HomeMy WebLinkAbout2012-07-17 Planning Board Supplemental Materials (52)99-ft Self-Supporting Pole Structure
(Concealed Monopole)
VSi Project 121203, Revision 0
June 12, 2012
TowerCo No. MA2010
Page 2of 2
2002 Production Drive, Apex, NC 27539 Ph: (888) 321-6167 Fax: (919) 321-1768 admin@verticalsolutions-inc.com
June 12, 2012
Subject Rigorous Structural Analysis
Carrier Designation Sprint/Nextel,Reconfiguration
Site Number: BS54XC860
Site Name: N/A
TowerCo Designation Site Number: MA2010
Site Name: Steven’s Estate
Engineering Firm Designation Vertical Solutions Project: 121203,Revision 0
Site Data 723 Osgood Street,North Andover,EssexCounty,MA01845
Latitude: N42°42'28.30"±; Longitude: W071°06'51.48"±
Elevation: 252ft±, Topography Category: 1;
Exposure Category: “C”; Structure Class II;Site Class “D”
99-ft Self-Supporting Pole Structure (Concealed Monopole)
Dear Ms. Godwin,
To your request, we present our structural analysis.
Our work indicates that with the proposed appurtenance configuration, the tower willnot satisfy the structural
strength requirements of ANSI/TIA-222-G-2-2009,Structural Standard for Antenna Supporting Structures and
Antennas –Addendum 2 (industry standard) and the 2009InternationalBuilding Code (local building code) for:
100-mph three-second gust basic wind speed
40-mph three-second gust basic wind speed with 1-in radial ice
Earthquake design parameters and loading, per USGS Ground Motion Parameter Calculator and industry
standard, respectively, including:
o Ss = 0.329,S1 = 0.075
However, foundation stress level is acceptable.
We trust you find our work satisfactory. Please do not hesitate to call should you have any questions.
Sincerely,
Kingsley C. Igboanugo, E.I.Michael L. Lassiter, S.E., P.E., C.W.I.
Structural Engineer-In-TrainingStructural Engineer, Civil Engineer, Certified Weld Inspector
& President
Reviewed by: JHWMA License No. 47314
Ms. Catherine Godwin
TowerCo, LLC
5000 Valleystone Drive
Cary, NC 27519
(919) 653-5737
Vertical Solutions, Inc.
PO Box 579
Holly Springs, NC 27540
(888) 321-6167
operations@verticalsolutions-inc.com
FAIL
(CanisterPipe,123%capacity)
06/12/2012
99-ft Self-Supporting Pole Structure
(Concealed Monopole)
VSi Project 121203, Revision 0
June 12, 2012
TowerCo No. MA2010
Page 2 of 2
2002 Production Drive, Apex, NC 27539 Ph: (888) 321-6167 Fax: (919) 321-1768 admin@verticalsolutions-inc.com
Table 1: Existing, Proposed and Reserved Appurtenance Configuration
Elevation
(AGL, ft) Carrier Mount Equipment Coax Location1
99 - - 25’x15’ Flag - -
97.02 Sprint/Nextel Inside
53” Canister
(3) RFS APXVSPP18-C-A20
(3) 1900 RRH (65 MHz)
(3) 800 RRH
(3) External Notch Filter
(6) 1900 ACU-A20-N
(3) 800 ACU-A20-N
(3) 1 1/4 Inside
88.0 AT&T Inside
28” Canister
(3) KMW AM-X-CD-14-65-00T-RET
(3) CCI Twin Triple Band PCS TMA
(1) Kaelus Triplexer
(6) 1 5/8 Inside
76.0 T-Mobile Inside
20” Canister
(3) EMS DR65-19-00DPQ
(6) LNAs (6) 7/8 Inside
1 – See coax configuration plan, QP-P for coax locations.
2 – Antenna wind area was not considered in the analysis.
Table 2: Serviceability Requirements: Limit State Deformations1
Elevation
(AGL, ft) Equipment Twist
(deg)2 Sway
(deg)2 Deflection
(in)
Deflection Limit
(in)3 Result
99 Structure 0.0000 7.1528 39.878 35.64 N. G.
1 – See program output for supporting details.
2 – Per TIA-222-G Section 2.8.2.1 rotation about the vertical axis (twist) or any horizontal axis (sway) of the structure shall not exceed 4 degrees.
3 – Per TIA-222-G Section 2.8.2.2 horizontal displacement shall not exceed 3% of the height of the structure.
Table 3: Tower Structure Results, Percent Capacity Utilized1
Elevation (ft) Shaft Result Connections Result
99 to 89 69 O. K. - -
89 to 79 94 O. K. - -
79 to 69 123 N. G. 45 O. K.
69 to 23.26 78 O. K. - -
23.26 to 0 98 O. K. 107 N. G.
1 – Utilization of 105% or less considered acceptable
Table 4: Foundation Results, Percent Capacity Utilized
Component Design Analysis Percent
Utilized Result
Soil 16’ caisson 13.50’ caisson 84 O. K.
Structure 18 #8 = 14.22 in2 10.68 in2 75 O. K.
