1. Must meet TIA 222 2. Need sealed 3rd party …documents.brunswickcountync.gov/BCMS/0/edoc/402011...Reviewed For Code Compliance 1. Must meet TIA 222 2. Need sealed 3rd party inspection

Reviewed For Code Compliance

1. Must meet TIA 2222. Need sealed 3rd party inspection report for thecell tower upgrade at the final inspection.ART 7.6.2016





















February 22, 2016

TowerCom

Re: Proposed 150-ft Pine Tree MonopoleLocated in Brunswick Co., NC: Sunset Harbor SiteMFP #23513-784 / TAPP 15-2019 TP-13942

I understand that there may be some concern on the part of local building officials regarding the potentialfor failure of the proposed communication monopole. Communication structures are designed inaccordance with the Telecommunications Industry Association ANSI/TIA-222-G, "Structural Standards forSteel Antenna Towers and Antenna Supporting Structures". This structure is to be fabricated byTransAmerican Power Products.

I have designed this monopole for (4) four antenna carrier levels, and to withstand a 3-second gusted windspeed of 140 mph (Vasd) as recommended by ANSI/TIA-222-G for Brunswick County. The design alsoconforms to the requirements of the 2012 North Carolina Building Code.

This monopole has been intentionally designed to accommodate a theoretical fall radius. The upper 43’ ofthe pole has been designed to meet the wind loads of the design, however, the lower portion of the pole hasbeen designed with a minimum 10% extra capacity. Assuming the pole has been fabricated according tomy design and well maintained, in the event of a failure due to extreme wind and a comparableappurtenance antenna loads (winds in excess of the design wind load), it would yield/buckle at the 107’elevation. The yielded section would result in a maximum 43’ fall radius, but would most likely remainconnected and hang from the standing section.

The structure has been designed with all of the applicable factors as required by the code. A properlydesigned, constructed and maintained pole has never collapsed; monopoles are safe structures with a longhistory of reliable operation.

I hope this review of the monopole design has given you a greater degree of comfort regarding the designcapacity inherent in pole structures. If you have any additional questions please call me at 614-398-6250 oremail [email protected].

Sincerely,

Michael F. Plahovinsak, P.E.Professional Engineer

2.22.2016


0'-0"

101'-0"

3/8" THK. x 49' LONG(EST. WT. = 6.819 KIPS

SPLICE LENGTH =6' (±10%)

26.0" ACROSS FLATS

150'-0"

65'-0"

3/4" THK. x 42' LONG(EST. WT. = 16.101 KIPS

SPLICE LENGTH =7'-6" (±10%)

31'-0"

7/8" THK. x 41'-6" LONG(EST. WT. = 22.714 KIPS

SPLICE LENGTH =9' (±10%)

0'-0"

1" THK. x 40' LONG(EST. WT. = 29.102 KIPS

75.5" ACROSS FLATS

BASEPLATE: 4'' THK X 89.5''ROUND W/(38) ANCHOR RODSON A 83.5'' B.C. MIN. 7'-0"EMBEDMENT INTO CONCRETE

145'-0"

130'-0"

120'-0"

110'-0"

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Location:

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Revision Date:

2 23515-0784TP-13942

2/22/2016

150-FT PINE TREE MONOPOLE

SUNSET HARBOR

BRUNSWICK CO., NC / 33°55'40.62", -78°12'10.92"

TOWERCOM

MFP

DESIGNBuilding Code:

Wind Speed Load Cases:

Load Case #1:

Design Standard:

MPH Design Wind Speed

Load Case #2:

2012 NORTH CAROLINA BUILDING CODE

ANSI/TIA-222-G-2

3-SEC. GUSTED WIND SPEED

140

30

60

0.25''

II C 1

EQUIPMENT LISTElev. Description

145 (12) PANEL ANTENNA + MOUNTING (288 FT2 / 6000 LBS)

145 T-ARM MOUNTS

130 (12) 8' X 1' PANEL + (9) RRU

130 12-FT T-ARM MOUNTS

120 (12) 8' X 1' PANEL + (9) RRU


110 (12) 8' X 1' PANEL + (9) RRU


PINE TREE BRANCHES SPACED EVENLY FROM 80'POLE DESIGNED FOR A 43' MAX FALL RADIUS

STRUCTURE PROPERTIESCross-Section:

Anchor Rods:

Shaft Steel:

Taper:

Baseplate Steel:

Sect. Length (ft) Thickness (in) Splice (ft) Top Dia. (in) Bot Dia. (in)

18-SIDED 0.35667 in/ft

ASTM A572 GR 65 ASTM A572 GR 50

2.5 in. F1554 GR. 105 X 8'-0"

