January 31, 2013 Telecom Company 123 Main Street Toronto, ON M2V 2P6 Analysis of the existing 336.5 ft. guyed tower located at Bothwell's Corner, ON. Telecom Company Site Code: C3618 Telecom Company Project Name: 2013 H1 - LTE Add Trylon Current File Number: 1618 Tower Original File Number: 7919 Trylon Previous Analysis Files Number: 51138 Dear Mr. John Smith: We are pleased to present our structural analysis report for the existing 331.50 ft. (+ new 5.0 ft. extension) guyed tower located at Bothwell's Corner, ON. The existing and proposed antennas/lines are shown in Table 1. The following design parameters have been used in our analysis: Design Standard: CSA-S37-01 Wind Pressure: 9.40 (psf) - 450 (Pa) Ice Thickness: 0.98 inches - 25.00 Importance Factor: 1.00 mm Serviceability Factor: 0.85 (Telecom Company), 1.0 (Others)

TABLE 1 – Antennas and Transmission Lines

Height Antenna Transmission Lines Status ft. m Type Qty Azimuth

(° True North) Size Qty

336.5 102.6 BCD 80010-25 2 Omni - - Existing

336.5 102.6 TA-1850-T2 2 Omni - - Existing 334.3 101.9 RRU 2 - Composite 2 Existing

334.3 101.9 k 800 10692 3

10/160/270 Composite (6 initial, 3

future)

9 Proposed RRU (initial) 6

RRU (future) 3 325.0 99.1 PL8 1 330 EW64 1 Existing 309.0 94.2 SRL 110A 1 210 LDF4P-50A 1 Existing 263.0 80.2 PL8 1 153 EW64 1 Existing 252.0 76.8 SRL-210C4 1 170 LDF4P-50A 1 Existing 227.0 69.2 SRL-210C4 1 300 LDF5P-50A 1 Existing 203.0 61.9 HP6 1 296 LDF2P-50A 2 Existing 92.0 28.0 SRL 302A-HD 1 150 LDF5P-50A 1 Existing 63.0 19.2 SRL 312 1 110 ¼” smooth 1 Existing

ASSUMPTIONS AND LIMITATIONS OF ANALYSIS ON EXISTING TOWER Please note the following assumptions and limitations inherent in this analysis and report:

1. Trylon has not obtained, reviewed, or carried out an inspection of this structure to determine its current condition as required by the CSA S37-01 standard. Clause 3.5.2. We have assumed that this tower is in good, undamaged and non-corroded condition in accordance with the records shown in our drawing No. D-23833-C dated December 14, 1987. The new analysis is in accordance with CSA-S37-01.

2. A 5 ft. tower extension was confirmed in our previous analysis file No. 51138 dated October 27, 2010. We have assumed the member sizes in the extension section the same as the members in the original tower top section and the splices to be completed with (3) 5/8” A325 bolts per leg.

3. We considered the existing and proposed antennas/lines are as indicated in Table 1.

4. The existing loads are as per tower audit report by Company dated December 4,

2012. 5. Telecom Company proposed loads are as per Telecom Companies document

“C3618_G51E_3514-561_Civil Sub.doc” dated January 22, 2013. 6. We have assumed the proposed antennas to be mounted on the existing

top pinwheel. Telecom Company proposed elevation of 324.8’ (99.0 m) is occupied by an existing 8’ M/W dish. We have assumed the new (9) composite cables to be installed using triple clamps at location as shown in the attached tower profile drawing.

7. We reviewed the foundations being constructed based on the information shown on drawing D-23833-C dated 14-Dec-1987. Soils report was not available to us at time of this analysis. We have assumed the following soil parameters for the foundation review.

a. Un-submerged sound rock: 140 pcf b. Angle of rock cone: 45° c. Allowable bearing: 10 ksf

8. We have used the latest CAN/CSA-S16-09 standard for anchor bolt calculations. 9. The items reviewed were as follows:

a. Resistance of tower legs, diagonals, and horizontals b. Guy wire capacities c. Foundations.

ANALYSIS RESULTS

TABLE 2 – Maximum Factored Load (% of Resistance)

Member Elevation (ft.)

Description of critical member

Max. Factored Load (% of Resistance)

Critical Mode

Leg 350W

336.50-331.50 SR 2 10 Compression 331.50-321.50 SR 2 45 Compression 321.50-311.50 SR 2 63 Compression 311.50-301.50 SR 2 59 Compression 301.50-291.50 SR 2 68 Compression 291.50-281.50 SR 2 73 Compression 281.50-271.50 SR 2 73 Compression 271.50-261.50 SR 2 72 Compression 261.50-251.50 SR 2 59 Compression 251.50-241.50 SR 2 54 Compression 241.50-231.50 SR 2 59 Compression 231.50-221.50 SR 2 55 Compression 221.50-211.50 SR 2 53 Compression

Member Elevation (ft.)