Attachments:
• Project History
• Coax Configuration Plan, Sheet QP-P
• Program Input and Output
• Base Plate and Anchor Rod Calculations
• Flange Plate and Flange Bolt calculations
• Foundation Calculations
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(3) 1 1/4
TO 97 FT
(SPRINT/NEXTEL)
(6) 1 5/8
Tn 44 CT
A(INSIDE) = 143 SQ IN
A (COAX) = 29.74 SQ IN
FILL RATIO = 20.79%
COAX CONFIGURATION PLAN AT 69 -FT
SCALE: 3" = 1'-0"
PROJECT INFORMATION:
STEVEN'S ESTATE
SITE M MA2010
723 OSGOOD STREET
NORTH ANDOVER, MA 01845
(ESSEX COUNTY)
DRAWN BY: KCI CHECKED BY: JHW
SHEET NUMBER: REVISION:
QP-PV51 #: 12 1203
(6) 7/8
TO 76 FT
(T -MOBILE)
PLANS PREPARED FOR:
-� 5000 Valleystone Drive
7519
Tower+Co Cary, 9) 69-5
Office (919) 469-5559
Fax (919) 469-5530
PLANS PREPARED BY:
vertical 2002 Production Drive
r
lutions Apex, 27539
Office: (888)8) 321-6167
Fax: (919) 321-1768
0
06- 11- 12
TowerCo, LLC.
REV
DATE:
Issued For:
DRAWN BY: KCI CHECKED BY: JHW
SHEET NUMBER: REVISION:
QP-PV51 #: 12 1203
(6) 7/8
TO 76 FT
(T -MOBILE)
PLANS PREPARED FOR:
-� 5000 Valleystone Drive
7519
Tower+Co Cary, 9) 69-5
Office (919) 469-5559
Fax (919) 469-5530
PLANS PREPARED BY:
vertical 2002 Production Drive
r
lutions Apex, 27539
Office: (888)8) 321-6167
Fax: (919) 321-1768
Simplicity Found
TowerCo
5000 Valleystone Drive
Cary, NC 27519
Phone: (919) 469-5539
FAX: (919) 469-5530
Job: MA2010
Project: ENG-15910 (123%)
Client: TowerCo Drawn by: Kingsley App'd:
Code: TIA-222-G Date: 06/11/12 Scale: NTS
Path: L:\2012\1203_Steven's Estate_MA\Task 1\Models\TNX\ERP\MA2010-ERP.eri Dwg No. E-1
99.0 ft
89.5 ft
79.5 ft
69.5 ft
23.3 ft
0.0 ft
REACTIONS - 100 mph WIND
TORQUE 0 kip-ft
9 K
SHEAR
618 kip-ft
MOMENT
11 K
AXIAL
40 mph WIND - 1.0000 in ICE
1 K
SHEAR
108 kip-ft
MOMENT
24 K
AXIAL
ARE FACTORED
ALL REACTIONS
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25-ft x 15-ft Flag 99 RFS APXVSPP18-C-A20 (Sprint) 97 RFS APXVSPP18-C-A20 (Sprint) 97 RFS APXVSPP18-C-A20 (Sprint) 97 1900 RRH (65MHz) (Sprint) 97 1900 RRH (65MHz) (Sprint) 97 1900 RRH (65MHz) (Sprint) 97 800 RRH (Sprint) 97 800 RRH (Sprint) 97 800 RRH (Sprint) 97 External Notch Filter (Sprint) 97 External Notch Filter (Sprint) 97 External Notch Filter (Sprint) 97 (2) 1900 ACU-A20-N (Sprint) 97 (2) 1900 ACU-A20-N (Sprint) 97 (2) 1900 ACU-A20-N (Sprint) 97 800 ACU-A20-N (Sprint) 97 800 ACU-A20-N (Sprint) 97 800 ACU-A20-N (Sprint) 97 53"x10' Canister 94 CCI Twin Triple Band PCS TMA (ATT) 88 Kaelus Triplexer (ATT) 88 CCI Twin Triple Band PCS TMA (ATT) 88 KMW AM-X-CD-14-65-00T-RET (ATT) 88 KMW AM-X-CD-14-65-00T-RET (ATT) 88 CCI Twin Triple Band PCS TMA (ATT) 88 KMW AM-X-CD-14-65-00T-RET (ATT) 88 28"x10' Canister 84 DR65-19-00DPQ w/Mount Pipe
(T-Mobile)
76 (2) LNA (T-Mobile) 76 DR65-19-00DPQ w/Mount Pipe
(T-Mobile)
76 DR65-19-00DPQ w/Mount Pipe
(T-Mobile)
76 (2) LNA (T-Mobile) 76 (2) LNA (T-Mobile) 76 20"x10' Canister 74DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATION
25-ft x 15-ft Flag 99
RFS APXVSPP18-C-A20 (Sprint) 97
RFS APXVSPP18-C-A20 (Sprint) 97
RFS APXVSPP18-C-A20 (Sprint) 97
1900 RRH (65MHz) (Sprint) 97
1900 RRH (65MHz) (Sprint) 97
1900 RRH (65MHz) (Sprint) 97
800 RRH (Sprint) 97
800 RRH (Sprint) 97
800 RRH (Sprint) 97
External Notch Filter (Sprint) 97
External Notch Filter (Sprint) 97
External Notch Filter (Sprint) 97
(2) 1900 ACU-A20-N (Sprint) 97
(2) 1900 ACU-A20-N (Sprint) 97
(2) 1900 ACU-A20-N (Sprint) 97
800 ACU-A20-N (Sprint) 97
800 ACU-A20-N (Sprint) 97
800 ACU-A20-N (Sprint) 97
53"x10' Canister 94
CCI Twin Triple Band PCS TMA (ATT) 88
Kaelus Triplexer (ATT) 88
CCI Twin Triple Band PCS TMA (ATT) 88
KMW AM-X-CD-14-65-00T-RET (ATT) 88
KMW AM-X-CD-14-65-00T-RET (ATT) 88
CCI Twin Triple Band PCS TMA (ATT) 88
KMW AM-X-CD-14-65-00T-RET (ATT) 88
28"x10' Canister 84
DR65-19-00DPQ w/Mount Pipe
(T-Mobile)
76
(2) LNA (T-Mobile) 76
DR65-19-00DPQ w/Mount Pipe
(T-Mobile)
76
DR65-19-00DPQ w/Mount Pipe
(T-Mobile)
