

L O

W D

E N

S I.

F O

A M

E W

A R

-5

A V

-5

L D

-5

F O

A M

T A

JOHN

Text Box

CLASS II

LINES ON BANJO NO TOWER MODIFICATIONS

Phone: 574-277-0670

FAX: 574-277-0670

Job: OAKLAND COUNTY Project: PONTIAC MICHIGAN Client: STATE OF MICHIGAN Drawn by: JOHN R. ERICHSEN App'd:

Code: TIA-222-G Date: 03/29/18 Scale: NTS Path:

D:\Customers\STATE OF MICHIGAN\PONTIAC\Analysis\Pontiac EXISTING AND PROPOSED CLASS II MODIFIED 9-18-2017 ALT 2.eri

Dwg No. E-1

285.0 ft

280.0 ft

275.0 ft

270.0 ft

250.0 ft

230.0 ft

210.0 ft

190.0 ft

170.0 ft

160.0 ft

150.0 ft

130.0 ft

110.0 ft

90.0 ft

70.0 ft

50.0 ft

30.0 ft

0.0 ft

REACTIONS - 90 mph WIND TORQUE 12 kip-ft

60 K

SHEAR

9150 kip-ft

MOMENT

53 K

AXIAL

40 mph WIND - 1.0000 in ICE TORQUE 2 kip-ft

20 K

SHEAR

3242 kip-ft

MOMENT

216 K

AXIAL

SHEAR: 31 K

UPLIFT: -265 K

SHEAR: 36 K

DOWN: 311 K

MAX. CORNER REACTIONS AT BASE:

ARE FACTORED

ALL REACTIONS

S ec tio n

L eg s P

2x .1

P 2.

P 3.

P 4.

P 5.

5x .3

L eg

G ra de A

D ia go na ls A

/4 x1

/4 x3 /1

C L2

/2 x2

/2 x3

L3 x3 x3 /1

/2 x3

/2 x1 /4

L4 x4 x1 /4

P 2.

.2 E

P ip e 3.

5" x

(3 S

T D

D ia go na l G ra de A

T op

G irt s F

N .A

L2 x2 x3

N .A

H or iz on ta ls

N .A

P ip e 3.

5" x

(3 S

T D

S ec

. H or iz on ta ls

N .A

L3 x3 x3

N .A

R ed

. H or iz on ta ls

N .A

9D X

/2 "X

2" X

1/ 8"

R ed

. D ia go na ls N

P 1.

P 2.

R ed

. H ip s N

P 1.

5x 0.

P 1.

5x 0.

I nn er B ra ci ng N

P 2.

.2 P

F ac e W id th ft)

P an el s ft)

W ei gh t (

TYPE TYPEELEVATION ELEVATION

6.625" DIA. X 15' OMNI 293.5

10" X 8" X 4" JUNCTION BOX (ASSUMED) 293.5

BMR12-O-B1 No Ka No Pipe 292.67

1.5" D x 10' Long Omni 291

0.625" X 5' LIGHTNING ROD (A) 290

2.375" DIA., X 48" LONG ANTENNA PIPE (LIGHTNING ROD EXTENDER) 287.5

4' Standoff (ASSUMED) 287.5

4" sch 40 Pipe Mount 48" Long Ka=1 (FACE MOUNT) 285

Flash Beacon Lighting 285

MDS Intrepid Series External Flat Panel No Pipe Ka = 1 284

4.5" O.D. PIPE X 8.5' LONG (H) 282.5 - 268

4.5" OD x 10'-0" LONG PIPE (V) 282.5 - 265

MDS Intrepid Series External Flat Panel No Pipe Ka = 1 282

DB589-Y ("DB598-Y") 280.17

4.5" O.D. PIPE X 8.5' LONG (H) 280 - 265

4.5" OD x 10'-0" LONG PIPE (V) 280 - 262.5

MDS Intrepid Series External Flat Panel No Pipe Ka = 1 280

(2) MDS Intrepid Series External Flat Panel No Pipe Ka = 1 278

4.5" O.D. PIPE X 8.5' LONG (H) 277.5 - 263

(2) MDS Intrepid Series External Flat Panel No Pipe Ka = 1 276

(2) MDS Intrepid Series External Flat Panel No Pipe Ka = 1 274

MDS Intrepid Series External Flat Panel No Pipe Ka = 1 273

4.5" O.D. PIPE X 8.5' LONG (H) 272.5 - 260

MDS Intrepid Series External Flat Panel No Pipe Ka = 1 272

4' Standoff (ASSUMED) 271

4' Standoff (ASSUMED) 270

MDS Intrepid Series External Flat Panel No Pipe Ka = 1 270

DB810E-PS Ka = 1 No Pipe 265

PSA6 NO PIPE Ka = 1.0 265

4" sch 40 Pipe Mount 48" Long Ka=1 260

PAR8-59 260

DB810E-PS Ka = 1 No Pipe 240

PSA6 NO PIPE Ka = 1.0 240

TMA 15" X 12" X 2" 240

1" D X 5'-0" LONG OMNI 230

3' SIDE ARM w/ No Ka (ASSUMED) 227

1.5"D X 20' LONG OMNI 204.83

3' SIDE ARM w/ No Ka (ASSUMED) 192

Side Lights 180

SYMBOL LIST

MARK MARKSIZE SIZE

A L1 1/2x1 1/2x3/16

B L1-3/4"X1-3/4"X3/16" C-REINFORCEMENT

C L2"x2"x3/16" C-REINFORCEMENT

D L3"x3"x3/16" C-REINFORMENT

E 2.875Dx0.2Pipe w/3"x3"x1/4"