Description of critical member

Max. Factored Load (% of Resistance)

Critical Mode

Leg 350W

211.50-201.50 SR 2 56 Compression 201.50-191.50 SR 2 71 Compression 191.50-181.50 SR 2 89 Compression 181.50-171.50 SR 2 98 Compression 171.50-161.50 SR 2 89 Compression 161.50-151.50 SR 2 80 Compression 151.50-141.50 SR 2 73 Compression 141.50-131.50 SR 2 69 Compression 131.50-121.50 SR 2 71 Compression 121.50-111.50 SR 2 75 Compression 111.50-101.50 SR 2 1/4 62 Compression 101.50-91.50 SR 2 1/4 67 Compression 91.50-81.50 SR 2 1/4 67 Compression 81.50-71.50 SR 2 1/4 67 Compression 71.50-61.50 SR 2 1/4 64 Compression 61.50-51.50 SR 2 1/4 64 Compression 51.50-41.50 SR 2 1/4 70 Compression 41.50-31.50 SR 2 1/4 73 Compression 31.50-21.50 SR 2 1/4 73 Compression 21.50-11.50 SR 2 1/4 72 Compression 11.50-1.50 SR 2 1/4 69 Compression 1.50-0.00 SR 2 1/4 54 Compression

Diagonals 300W

336.50-331.50 SR 1 15 Face Shear 331.50-321.50 SR 1 32 Face Shear 321.50-311.50 SR 1 33 Face Shear 311.50-301.50 SR 1 12 Face Shear 301.50-291.50 SR 1 30 Face Shear 291.50-281.50 SR 1 25 Face Shear 281.50-271.50 SR 1 24 Face Shear 271.50-261.50 SR 1 36 Face Shear 261.50-251.50 SR 1 46 Face Shear 251.50-241.50 SR 1 50 Face Shear 241.50-231.50 SR 1 52 Face Shear 231.50-221.50 SR 0 7/8 44 Face Shear 221.50-211.50 SR 0 7/8 34 Face Shear 211.50-201.50 SR 0 3/4 17 Face Shear 201.50-191.50 SR 0 3/4 22 Face Shear

Member Elevation (ft.)

Description of critical member

Max. Factored Load (% of Resistance)

Critical Mode

Diagonals 300W

191.50-181.50 SR 0 3/4 28 Face Shear 181.50-171.50 SR 1 14 Face Shear 171.50-161.50 SR 0 7/8 42 Face Shear 161.50-151.50 SR 0 7/8 30 Face Shear 151.50-141.50 SR 0 7/8 20 Face Shear 141.50-131.50 SR 0 7/8 10 Face Shear 131.50-121.50 SR 0 7/8 20 Face Shear 121.50-111.50 SR 0 7/8 38 Face Shear 111.50-101.50 SR 0 7/8 32 Face Shear 101.50-91.50 SR 0 7/8 20 Face Shear 91.50-81.50 SR 0 7/8 8 Face Shear 81.50-71.50 SR 0 3/4 8 Face Shear 71.50-61.50 SR 0 3/4 13 Face Shear 61.50-51.50 SR 0 7/8 10 Face Shear 51.50-41.50 SR 0 7/8 22 Face Shear 41.50-31.50 SR 0 7/8 14 Face Shear 31.50-21.50 SR 0 7/8 8 Face Shear 21.50-11.50 SR 0 7/8 14 Face Shear 11.50-1.50 SR 0 7/8 22 Face Shear 1.50-0.00 SR 0 7/8 5 Face Shear

Guys

317.50 (6) 5/8 in BS 74 Tension 237.50 (3) 5/8 in BS 72 Tension 177.50 (6) 1/2 in GS 76 Tension 117.50 (3) 1/2 in GS 75 Tension 57.50 (6) 7/16 in GS 70 Tension

Foundation Base 48" Square Pier bearing on Adequate Bearing

Guy Anchors (5) 1V4"Hi Tensile embedded 9.5' into rock Adequate Pullout

Notes: * Overstress up to 5% tolerable. ** Overstress more than 5% needs reinforcement.

TABLE 3 – Serviceability – Max. Angular Rotations (Factor = 0.85 for Telecom Company, 1.0 for Others)

Height Antenna Max. Angular Rotation (°) Status ft. m Type Qty Azimuth

(° True North) 325.0 99.0 PL8 1 330 0.47 Existing 263.0 80.1 PL8 1 153 0.53 Existing 203.0 61.8 HP6 1 296 0.32 Existing

CONCLUSIONS & RECOMMENDATIONS: The existing 336.50 ft. guyed tower located at Bothwell's Corner, Ontario conforms to CSA S37-01 Standard when subject to the antenna and transmission line loading outlined in Table 1 and assumptions made in this report. The owner of the dish antennas shall verify that the rotations given in Table 3 are acceptable for their needs. Should you have any questions, comments or require additional information, please do not hesitate to call. Sincerely, Tower analysis performed by: Reviewed by: Adrian Mihai Designer

Weiyan Tan, P. Eng. Design Engineer