76
(2) LNA (T-Mobile) 76
(2) LNA (T-Mobile) 76
20"x10' Canister 74
MATERIAL STRENGTH
GRADE GRADEFy FyFu Fu
A572-50 50 ksi 65 ksi A572-65 65 ksi 80 ksi
TOWER DESIGN NOTES
1. Tower is located in Essex County, Massachusetts.
2. Tower designed for Exposure C to the TIA-222-G Standard.
3. Tower designed for a 100 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: 122.5%
ttnnxxTToowweerr Job
MA2010
Page
1 of 10
TowerCo
5000 Valleystone Drive
Project
ENG-15910 (123%)
Date
15:13:30 06/11/12
Cary, NC 27519
Phone: (919) 469-5539
FAX: (919) 469-5530
Client
TowerCo Designed by
Kingsley
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 Essex County, Massachusetts.
Basic wind speed of 100 mph.
Structure Class II.
Exposure Category C.
Topographic Category 1.
Crest Height 0.00 ft.
Nominal ice thickness of 1.0000 in.
Ice thickness is considered to increase with height.
Ice density of 56 pcf.
A wind speed of 40 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.
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder
Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules
Consider Moments - Diagonals √ Assume Rigid Index Plate √ Calculate Redundant Bracing Forces
Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA
√ Use Code Stress Ratios √ Use Clear Spans For KL/r SR Leg Bolts Resist Compression
√ Use Code Safety Factors - Guys √ Retension Guys To Initial Tension √ All Leg Panels Have Same Allowable
Escalate Ice √ Bypass Mast Stability Checks Offset Girt At Foundation
Always Use Max Kz √ Use Azimuth Dish Coefficients Consider Feedline Torque
Use Special Wind Profile √ Project Wind Area of Appurt. Include Angle Block Shear Check
√ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Poles
√ Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction
√ Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow
Use Diamond Inner Bracing (4 Sided) √ Triangulate Diamond Inner Bracing Use Top Mounted Sockets
Add IBC .6D+W Combination
Tapered Pole Section Geometry
Section Elevation
ft
Section
Length
ft
Splice
Length
ft
Number
of
Sides
Top
Diameter
in
Bottom
Diameter
in
Wall
Thickness
in
Bend
Radius
in
Pole Grade
L1 99.00-89.50 9.50 0.00 Round 4.0000 4.0000 2.0000 A572-50
(50 ksi)
L2 89.50-89.00 0.50 0.00 Round 4.0000 5.0000 2.0000 A572-50
(50 ksi)
L3 89.00-79.50 9.50 0.00 Round 5.0000 5.0000 2.5000 A572-50
ttnnxxTToowweerr Job
MA2010
Page
2 of 10
TowerCo
5000 Valleystone Drive
Project
ENG-15910 (123%)
Date
15:13:30 06/11/12
Cary, NC 27519
Phone: (919) 469-5539
FAX: (919) 469-5530
Client
TowerCo Designed by
Kingsley
Section Elevation
ft
Section
Length
ft
Splice
Length
ft
Number
of
Sides
Top
Diameter
in
Bottom
Diameter
in
Wall
Thickness
in
Bend
Radius
in
Pole Grade
(50 ksi)
L4 79.50-79.00 0.50 0.00 Round 5.0000 5.5000 2.5000 A572-50
(50 ksi)
L5 79.00-69.50 9.50 0.00 Round 5.5000 5.5000 2.7500 A572-50
(50 ksi)
L6 69.50-69.00 0.50 0.00 Round 5.5000 19.2500 2.7500 A572-50
(50 ksi)
L7 69.00-23.25 45.75 3.75 18 19.2500 25.9057 0.1875 0.3490 A572-65
(65 ksi)
L8 23.25-0.00 27.00 18 24.9852 28.7500 0.1875 0.3490 A572-65
(65 ksi)
Tapered Pole Properties
Section Tip Dia.
in
Area
in2
I
in4
r
in
C
in
I/C
in3
J
in4
It/Q
in2
w
in
w/t
L1 4.0000 12.5664 6.2880 0.7080 2.0000 3.1440 12.5589 6.2794 0.0000 0
4.0000 12.5664 6.2880 0.7080 2.0000 3.1440 12.5589 6.2794 0.0000 0
L2 4.0000 12.5664 6.2880 0.7080 2.0000 3.1440 12.5589 6.2794 0.0000 0
5.0000 18.8496 21.2220 1.0620 2.5000 8.4888 42.3862 9.4192 0.0000 0
L3 5.0000 19.6350 15.3516 0.8850 2.5000 6.1406 30.6613 9.8116 0.0000 0
5.0000 19.6350 15.3516 0.8850 2.5000 6.1406 30.6613 9.8116 0.0000 0
L4 5.0000 19.6350 15.3516 0.8850 2.5000 6.1406 30.6613 9.8116 0.0000 0
5.5000 23.5619 26.5275 1.0620 2.7500 9.6464 52.9827 11.7739 0.0000 0
L5 5.5000 23.7583 22.4762 0.9735 2.7500 8.1732 44.8912 11.8721 0.0000 0
5.5000 23.7583 22.4762 0.9735 2.7500 8.1732 44.8912 11.8721 0.0000 0
L6 5.5000 23.7583 22.4762 0.9735 2.7500 8.1732 44.8912 11.8721 0.0000 0
19.2500 142.5498 4854.8641 5.8410 9.6250 504.4015 9696.5022 71.2323 0.0000 0
L7 19.5470 11.3446 520.8171 6.7672 9.7790 53.2587 1042.3195 5.6734 3.1992 17.062
26.3053 15.3055 1278.9906 9.1300 13.1601 97.1870 2559.6641 7.6542 4.3706 23.31
L8 25.9015 14.7577 1146.5085 8.8032 12.6925 90.3299 2294.5255 7.3803 4.2086 22.446
29.1935 16.9983 1752.0008 10.1397 14.6050 119.9590 3506.3069 8.5007 4.8712 25.98
Tower
Elevation
ft
Gusset
Area
(per face)
ft2
Gusset
Thickness
in
Gusset GradeAdjust. Factor
Af
Adjust.