1 49.00 0.3750 6.00 26.00 43.48

2 42.00 0.7500 7.50 40.59 55.57

3 41.50 0.8750 9.00 51.39 66.19

4 40.00 1.0000 0.00 61.23 75.50

Moment:

Shear:

Axial:

ft-kip

kip

kip

BASE REACTIONS FOR FOUNDATION DESIGN24348

217

123

Structure Class Exposure Cat. Topography Cat. Crest Height

Load Case #3

MPH Wind with Ice Accumulation

MPH Service Wind Speed

1

MICHAEL F. PLAHOVINSAK, P.E. #3280418301 S.R. 161, Plain City, OH 43064

614-398-6250 / [email protected]

2.22.2016


10'-0"Ø DRILLED SHAFT

6" ABOVE GRADE

(2) ADD'L REINFTIES WITHIN THE TOP5" OF CAISSON

(16) #5 HOR. TIESSPACED @ 6" O/C

2" CLEAR

3" GAP(GROUT NOT REQ'D.)

6'-0

"M

IN.

AB

EM

BEDM

ENT

3" CLEAR (TYP)

6" CLEAR

8'-0" LONG ANCHORROD 10"-12" PROJECTION W/HEAVY HEX LOCK NUT ANDLEVELING NUT

POLE SHAFT

CLOSE TIES WITHMIN. 24" LAP

50

'-6

"M

IN.

CAIS

SO

ND

EPTH

FINISHED GRADE

LOWER TIES @ 12" O/C

(62) #14 VERTICALREINF BARSEQUALLY SPACED

CL

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MFP

CAISSON FOUNDATION

2

FOUNDATION NOTES:

1. ALL FOUNDATION CONCRETE SHALL USE TYPE II CEMENT AND ATTAIN AMINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS. CONCRETESHALL HAVE A MAXIMUM WATER/CEMENT RATIO OF 0.46 AND SHALL BE AIRENTRAINED 6% (±1.5%). ALL CONCRETE CONSTRUCTION SHALL BE INACCORDANCE WITH ACI 318, "THE BUILDING CODE REQUIREMENTS FORREINFORCED CONCRETE", LATEST EDITION.

2. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 VERTICAL BARSSHALL BE GRADE 60, AND TIES OR STIRRUPS SHALL BE A MINIMUM OF GRADE40. THE PLACEMENT OF ALL REINFORCEMENT SHALL CONFORM TO ACI 315,"MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETESTRUCTURES", LATEST EDITION.

3. CAISSON FOUNDATION INSTALLATION SHALL BE IN ACCORDANCE WITH ACI336, "STANDARD SPECIFICATIONS FOR THE CONSTRUCTION OF DRILLED PIERS",LATEST EDITION.

4. THE CONTRACTOR SHALL DETERMINE THE MEANS AND METHODS TO SUPPORTTHE EXCAVATION DURING CONSTRUCTION. THE CONTRACTOR SHALL READ THEGEOTECHNICAL REPORT AND SHALL CONSULT THE GEOTECHNICAL ENGINEER ASNECESSARY PRIOR TO CONSTRUCTION.

5. FOUNDATION DESIGN IS BASED ON GEOTECHNICAL REPORT BY:ENGINEER: ENVIRONMENTAL CORP OF AMERICAREPORT NO.: R1463 (DATED 1/11/15)

6. ESTIMATED CONCRETE VOLUME = 148 CUBIC YARDS.

7. THE FOUNDATION HAS BEEN DESIGNED TO RESIST THE FOLLOWING FACTOREDLOADS:MOMENT: 24348 FT*KIPSSHEAR: 217 KIPSAXIAL: 123 KIPS

8. GEOTECHNICAL REPORT INDICATES GROUNDWATER MAY BE ENCOUNTERED AT

6'-0" BELOW GRADE.

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2 23515-0784TP-13942

2/22/2016

150-FT PINE TREE MONOPOLE

SUNSET HARBOR

BRUNSWICK CO., NC / 33°55'40.62", -78°12'10.92"

TOWERCOM

MFP

MICHAEL F. PLAHOVINSAK, P.E. #3280418301 S.R. 161, Plain City, OH 43064

614-398-6250 / [email protected]

2.22.2016


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150-ft Monopine - MFP #23515-784

Page

1 of 6

Michael F. Plahovinsak, P.E.18301 State Route 161

Project

Sunset Harbor

Date

12:21:02 01/05/16

Plain City, OH 43064Phone: 614-398-6250

FAX: [email protected]

Client

TAPP (TP-13942)Designed by

Mike

Tower Input DataThis tower is designed using the TIA-222-G standard.The following design criteria apply:

Tower is located in Brunswick County, North Carolina.Basic wind speed of 140 mph.Structure Class II.Exposure Category C.Topographic Category 1.Crest Height 0.00 ft.Nominal ice thickness of 0.2500 in.Ice thickness is considered to increase with height.Ice density of 56 pcf.A wind speed of 30 mph is used in combination with ice.Temperature drop of 50 °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, feedline supports, and appurtenance mounts are not considered.