F L2x2x3/16

MATERIAL STRENGTH

GRADE GRADEFy FyFu Fu

A572-50 50 ksi 65 ksi A36 36 ksi 58 ksi

TOWER DESIGN NOTES

1. Tower is located in Oakland County, Michigan.

2. Tower designed for Exposure C to the TIA-222-G Standard.

3. Tower designed for a 90 mph basic wind in accordance with the TIA-222-G Standard.

4. Tower is also designed for a 40 mph basic wind with 1.00 in ice. Ice is considered to increase in thickness with height.

5. Deflections are based upon a 60 mph wind.

6. Tower Structure Class II.

7. Topographic Category 1 with Crest Height of 0.00 ft

8. TOWER RATING: 103.9%

JOHN

Text Box

CLASS II

EXISTING AND PROPOSED LOADING

LINES ON BANJO WITH TOWER MODIFICATIONS

JOHN

Highlight

JOHN

Highlight

JOHN

Highlight

JOHN

Highlight

JOHN

Highlight

JOHN

Callout

CLAMP ON 3" X 3" X 1/4" STEEL ANGLE TO EXISTING DIAGONALS

JOHN

Callout

CLAMP ON 2" X 2" X 1/8" ANGLE TO EXISTING PIPE REDUNDANT HORIZONTALS

JOHN

Line

JOHN

Line

JOHN

Line

JOHN

Rectangle

JOHN

Rectangle

JOHN

Rectangle

JOHN

Rectangle

JOHN

Rectangle

JOHN

Line

JOHN

Line

JOHN

Line

JOHN

Line

JOHN

Line

JOHN

Callout

ADD 3" X 3" X 3/16" ANGLE

TO EXISTING DIAGONAL-

C REINFORCEMENT

(SEE INSTALLATION/FABRICATION DRAWING FOR DETAILS)

JOHN

Callout

ADD 2" X 2" X 3/16" ANGLE

TO EXISTING DIAGONAL-

C REINFORCEMENT

(SEE INSTALLATION/FABRICATION DRAWING FOR DETAILS)

JOHN

Callout

ADD 1-3/4" X 1-3/4" X 3/16" ANGLE

TO EXISTING DIAGONAL -

C REINFORCEMENT

(SEE INSTALLATION/FABRICATION DRAWING FOR DETAILS)

JOHN

Highlight

JOHN

Highlight

JOHN

Highlight

JOHN

Highlight

JOHN

C-REINFORCEMENT ANGLE

JOHN

Text Box

C-REINFORCEMENT

TYPICAL DETAIL

Phone: 574-277-0670

FAX: 574-277-0670

Job: OAKLAND COUNTY Project: PONTIAC MICHIGAN Client: STATE OF MICHIGAN Drawn by: JOHN R. ERICHSEN App'd:

Code: TIA-222-G Date: 09/18/17 Scale: NTS Path:

D:\Customers\STATE OF MICHIGAN\PONTIAC\Analysis\Pontiac EXISTING AND PROPOSED CLASS II MODIFIED 9-18-2017.eri

Dwg No. E-7

Feed Line Distribution Chart 0' - 285'

Round Flat App In Face App Out Face Truss Leg

Face A 280.00

275.00

270.00

250.00

230.00

210.00

190.00

170.00

160.00

150.00

130.00

110.00

90.00

70.00

50.00

30.00

0.00

285.00

E le va ti o n ft

Face B

10.0010.0010.0010.00

271.00

10.00

227.00

10.00

192.00

10.00

284.00

10.00

282.00

10.00

280.00

10.00

278.00

10.00

276.00

10.00

274.00

10.00

273.00

10.00

272.00

10.00

270.00

10.00

265.00

10.00

260.00

10.00

240.00

10.00

240.00

Face C 280.00

275.00

270.00

250.00

230.00

210.00

190.00

170.00

160.00

150.00

130.00

110.00

90.00

70.00

50.00

30.00

0.00

285.00

10.0010.0010.0010.00

271.00

10.00

227.00

10.00

192.00

10.00

284.00

10.00

282.00

10.00

280.00

10.00

278.00

10.00

276.00

10.00

274.00

10.00

273.00

10.00

272.00

10.00

270.00

10.00

265.00

10.00

260.00

10.00

240.00

10.00

240.00

R ig id C o n d u it (L

G C

O N

D U

S a fe ty

L in e

L D

-5

F O

A M

' O

M N

L D

-5

/8 F

O A

' O M

N I)

L D

-5

F O

A M

' O

M N

L D

-5

-1

/4 F

O A

(D B

-Y

L D

-5

-1

/4 F

O A

(5 ' O

M N

L D

-5

F O

A M

' O

M N

C A

T E

G O

R Y e

(M D

C A

T E

G O

R Y e

(M D

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CLASS II

LINES ON BANJO WITH NO TOWER MODIFICATIONS

	2018-03-29T17:54:57-0400
JOHN ERICHSEN

File details come from the government source that posted it. Updated Feb 20, 2025.