Factor
Ar
Weight Mult.
Double Angle
Stitch Bolt
Spacing
Diagonals
in
Double Angle
Stitch Bolt
Spacing
Horizontals
in
L1 99.00-89.50 1 1 1
L2 89.50-89.00 1 1 1
L3 89.00-79.50 1 1 1
L4 79.50-79.00 1 1 1
L5 79.00-69.50 1 1 1
L6 69.50-69.00 1 1 1
L7 69.00-23.25 1 1 1
L8 23.25-0.00 1 1 1
Feed Line/Linear Appurtenances - Entered As Area
Description Face
or
Leg
Allow
Shield
Component
Type
Placement
ft
Total
Number
CAAA
ft2/ft
Weight
plf
ttnnxxTToowweerr Job
MA2010
Page
3 of 10
TowerCo
5000 Valleystone Drive
Project
ENG-15910 (123%)
Date
15:13:30 06/11/12
Cary, NC 27519
Phone: (919) 469-5539
FAX: (919) 469-5530
Client
TowerCo Designed by
Kingsley
Description Face
or
Leg
Allow
Shield
Component
Type
Placement
ft
Total
Number
CAAA
ft2/ft
Weight
plf
LDF6-50A (1-1/4
FOAM)
(Sprint)
C No Inside Pole 97.00 - 0.00 3 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.66
0.66
0.66
***
VXL7-50 (1-5/8 FOAM)
(AT&T)
C No Inside Pole 88.00 - 0.00 6 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.75
0.75
0.75
***
LDF5-50A (7/8 FOAM)
(T-Mobile)
C No Inside Pole 76.00 - 0.00 6 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.33
0.33
0.33
Feed Line/Linear Appurtenances Section Areas
Tower
Section
Tower
Elevation
ft
Face AR
ft2
AF
ft2
CAAA
In Face
ft2
CAAA
Out Face
ft2
Weight
K
L1 99.00-89.50 A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.01
L2 89.50-89.00 A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.00
L3 89.00-79.50 A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.06
L4 79.50-79.00 A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.00
L5 79.00-69.50 A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.07
L6 69.50-69.00 A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.00
L7 69.00-23.25 A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.39
L8 23.25-0.00 A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.20
Feed Line/Linear Appurtenances Section Areas - With Ice
Tower
Section
Tower
Elevation
ft
Face
or
Leg
Ice
Thickness
in
AR
ft2
AF
ft2
CAAA
In Face
ft2
CAAA
Out Face
ft2
Weight
K
L1 99.00-89.50 A
B
C
2.221 0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.01
L2 89.50-89.00 A
B
C
2.209 0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.00
L3 89.00-79.50 A
B
2.197 0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
ttnnxxTToowweerr Job
MA2010
Page
4 of 10
TowerCo
5000 Valleystone Drive
Project
ENG-15910 (123%)
Date
15:13:30 06/11/12
Cary, NC 27519
Phone: (919) 469-5539
FAX: (919) 469-5530
Client
TowerCo Designed by
Kingsley
Tower
Section
Tower
Elevation
ft
Face
or
Leg
Ice
Thickness
in
AR
ft2
AF
ft2
CAAA
In Face
ft2
CAAA
Out Face
ft2
Weight
K
C 0.000 0.000 0.000 0.000 0.06
L4 79.50-79.00 A
B
C
2.183 0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.00
L5 79.00-69.50 A
B
C
2.169 0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.07
L6 69.50-69.00 A
B
C
2.154 0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.00
L7 69.00-23.25 A
B
C
2.066 0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.39
L8 23.25-0.00 A
B
C
1.798 0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.20
Shielding Factor Ka
Tower
Section
Feed Line
Record No.
Description Feed Line
Segment Elev.