Tapered Pole Section Geometry

Section Elevation

ft

SectionLength

ft

SpliceLength

ft

Numberof

Sides

TopDiameter

in

BottomDiameter

in

WallThickness

in

BendRadius

in

Pole Grade

L1 150.00-101.00 49.00 6.00 18 26.0000 43.4800 0.3750 1.5000 A572-65(65 ksi)

L2 101.00-65.00 42.00 7.50 18 40.5896 55.5700 0.7500 3.0000 A572-65(65 ksi)

L3 65.00-31.00 41.50 9.00 18 51.3949 66.1900 0.8750 3.5000 A572-65(65 ksi)

L4 31.00-0.00 40.00 18 61.2314 75.5000 1.0000 4.0000 A572-65(65 ksi)

Tapered Pole Properties

Section Tip Dia.in

Areain2

Iin4

rin

Cin

I/Cin3

Jin4

It/Qin2

win

w/t

L1 26.4011 30.5002 2530.2723 9.0969 13.2080 191.5712 5063.8740 15.2530 3.9160 10.44344.1507 51.3057 12043.6628 15.3023 22.0878 545.2621 24103.1730 25.6577 6.9925 18.647

L2 43.3888 94.8381 19017.3624 14.1431 20.6195 922.2993 38059.7483 47.4281 5.8238 7.76556.4273 130.4990 49547.6122 19.4611 28.2296 1755.1677 99160.4204 65.2619 8.4603 11.28

L3 54.9028 140.3065 45241.8722 17.9346 26.1086 1732.8326 90543.2748 70.1666 7.5055 8.57867.2111 181.3961 97766.7592 23.1868 33.6245 2907.6031 195662.162