Ka
No Ice
Ka
Ice
Discrete Tower Loads
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
***
KMW
AM-X-CD-14-65-00T-RET
(AT&T)
A From Leg 1.00
0.00
0.00
0.0000 88.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.07
0.14
0.21
KMW
AM-X-CD-14-65-00T-RET
(AT&T)
B From Leg 1.00
0.00
0.00
0.0000 88.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.07
0.14
0.21
KMW
AM-X-CD-14-65-00T-RET
(AT&T)
C From Leg 1.00
0.00
0.00
0.0000 88.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.07
0.14
0.21
CCI Twin Triple Band PCS
TMA
(AT&T)
A None 0.0000 88.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.02
0.03
CCI Twin Triple Band PCS
TMA
(AT&T)
B None 0.0000 88.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.02
0.03
CCI Twin Triple Band PCS
TMA
(AT&T)
C None 0.0000 88.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.02
0.03
Kaelus Triplexer
(AT&T)
C None 0.0000 88.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.03
0.00
0.00
***
ttnnxxTToowweerr Job
MA2010
Page
5 of 10
TowerCo
5000 Valleystone Drive
Project
ENG-15910 (123%)
Date
15:13:30 06/11/12
Cary, NC 27519
Phone: (919) 469-5539
FAX: (919) 469-5530
Client
TowerCo Designed by
Kingsley
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
DR65-19-00DPQ w/Mount
Pipe
(T-Mobile)
A From Leg 1.00
0.00
0.00
0.0000 76.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.11
0.18
DR65-19-00DPQ w/Mount
Pipe
(T-Mobile)
B From Leg 1.00
0.00
0.00
0.0000 76.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.11
0.18
DR65-19-00DPQ w/Mount
Pipe
(T-Mobile)
C From Leg 1.00
0.00
0.00
0.0000 76.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.11
0.18
(2) LNA
(T-Mobile)
A None 0.0000 76.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.11
0.18
(2) LNA
(T-Mobile)
B None 0.0000 76.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.11
0.18
(2) LNA
(T-Mobile)
C None 0.0000 76.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.11
0.18
*************
53''x10' Canister A None 0.0000 94.00 No Ice
1/2'' Ice
1'' Ice
23.06
23.56
24.06
23.06
23.56
24.06
0.53
0.50
0.67
28''x10' Canister A None 0.0000 84.00 No Ice
1/2'' Ice
1'' Ice
10.52
11.02
11.52
10.52
11.02
11.52
0.38
0.50
0.67
20''x10' Canister A None 0.0000 74.00 No Ice
1/2'' Ice
1'' Ice
6.84
7.34
7.84
6.84
7.34
6.84
0.33
0.50
0.67
*************
*************
***
RFS APXVSPP18-C-A20
(Sprint)
A From Leg 1.00
0.00
0.00
0.0000 97.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.11
0.16
RFS APXVSPP18-C-A20
(Sprint)
B From Leg 1.00
0.00
0.00
0.0000 97.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.11
0.16
RFS APXVSPP18-C-A20
(Sprint)
C From Leg 1.00
0.00
0.00
0.0000 97.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.11
0.16
1900 RRH (65MHz)
(Sprint)
A None 0.0000 97.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.08
0.11
1900 RRH (65MHz)
(Sprint)
B None 0.0000 97.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.08
0.11
1900 RRH (65MHz)
(Sprint)
C None 0.0000 97.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.08
0.11
800 RRH
(Sprint)
A None 0.0000 97.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.01
0.02
800 RRH
(Sprint)
B None 0.0000 97.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.01
0.02
800 RRH
(Sprint)
C None 0.0000 97.00 No Ice
1/2'' Ice
0.00
0.00
0.00
0.00
0.01
0.01
ttnnxxTToowweerr Job
MA2010
Page
6 of 10
TowerCo
5000 Valleystone Drive
Project
ENG-15910 (123%)
Date
15:13:30 06/11/12
Cary, NC 27519
Phone: (919) 469-5539
FAX: (919) 469-5530
Client
TowerCo Designed by
Kingsley
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1'' Ice 0.00 0.00 0.02
External Notch Filter
(Sprint)
A None 0.0000 97.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.02
0.02
External Notch Filter
(Sprint)
B None 0.0000 97.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.02
0.02
External Notch Filter
(Sprint)
C None 0.0000 97.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.02
0.02
(2) 1900 ACU-A20-N
(Sprint)
A None 0.0000 97.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
(2) 1900 ACU-A20-N
(Sprint)
B None 0.0000 97.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
(2) 1900 ACU-A20-N
(Sprint)
C None 0.0000 97.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
800 ACU-A20-N
(Sprint)
A None 0.0000 97.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
800 ACU-A20-N
(Sprint)
B None 0.0000 97.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
800 ACU-A20-N
(Sprint)
C None 0.0000 97.00 No Ice
1/2'' Ice
1'' Ice
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
***
25-ft x 15-ft Flag C None 0.0000 99.00 No Ice
1/2'' Ice
1'' Ice
38.76
38.76
38.76
38.76
38.76
38.76
0.10
0.15
0.20
Load Combinations
Comb.
No.
Description
1 Dead Only
2 1.2 Dead+1.6 Wind 0 deg - No Ice
3 0.9 Dead+1.6 Wind 0 deg - No Ice
4 1.2 Dead+1.6 Wind 30 deg - No Ice
5 0.9 Dead+1.6 Wind 30 deg - No Ice
6 1.2 Dead+1.6 Wind 60 deg - No Ice
7 0.9 Dead+1.6 Wind 60 deg - No Ice
8 1.2 Dead+1.6 Wind 90 deg - No Ice
9 0.9 Dead+1.6 Wind 90 deg - No Ice
10 1.2 Dead+1.6 Wind 120 deg - No Ice
11 0.9 Dead+1.6 Wind 120 deg - No Ice
12 1.2 Dead+1.6 Wind 150 deg - No Ice
13 0.9 Dead+1.6 Wind 150 deg - No Ice
14 1.2 Dead+1.6 Wind 180 deg - No Ice
ttnnxxTToowweerr Job
MA2010
Page
7 of 10
TowerCo
5000 Valleystone Drive
Project
ENG-15910 (123%)
Date
15:13:30 06/11/12
Cary, NC 27519
Phone: (919) 469-5539
FAX: (919) 469-5530
Client
TowerCo Designed by
Kingsley
Comb.
No.
Description
15 0.9 Dead+1.6 Wind 180 deg - No Ice
16 1.2 Dead+1.6 Wind 210 deg - No Ice
17 0.9 Dead+1.6 Wind 210 deg - No Ice
18 1.2 Dead+1.6 Wind 240 deg - No Ice
19 0.9 Dead+1.6 Wind 240 deg - No Ice
20 1.2 Dead+1.6 Wind 270 deg - No Ice
21 0.9 Dead+1.6 Wind 270 deg - No Ice
22 1.2 Dead+1.6 Wind 300 deg - No Ice
23 0.9 Dead+1.6 Wind 300 deg - No Ice
24 1.2 Dead+1.6 Wind 330 deg - No Ice
25 0.9 Dead+1.6 Wind 330 deg - No Ice
26 1.2 Dead+1.0 Ice+1.0 Temp
27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp
28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp
29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp
30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp
31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp
32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp
33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp
34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp
35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp
36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp
37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp
38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp
39 Dead+Wind 0 deg - Service
40 Dead+Wind 30 deg - Service
41 Dead+Wind 60 deg - Service
42 Dead+Wind 90 deg - Service
43 Dead+Wind 120 deg - Service
44 Dead+Wind 150 deg - Service
45 Dead+Wind 180 deg - Service
46 Dead+Wind 210 deg - Service
47 Dead+Wind 240 deg - Service
48 Dead+Wind 270 deg - Service
49 Dead+Wind 300 deg - Service
50 Dead+Wind 330 deg - Service
Maximum Tower Deflections - Service Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 99 - 89.5 39.878 41 7.1528 0.0000
L2 89.5 - 89 26.396 41 6.0053 0.0000
L3 89 - 79.5 25.771 41 5.9619 0.0000
L4 79.5 - 79 15.615 41 3.9963 0.0000
L5 79 - 69.5 15.202 41 3.9088 0.0000
L6 69.5 - 69 9.823 41 1.2900 0.0000
L7 69 - 23.25 9.688 41 1.2892 0.0000
L8 27 - 0 1.579 41 0.5236 0.0000
Critical Deflections and Radius of Curvature - Service Wind
ttnnxxTToowweerr Job
MA2010
Page
8 of 10
TowerCo
5000 Valleystone Drive
Project
ENG-15910 (123%)
Date
15:13:30 06/11/12
Cary, NC 27519
Phone: (919) 469-5539
FAX: (919) 469-5530
Client
TowerCo Designed by
Kingsley
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
99.00 25-ft x 15-ft Flag 41 39.878 7.1528 0.0000 461
97.00 RFS APXVSPP18-C-A20 41 36.887 6.8764 0.0000 461
94.00 53''x10' Canister 41 32.494 6.4829 0.0000 461
88.00 KMW AM-X-CD-14-65-00T-RET 41 24.543 5.8415 0.0000 342
84.00 28''x10' Canister 41 19.948 5.0116 0.0000 281
76.00 DR65-19-00DPQ w/Mount Pipe 41 12.970 3.0421 0.0000 228
74.00 20''x10' Canister 41 11.738 2.3141 0.0000 213
Maximum Tower Deflections - Design Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 99 - 89.5 181.989 8 32.8183 0.0002
L2 89.5 - 89 122.808 8 27.8019 0.0001
L3 89 - 79.5 120.021 8 27.6094 0.0001
L4 79.5 - 79 74.078 2 18.7237 0.0001
L5 79 - 69.5 72.173 2 18.3226 0.0001
L6 69.5 - 69 47.079 6 6.1679 0.0000
L7 69 - 23.25 46.435 6 6.1641 0.0000
L8 27 - 0 7.605 6 2.5208 0.0000
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
99.00 25-ft x 15-ft Flag 8 181.989 32.8183 0.0002 167
97.00 RFS APXVSPP18-C-A20 8 168.943 31.6139 0.0002 167
94.00 53''x10' Canister 8 149.731 29.8976 0.0002 167
88.00 KMW AM-X-CD-14-65-00T-RET 2 114.527 27.0717 0.0001 113
84.00 28''x10' Canister 2 93.840 23.3331 0.0001 83
76.00 DR65-19-00DPQ w/Mount Pipe 2 61.839 14.3130 0.0001 56
74.00 20''x10' Canister 2 56.089 10.9319 0.0000 50
Compression Checks
Pole Design Data
Section
No.
Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
L1 99 - 89.5 (1) TP4x4x2 9.50 0.00 0.0 12.5664 -4.25 565.49 0.008
L2 89.5 - 89 (2) TP5x4x2 0.50 0.00 0.0 12.5664 -0.06 565.49 0.000
L3 89 - 79.5 (3) TP5x5x2.5 9.50 0.00 0.0 19.6350 -1.85 883.57 0.002
L4 79.5 - 79 (4) TP5.5x5x2.5 0.50 0.00 0.0 19.6350 -1.93 883.57 0.002
ttnnxxTToowweerr Job
MA2010
Page
9 of 10
TowerCo
5000 Valleystone Drive
Project
ENG-15910 (123%)
Date
15:13:30 06/11/12
Cary, NC 27519
Phone: (919) 469-5539
FAX: (919) 469-5530
Client
TowerCo Designed by
Kingsley
Section
No.
Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
L5 79 - 69.5 (5) TP5.5x5.5x2.75 9.50 0.00 0.0 23.7583 -4.89 1069.12 0.005
4.8.2 (1.22 CR) - 5
L6 69.5 - 69 (6) TP19.25x5.5x2.75 0.50 0.00 0.0 23.7583 -5.05 1069.12 0.005
4.8.2 (1.22 CR) - 6
L7 69 - 23.25 (7) TP25.9057x19.25x0.1875 45.75 0.00 0.0 14.9809 -8.04 1005.64 0.008
L8 23.25 - 0 (8) TP28.75x24.9852x0.1875 27.00 0.00 0.0 16.9983 -10.62 1083.81 0.010
Pole Bending Design Data
Section
No.