490.7153 10.1094 11.554

L4 65.4360 191.1746 87622.1480 21.3822 31.1056 2816.9282 175359.5914

95.6054 9.0167 9.017

76.6647 236.4630 165810.9436

26.4475 38.3540 4323.1721 331840.0656

118.2540 11.5280 11.528


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Mike

Feed Line/Linear Appurtenances - Entered As Area

Description Faceor

Leg

AllowShield

ComponentType

Placement

ft

TotalNumber

CAAA

ft2/ft

Weight

plf1 5/8'' C No Inside Pole 145.00 - 0.00 18 No Ice

1/2'' Ice0.000.00

0.920.92

1 5/8'' C No Inside Pole 130.00 - 0.00 12 No Ice1/2'' Ice

0.000.00

0.920.92


0.000.00

0.920.92


0.000.00

0.920.92

Discrete Tower Loads

Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustment

°

Placement

ft

CAAA

Front

ft2

CAAA

Side

ft2

Weight

K

Panel Antennas + Mounting288 ft2 / 6000 lbs

C None 0.0000 145.00 No Ice1/2'' Ice

288.00300.00

288.00300.00

6.006.20

**(4) 96'' x 12'' x 3'' Panel w/

mount pipeA From Face 3.00

0.000.00

0.0000 130.00 No Ice1/2'' Ice

11.4712.08

5.907.65

0.090.16

(3) 24'' x 13'' x 7'' RemoteUnit

A From Face 2.000.000.00

0.0000 130.00 No Ice1/2'' Ice

3.033.28

1.631.84

0.060.08

(4) 96'' x 12'' x 3'' Panel w/mount pipe

B From Face 3.000.000.00

0.0000 130.00 No Ice1/2'' Ice

11.4712.08

5.907.65

0.090.16

(3) 24'' x 13'' x 7'' RemoteUnit

B From Face 2.000.000.00

0.0000 130.00 No Ice1/2'' Ice

3.033.28

1.631.84

0.060.08


C From Face 3.000.000.00

0.0000 130.00 No Ice1/2'' Ice

11.4712.08

5.907.65

0.090.16

(3) 24'' x 13'' x 7'' RemoteUnit

C From Face 2.000.000.00

0.0000 130.00 No Ice1/2'' Ice

3.033.28

1.631.84

0.060.08

12' T-Arm Mounts (MC-K12) C None 0.0000 130.00 No Ice1/2'' Ice

8.1510.59

8.1510.59

0.851.10

**(4) 96'' x 12'' x 3'' Panel w/


0.000.00

0.0000 120.00 No Ice1/2'' Ice

11.4712.08

5.907.65

0.090.16

(3) 24'' x 13'' x 7'' RemoteUnit

A From Face 2.000.000.00

0.0000 120.00 No Ice1/2'' Ice

3.033.28

1.631.84

0.060.08


B From Face 3.000.000.00

0.0000 120.00 No Ice1/2'' Ice

11.4712.08

5.907.65

0.090.16

(3) 24'' x 13'' x 7'' RemoteUnit

B From Face 2.000.000.00

0.0000 120.00 No Ice1/2'' Ice

3.033.28

1.631.84

0.060.08


C From Face 3.000.00

0.0000 120.00 No Ice1/2'' Ice

11.4712.08

5.907.65

0.090.16


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Client


Mike

Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustment

°

Placement

ft

CAAA

Front

ft2

CAAA

Side

ft2

Weight

K

0.00(3) 24'' x 13'' x 7'' Remote

UnitC From Face 2.00

0.000.00

0.0000 120.00 No Ice1/2'' Ice

3.033.28

1.631.84

0.060.08


8.1510.59

8.1510.59

0.851.10

**(4) 96'' x 12'' x 3'' Panel w/


0.000.00

0.0000 110.00 No Ice1/2'' Ice

11.4712.08

5.907.65

0.090.16

(3) 24'' x 13'' x 7'' RemoteUnit

A From Face 2.000.000.00

0.0000 110.00 No Ice1/2'' Ice

3.033.28

1.631.84

0.060.08


B From Face 3.000.000.00

0.0000 110.00 No Ice1/2'' Ice

11.4712.08

5.907.65

0.090.16

(3) 24'' x 13'' x 7'' RemoteUnit

B From Face 2.000.000.00

0.0000 110.00 No Ice1/2'' Ice

3.033.28

1.631.84

0.060.08


C From Face 3.000.000.00

0.0000 110.00 No Ice1/2'' Ice

11.4712.08

5.907.65

0.090.16

(3) 24'' x 13'' x 7'' RemoteUnit

C From Face 2.000.000.00

0.0000 110.00 No Ice1/2'' Ice

3.033.28

1.631.84

0.060.08


8.1510.59

8.1510.59

0.851.10

**Pine Tree Branches C None 0.0000 147.60 No Ice

1/2'' Ice77.0088.00

0.000.00

0.660.78

Pine Tree Branches C None 0.0000 134.40 No Ice1/2'' Ice

135.00155.00

0.000.00

1.161.36


163.00188.00

0.000.00

1.401.65


191.00221.00

0.000.00

1.651.93


219.00253.00

0.000.00

1.892.22

Load Combinations

Comb.No.

Description

1 Dead Only2 1.2 Dead+1.6 Wind 0 deg - No Ice3 0.9 Dead+1.6 Wind 0 deg - No Ice4 1.2 Dead+1.6 Wind 90 deg - No Ice5 0.9 Dead+1.6 Wind 90 deg - No Ice6 1.2 Dead+1.6 Wind 180 deg - No Ice7 0.9 Dead+1.6 Wind 180 deg - No Ice8 1.2 Dead+1.0 Ice+1.0 Temp9 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp10 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp11 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp12 Dead+Wind 0 deg - Service


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Mike

Comb.No.

Description

13 Dead+Wind 90 deg - Service14 Dead+Wind 180 deg - Service

Maximum Member Forces

SectionNo.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Axial

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ftL1 150 - 101 Pole Max Tension 2 0.00 0.00 -0.00

Max. Compression 8 -34.65 0.00 0.00Max. Mx 4 -18.46 -2945.22 0.00Max. My 2 -18.46 0.00 2945.22Max. Vy 4 121.76 -2945.22 0.00Max. Vx 2 -121.76 0.00 2945.22

L2 101 - 65 Pole Max Tension 1 0.00 0.00 0.00Max. Compression 8 -59.43 0.00 0.00

Max. Mx 4 -42.18 -8288.91 0.00Max. My 2 -42.18 0.00 8288.91Max. Vy 4 174.50 -8288.91 0.00Max. Vx 2 -174.50 0.00 8288.91





Maximum Tower Deflections - Service Wind

SectionNo.

Elevation

ft

Horz.Deflection

in

Gov.Load

Comb.

Tilt

°

Twist

°

L1 150 - 101 10.449 12 0.6572 0.0000L2 107 - 65 5.074 12 0.4712 0.0000L3 72.5 - 31 2.239 12 0.2988 0.0000L4 40 - 0 0.669 12 0.1498 0.0000

Critical Deflections and Radius of Curvature - Service Wind

Elevation

ft

Appurtenance Gov.Load

Comb.

Deflection

in

Tilt

°

Twist

°

Radius ofCurvature

ft147.60 Pine Tree Branches 12 10.123 0.6474 0.0000 70509145.00 Panel Antennas + Mounting 288 ft2

/ 6000 lbs12 9.772 0.6367 0.0000 70509

134.40 Pine Tree Branches 12 8.357 0.5926 0.0000 22599130.00 (4) 96'' x 12'' x 3'' Panel w/ mount

pipe12 7.784 0.5741 0.0000 17627

120.00 (4) 96'' x 12'' x 3'' Panel w/ mount 12 6.537 0.5307 0.0000 11751


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Mike

Elevation

ft


Comb.

Deflection

in

Tilt

°

Twist

°

Radius ofCurvature

ftpipe


pipe12 5.392 0.4853 0.0000 8831

103.30 Pine Tree Branches 12 4.699 0.4533 0.0000 857587.80 Pine Tree Branches 12 3.326 0.3759 0.0000 10584

Maximum Tower Deflections - Design Wind

SectionNo.

Elevation

ft

Horz.Deflection

in

Gov.Load

Comb.

Tilt

°

Twist

°

L1 150 - 101 101.633 4 6.3969 0.0000L2 107 - 65 49.400 4 4.5883 0.0000L3 72.5 - 31 21.808 4 2.9105 0.0000L4 40 - 0 6.522 4 1.4600 0.0000

Critical Deflections and Radius of Curvature - Design Wind

Elevation

ft


Comb.

Deflection

in

Tilt

°

Twist

°

Radius ofCurvature

ft

147.60 Pine Tree Branches 4 98.474 6.3010 0.0000 7410145.00 Panel Antennas + Mounting 288 ft2

/ 6000 lbs4 95.058 6.1971 0.0000 7410


pipe4 75.746 5.5889 0.0000 1850

120.00 (4) 96'' x 12'' x 3'' Panel w/ mountpipe

4 63.627 5.1677 0.0000 1231


pipe4 52.497 4.7259 0.0000 922

103.30 Pine Tree Branches 4 45.753 4.4151 0.0000 89487.80 Pine Tree Branches 4 32.397 3.6614 0.0000 1097

Pole Design Data

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

L1 150 - 101 (1) TP43.48x26x0.375 49.00 0.00 0.0 48.7581 -18.46 3539.12 0.005L2 101 - 65 (2) TP55.57x40.5896x0.75 42.00 0.00 0.0 124.131

0-42.18 9222.31 0.005

L3 65 - 31 (3) TP66.19x51.3949x0.875 41.50 0.00 0.0 172.4850

-72.94 12814.80 0.006

L4 31 - 0 (4) TP75.5x61.2314x1 40.00 0.00 0.0 212.4480

-98.93 15783.80 0.006


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Mike

Pole Bending Design Data

SectionNo.

Elevation

ft

Size Mux

kip-ft

Mnx

kip-ft

RatioMux

Mnx

Muy

kip-ft

Mny

kip-ft

RatioMuy

Mny

L1 150 - 101 (1) TP43.48x26x0.375 2945.22 2977.42 0.989 0.00 2977.42 0.000L2 101 - 65 (2) TP55.57x40.5896x0.75 8288.91 9825.25 0.844 0.00 9825.25 0.000L3 65 - 31 (3) TP66.19x51.3949x0.875 14114.25 16265.42 0.868 0.00 16265.42 0.000L4 31 - 0 (4) TP75.5x61.2314x1 17616.17 21573.00 0.817 0.00 21573.00 0.000

Pole Shear Design Data

SectionNo.

Elevation

ft

Size ActualVu

K

Vn

K

RatioVu

Vn

ActualTu

kip-ft

Tn

kip-ft

RatioTu

Tn

L1 150 - 101 (1) TP43.48x26x0.375 121.76 1744.27 0.070 0.00 5962.11 0.000L2 101 - 65 (2) TP55.57x40.5896x0.75 174.50 4611.16 0.038 0.00 19674.50 0.000L3 65 - 31 (3) TP66.19x51.3949x0.875 183.68 6407.39 0.029 0.00 32570.58 0.000L4 31 - 0 (4) TP75.5x61.2314x1 189.16 7960.54 0.024 0.00 43198.83 0.000

Pole Interaction Design Data

SectionNo.

Elevation

ft

RatioPu

Pn

RatioMux

Mnx

RatioMuy

Mny

RatioVu

Vn

RatioTu

Tn

Comb.StressRatio

Allow.StressRatio

Criteria

L1 150 - 101 (1) 0.005 0.989 0.000 0.070 0.000 0.999 1.0004.8.2

L2 101 - 65 (2) 0.005 0.844 0.000 0.038 0.000 0.850 1.0004.8.2

L3 65 - 31 (3) 0.006 0.868 0.000 0.029 0.000 0.874 1.0004.8.2

L4 31 - 0 (4) 0.006 0.817 0.000 0.024 0.000 0.823 1.0004.8.2

Section Capacity Table

SectionNo.