Elevation
ft
Size
Mux
kip-ft
Mnx
kip-ft
Ratio
Mux
Mnx
Muy
kip-ft
Mny
kip-ft
Ratio
Muy
Mny
L1 99 - 89.5 (1) TP4x4x2 5.80 40.00 0.145 0.00 40.00 0.000
L2 89.5 - 89 (2) TP5x4x2 27.67 40.00 0.692 0.00 40.00 0.000
L3 89 - 79.5 (3) TP5x5x2.5 73.52 78.13 0.941 0.00 78.13 0.000
L4 79.5 - 79 (4) TP5.5x5x2.5 73.47 78.13 0.940 0.00 78.13 0.000
L5 79 - 69.5 (5) TP5.5x5.5x2.75 126.86 103.98 1.220 0.00 103.98 0.000
L6 69.5 - 69 (6) TP19.25x5.5x2.75 126.70 103.98 1.218 0.00 103.98 0.000
L7 69 - 23.25 (7) TP25.9057x19.25x0.1875 399.94 520.76 0.768 0.00 520.76 0.000
L8 23.25 - 0 (8) TP28.75x24.9852x0.1875 618.48 637.38 0.970 0.00 637.38 0.000
Pole Shear Design Data
Section
No.
Elevation
ft
Size
Actual
Vu
K
Vn
K
Ratio
Vu
Vn
Actual
Tu
kip-ft
Tn
kip-ft
Ratio
Tu
Tn
L1 99 - 89.5 (1) TP4x4x2 0.83 282.74 0.003 0.00 23.55 0.000
L2 89.5 - 89 (2) TP5x4x2 4.27 424.12 0.010 0.00 23.55 0.000
L3 89 - 79.5 (3) TP5x5x2.5 5.15 441.79 0.012 0.00 45.99 0.000
L4 79.5 - 79 (4) TP5.5x5x2.5 5.27 530.14 0.010 0.00 45.99 0.000
L5 79 - 69.5 (5) TP5.5x5.5x2.75 5.40 534.56 0.010 0.00 61.22 0.000
L6 69.5 - 69 (6) TP19.25x5.5x2.75 5.35 3207.37 0.002 0.00 61.22 0.000
L7 69 - 23.25 (7) TP25.9057x19.25x0.1875 7.52 502.82 0.015 0.00 1042.80 0.000
L8 23.25 - 0 (8) TP28.75x24.9852x0.1875 8.64 541.90 0.016 0.00 1276.32 0.000
Pole Interaction Design Data
Section
No.
Elevation
ft
Ratio
Pu
Pn
Ratio
Mux
Mnx
Ratio
Muy
Mny
Ratio
Vu
Vn
Ratio
Tu
Tn
Comb.
Stress
Ratio
Allow.
Stress
Ratio
Criteria
L1 99 - 89.5 (1) 0.008 0.145 0.000 0.003 0.000 0.153 1.000 4.8.2
L2 89.5 - 89 (2) 0.000 0.692 0.000 0.010 0.000 0.692 1.000 4.8.2
L3 89 - 79.5 (3) 0.002 0.941 0.000 0.012 0.000 0.943 1.000 4.8.2
ttnnxxTToowweerr Job
MA2010
Page
10 of 10
TowerCo
5000 Valleystone Drive
Project
ENG-15910 (123%)
Date
15:13:30 06/11/12
Cary, NC 27519
Phone: (919) 469-5539
FAX: (919) 469-5530
Client
TowerCo Designed by
Kingsley
Section
No.
Elevation
ft
Ratio
Pu
Pn
Ratio
Mux
Mnx
Ratio
Muy
Mny
Ratio
Vu
Vn
Ratio
Tu
Tn
Comb.
Stress
Ratio
Allow.
Stress
Ratio
Criteria
L4 79.5 - 79 (4) 0.002 0.940 0.000 0.010 0.000 0.943 1.000 4.8.2
L5 79 - 69.5 (5) 0.005 1.220 0.000 0.010 0.000 1.225 1.000 4.8.2
L6 69.5 - 69 (6) 0.005 1.218 0.000 0.002 0.000 1.223 1.000 4.8.2
L7 69 - 23.25 (7) 0.008 0.768 0.000 0.015 0.000 0.776 1.000 4.8.2
L8 23.25 - 0 (8) 0.010 0.970 0.000 0.016 0.000 0.980 1.000 4.8.2
Section Capacity Table
Section
No.
Elevation
ft
Component
Type
Size Critical
Element
P
K
øPallow
K
%
Capacity
Pass
Fail
L1 99 - 89.5 Pole TP4x4x2 1 -4.25 565.49 69.4 Pass
L2 89.5 - 89 Pole TP5x4x2 2 0.07 565.49 69.3 Pass
L3 89 - 79.5 Pole TP5x5x2.5 3 -1.85 883.57 94.3 Pass
L4 79.5 - 79 Pole TP5.5x5x2.5 4 -1.93 883.57 94.3 Pass
L5 79 - 69.5 Pole TP5.5x5.5x2.75 5 -4.89 1069.12 122.5 Fail
L6 69.5 - 69 Pole TP19.25x5.5x2.75 6 -5.05 1069.12 122.3 Fail
L7 69 - 23.25 Pole TP25.9057x19.25x0.1875 7 -8.04 1005.64 77.6 Pass
L8 23.25 - 0 Pole TP28.75x24.9852x0.1875 8 -10.62 1083.81 98.0 Pass
Summary
Pole (L5) 122.5 Fail
RATING = 122.5 Fail
Program Version 6.0.0.8 - 9/7/2011 File:L:/2012/1203_Steven's Estate_MA/Task 1/Models/TNX/ERP/MA2010-ERP.eri
1'-Fi :4/4"
BASE PLATE AND ANCHOR ROD CONFIGURATION PLAN
SCALE: 1 1/2" = 1'-0"
PROJECT INFORMATION:
STEVEN'S ESTATE
SITE M MA2010
723 OSGOOD STREET
NORTH ANDOVER, MA 01845
(ESSEX COUNTY)
DRAWN BY: KCI CHECKED BY: JHW
SHEET NUMBER: REVISION:
0
BPL V51 #: 1 2 1203
PLANS PREPARED FOR:
-� 5000 Valleystone Drive
7519
7 Tower+Co Cary, 9) 69-5
Office (919) 469-5559
Fax (919) 469-5530
PLANS PREPARED BY:
vBrtiCal 2002 Production Drive
V vt?f L!? I�C?S Apex, NC 27539
Office: (888) 321-6167
Fax: (919) 321-1768
0
06- 11- 12
TowerCo, LLC.