Elevationft

ComponentType

Size CriticalElement

PK

øPallow

K%

CapacityPassFail

L1 150 - 101 Pole TP43.48x26x0.375 1 -18.46 3539.12 99.9 PassL2 101 - 65 Pole TP55.57x40.5896x0.75 2 -42.18 9222.31 85.0 PassL3 65 - 31 Pole TP66.19x51.3949x0.875 3 -72.94 12814.80 87.4 PassL4 31 - 0 Pole TP75.5x61.2314x1 4 -98.93 15783.80 82.3 Pass

SummaryPole (L1) 99.9 Pass

RATING = 99.9 Pass


ANSI/TIA-222-G-2

Factored Base Reactions: Pole Shape: Anchor Rods: Base Plate:

Moment: 21669 ft-kips 18-Sided (38) 2.5 in. F1554 GR. 105 4 in. x 89.5 in. Round

Shear: 193 kips Pole Dia. (D f ): Anchor Rods Evenly Spaced fy = 50 ksi

Axial: 122 kips 75.50 in On a 83.5 in Bolt Circle

Anchor Rod Calculation According to TIA-222-G section 4.9.9

f = 0.80 TIA 4.9.9 The following Interation Equation Shall Be Satisfied:

Ibolts = 33118.19 in2

Momet of Inertia Vu

Pu = 328 kips Tension Force h

Vu = 5 kips Shear Force

Rnt = 500.00 kips Nominal Tensile Strength

h = 0.50 for detail type (d) 0.845 1

Base Plate Calculation According to TIA-222-G

f = 0.90 TIA 4.7

MPL = 910.3 in-kip Plate Moment

L = 6.2 in Section Length

Z = 25.0 Plastic Section Modulus 910.28 in-kip 1124 in-kip

MP = 1248.4 in-kip Plastic Moment

f Mn= 1123.5 in-kip Factored Resistance

Anchor Rods Are Adequate 84.5% R

Base Plate is Adequate 81.0% R

150-ft pine tree monopole - MFP #23515-0784 BP-G

Sunset Harbor 2/22/2016

TAPP TP-13942 Mike

Anchor Rod and Base Plate Calculation

Pu +1.0

fRnt

Calculated Moment vs Factored Resistance

Michael F. Plahovinsak, P.E.18301 State Route 161 W


email: [email protected]

Job

Project

Client

Page

Date

Designed by


According to ANSI/TIA-222-G-2

*** PIER PROPERTIES CONCRETE STRENGTH (ksi) = 4.00 STEEL STRENGTH (ksi) = 60.00

DIAMETER (ft) = 10.000 DISTANCE FROM TOP OF PIER TO GROUND LEVEL (ft) = 0.50

*** SOIL PROPERTIES LAYER TYPE THICKNESS DEPTH AT TOP OF LAYER DENSITY CU KP PHI(ft) (ft) (pcf) (psf) (degrees)

1 S 6.00 0.00 0.0 1.000 -0.002 S 17.50 6.00 50.0 2.880 28.983 S 15.00 23.50 50.0 3.390 32.984 S 20.00 38.50 65.0 4.020 36.98

*** DESIGN (FACTORED) LOADS AT TOP OF PIER MOMENT (ft-k) = 24348.0 VERTICAL (k) = 123.0 SHEAR (k) = 217.0ADDITIONAL SAFETY FACTOR AGAINST SOIL FAILURE = 1.33

*** CALCULATED PIER LENGTH (ft) = 51.000

*** CHECK OF SOILS PROPERTIES AND ULTIMATE RESISTING FORCES ALONG PIER

TYPE TOP OF LAYER BELOW TOP OF PIER THICKNESS DENSITY CU KP FORCE ARM(ft) (ft) (pcf) (psf) (k) (ft)

S 0.50 6.00 0.0 1.000 0.00 4.50S 6.50 17.50 50.0 2.880 661.50 18.17S 24.00 15.00 50.0 3.390 1906.88 32.25S 39.00 1.58 65.0 4.020 318.57 39.80S 40.58 10.42 65.0 4.020 -2597.54 46.07

*** SHEAR AND MOMENTS ALONG PIERWITH THE ADDITIONAL SAFETY FACTOR WITHOUT ADDITIONAL SAFETY FACTOR

DISTANCE BELOW TOP OF PIER (ft) SHEAR (k) MOMENT (ft-k) SHEAR (k) MOMENT (ft-k)0.00 289.4 33484.4 217.1 25113.35.10 289.4 34960.3 217.1 26220.310.20 259.8 36399.8 194.9 27299.915.30 122.1 37421.5 91.6 28066.220.40 -127.9 37454.5 -96.0 28090.925.50 -511.3 35910.1 -383.5 26932.730.60 -1070.2 31933.6 -802.6 23950.235.70 -1761.3 24769.5 -1321.0 18577.240.80 -2550.7 13701.6 -1913.0 10276.245.90 -1377.3 3598.7 -1033.0 2699.051.00 0.0 -0.0 0.0 -0.0

*** TOTAL REINFORCEMENT PCT = 1.22 REINFORCEMENT AREA (in^2) = 137.98*** USABLE AXIAL CAP. (k) = 123.0 USABLE MOMENT CAP. (ft-k) = 28545.0

Minimum Steel Per ACI-318 in2

For Design:

36.43

10-ft Diameter caisson x 51-ft long (50.5-ft Embeded with 0.5-ft above grade)

Concrete strength =4000 PSI @ 28 days. Estimated Concrete Volume = 148 CY3.

Caisson Calculation

5. Foundation has been designed with factored loads per TIA-222-G.

6. Design water table = 6 ft below grade

1. Foundation overturning resistance calculated with PLS Caisson, for Brom's method for rigid piles. Soil layers modeled after recommendations from the geotechnical report.

2. Cohesion strength for the upper 30 ft has been reduced by 50%

3. In lieu of a soil resistance factor fs = 0.75 (TIA-9.4.1) an additional safey fator against soil failure of 1.33 has been applied.

4. Foundation is designed with a minimum safety factor resisting overturning of 2.0

Approx. Foundation Usage 0.0%

(62) #14 Vertical Rebar. Steel Cross-Section = 139.5 in2

TAPP TP-13942 Mike

150-ft pine tree monopole - MFP #23515-0784 FND

Sunset Harbor 2/22/2016

Michael F. Plahovinsak, P.E.18301 State Route 161 W


email: [email protected]

Job

Project

Client

Page

Date

Designed by


Copyright 2015 STEALTH} Concealment Solutions, Inc. All Rights Reserved

SAFETY. INTEGRITY. TRUST. EXPERIENCE.

FABRICATION DRAWINGS

TOWERCOM

SUNSET HARBOR

BRUNSWICK CO.

NORTH CAROLINA

STEALTH JOB #: TC15-01729W-05R0

DRAWING INDEX

REVISION

STEALTHFIRST IN CONCEALMENT

}

01-7-16

T1

TM

3034-A ASHLEY PHOSPHATE RD. NORTH CHARLESTON, SC 29418 P: (800)-755-0689 / F: (843)-207-0207 WWW.STEALTHCONCEALMENT.COM

PROJECT MANAGER: BRAD BALKHAM ; 843-573-2013

WE ARE STEALTH .

THE } MAKES THE DIFFERENCE.

}

T1 TITLE SHEETN1-N2 NOTES & SPECIFICATIONSA1 ASSEMBLY - PARTS LISTA2 BRANCH LAYOUTD1 STEEL DETAILS


Copyright 2015 STEALTH} Concealment Solutions, Inc. All Rights Reserved We are STEALTH}. The } Makes the Difference!

PROPRIETARY INFORMATION

THE INFORMATION CONTAINED WITHIN THIS DRAWING SET IS PROPRIETARY & CONFIDENTIAL

BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO

STEALTH} CONCEALMENT SOLUTIONS, INC

IS STRICTLY PROHIBITED.

3034-A ASHLEY PHOSPHATE RD.NORTH CHARLESTON, SC 29418

P: (800)-755-0689 F: (843)-207-0207WWW.STEALTHCONCEALMENT.COM

DRAWING NOT TO SCALE. UNLESS SPECIFIED

OTHERWISE DIMENSIONS SHOWN ARE IN INCHES

TOLERANCESDECIMALSX ± 1/16"

.XXX ± 0.01"

ANGULAR

X ± 0.5°

REVISION

JOB #:DRAWN:DESIGNED:REVISED:

TOWERCOM

SUNSET HARBOR

BRUNSWICK CO.

NORTH CAROLINA

DLDL

N2 1-7-16 0


}

NOTES & SPECIFICATIONS

TC15-01729W-05R0

TM

REVISION TABLE

REVISION DESIGNER DATE SCOPE OF REVISION

0 DL 1-7-16 BRANCH LAYOUT


DETAIL B

ISOMETRIC

PART # 200 - MONOPOLE - PARTS LIST - PROVIDED BY POLE VENDOR

SHEETMATERIALDESCRIPTIONQTYITEM

D1ASTM A500 GR. B5° BRANCH RECEIVER 66201















.XXX ± 0.01"

ANGULAR

X ± 0.5°

REVISION


TOWERCOM

SUNSET HARBOR

BRUNSWICK CO.

NORTH CAROLINA

DLDL

A1 1-7-16 0


}

ASSEMBLY - PARTS LIST

TC15-01729W-05R0

TM


PART #100 - MONOPINE - PARTS LIST

SHEETMATERIALDESCRIPTIONPACKING QTYQTYITEM

--- 4' BRANCH66101

--- 6' BRANCH4545102

--- 8' BRANCH4545103

--- 10' BRANCH4242104

---STAINLESS STEEL1/4" x 3" FULL THREAD BOLT SS183138105

---STAINLESS STEEL1/4" FLAT WASHER SS276276106

---STAINLESS STEEL1/4" LOCK WASHER SS138138107

---STAINLESS STEEL1/4" HEX NUT SS138138108

205

204

203

201

FABRICATION NOTE - DETAILS ARE GENERIC TO ILLUSTRATE

VERTICAL ORIENTATION OF BRANCHES ETC.SPECIFIC ELEVATIONS, POLAR ORIENTATIONS & NUMBER OF ROWS FOR

ALL RECEIVERS ARE TO BE INSTALLED PER THE TREE BRANCH(BRANCH LAYOUT) SHEETS.

RECEIVERS TO BE RE-LOCATED TO AVOID ANY REQUIREDFEATURES SUCH AS HAND-HOLES AND STEP BOLTS

201

203

204

205

105 106 107 108PINE BRANCHES SHOWN FORESHORTENED

202

202

202202

75°

30°

45°

60°

75°

85°













.XXX ± 0.01"

ANGULAR

X ± 0.5°

REVISION


TOWERCOM

SUNSET HARBOR

BRUNSWICK CO.

NORTH CAROLINA

DLDL

A2 1-7-16 0


}

BRANCH LAYOUT

TC15-01729W-05R0

TM


GALVANIZATION NOTES:

-GALVANIZATION BUILD UP MUST BE MINIMIZED TO INSURE BRANCHES WILL FIT INTO RECEIVERS AFTER BEING GALVANIZED.

-A TEST BRANCH MUST BE INSERTED INTO EVERY RECEIVER AFTER

GALVANIZATION TO INSURE BRANCHES WILL FIT ON SITE.










TOLERANCES

DECIMALS

X ± 1/16"

.XXX ± 0.01"

ANGULAR

X ± 0.5°

REVISION


TOWERCOM

SUNSET HARBOR

BRUNSWICK CO.

NORTH CAROLINA

DLDL

D1 1-7-16 0


}

STEEL DETAILS

TC15-01729W-05R0

PN SYMBOL DENOTES LOCATION OF PART NUMBER

TM


1 1/2"

1 1/2"

9 1/8"

n2 3/8" [2.375]

1/8" [.154]

n3/8 THRU 2X

20215° BRANCH RECEIVER

NEW RECIEVER 15.ipt

1 1/2"

9 7/8"

n3/8 THRU

n2 3/8" [2.375]

1/8" [.154]


NEW RECIEVER 30.ipt

1 1/2"

n3/8 THRU

n2 3/8" [2.375]

1/8" [.154]


NEW RECIEVER 45.ipt

1'- 5/8"

1 1/2"

n2 3/8" [2.375]

1/8" [.154]

n3/8 THRU


NEW RECIEVER 60.ipt

n2 3/8" [2.375]

1/8" [.154]

8 11/16"

8"

!!!!

5°8 1/2"

n3/8 THRU

15°

n3/8" WEEP HOLE

THRU THIS SIDE ONLY

n3/8" WEEP HOLE

THRU THIS SIDE ONLY

8 1/2"

30°

8 1/2"

n3/8" WEEP HOLE

THRU THIS SIDE ONLY

45°

8 1/2"

10 7/8"

n3/8" WEEP HOLE

THRU THIS SIDE ONLY

60°

8 1/2"

n3/8" WEEP HOLE

THRU THIS SIDE ONLY

8 1/2"

9"

10"

11 3/4"

WEEP HOLE AT "BOTTOM" OF RECEIVER




WEEP HOLE AT "BOTTOM"

OF RECEIVER

7 15/16"n3/8 THRU

8 1/8"n3/8 THRU

8 1/2"

n3/8 THRU

8 3/4"

n3/8 THRU

9 3/8"

n3/8 THRU


NEW RECIEVER 0.ipt




Documents

1. Must meet TIA 222 2. Need sealed 3rd party …documents.brunswickcountync.gov/BCMS/0/edoc/402011...Reviewed For Code Compliance 1. Must meet TIA 222 2. Need sealed 3rd party inspection