REV
DATE:
Issued For:
DRAWN BY: KCI CHECKED BY: JHW
SHEET NUMBER: REVISION:
0
BPL V51 #: 1 2 1203
PLANS PREPARED FOR:
-� 5000 Valleystone Drive
7519
7 Tower+Co Cary, 9) 69-5
Office (919) 469-5559
Fax (919) 469-5530
PLANS PREPARED BY:
vBrtiCal 2002 Production Drive
V vt?f L!? I�C?S Apex, NC 27539
Office: (888) 321-6167
Fax: (919) 321-1768
VSi Job No.: 121203
Date: 6/11/2012
Calculated by: KCI
ANCHOR ROD DESIGN, DEFORMATION METHOD, TIA-222-G
Input -Mu 618kipft= factored moment reaction at top of base plate
Vut 9kip= factored shear reaction at top of base plate
η 0.50= coefficient per Figure 4.4
Fub 100ksi= specified minimum tensile stength of bolt
b eff 18.75in= tributary width of base plate
t1.75in= thickness of flange plate
Fy 60ksi= yield stress of flange plate
ϕ 0.8
Q
2
2
0
d
11261
2
0
0
inA
3.25
3.25
0
in2ϕRnt ϕ FubA()
ϕRnt
260
260
0
kip
Vutn
Vut
η
Vun
Vutn
Q()
Vu
Vun
Vun
0
Rnt = nominal tension strengthsumQAdQd2A
sumQAd2225in4
---------------------------------d = distance from center
Pu
M u dA()
sumQAdA = area of fastener
Q = quantity of fasteners
r
Pu Vu
ϕRnt
[section 4.9.9]
CONSTANTS:
psi lb
in2
ksi1000psi
kip1000lbPu
200.4
0.0
0.0
kipVu
4.5
4.5
0
kipr
79
2
0
%
---------------------------------------------------------------------------------------------------
Anchor Rods_TIA-222-G.xmcdPage 1 of 4
m
4 1
8
0
0
inMPL
Q
2
Pum
MPL
68.9
0.0
0.0
kipftM PL826.8kipin
fb
MPL
1.5b eff t2
6
fb 57.594ksi
F'b 0.9Fy
rb
fb
F'b
rb 107%
---------------------------------
Anchor Rods_TIA-222-G.xmcdPage 1 of 4
5 5/16'1
FLANGE PLATE AND FLANGE BOLT CONFIGURATION PLAN AT 69 -FT
SCALE: 3" = V-0"
PROJECT INFORMATION:
STEVEN'S ESTATE
SITE M MA2010
723 OSGOOD STREET
NORTH ANDOVER, MA 01845
(ESSEX COUNTY)
DRAWN BY: KCI CHECKED BY: JHW
5HEET NUMBER: REV15ION:
0
FPL V51 #: 1 2 1203
PLANS PREPARED FOR:
5000 Valleystone Drive
T Wer+Co Cary, NC 27519
Office (919) 469-5559
Fax (919) 469-5530
PLANS PREPARED BY:
vBrtiCal 2002 Production Drive
V urt?f L1 tl�C?S Apex, NC 27539
Office: (888) 321-6167
Fax: (919) 321-1768
0
06- 11- 12
TowerCo, LLC.
REV
DATE:
Issued For:
DRAWN BY: KCI CHECKED BY: JHW
5HEET NUMBER: REV15ION:
0
FPL V51 #: 1 2 1203
PLANS PREPARED FOR:
5000 Valleystone Drive
T Wer+Co Cary, NC 27519
Office (919) 469-5559
Fax (919) 469-5530
PLANS PREPARED BY:
vBrtiCal 2002 Production Drive
V urt?f L1 tl�C?S Apex, NC 27539
Office: (888) 321-6167
Fax: (919) 321-1768
VSi Job No.: 121203
Date: 06/11/2012
Calculated by: KCI
FLANGE PLATE DESIGN, DEFORMATION METHOD, TIA-222-G
Input -Mu 126.70kipft= factored moment reaction at top of base plate
Vut 5.35kip= factored shear reaction at top of base plate
Fub 120ksi= specified minimum tensile stength of bolt
b eff 5.3125in= effective width of bending plane
t1.5in= thickness of base plate
Fy 60ksi= specified minimum yield stength of base plate
ϕ 0.75
Q
2
4
4
2
d
8
6 15
16
4
0
inAn
0.606
0.606
0.606
0.606
in2Ag
0.785
0.785
0.785
0.785
in2ϕRnt ϕ FubAgϕRnt
70.65
70.65
70.65
70.65
kip
ϕRnv 0.45ϕ FubAnϕRnv
24.543
24.543
24.543
24.543
kip
Vun
Vut
Q()
Vu
Vun
Vun
Vun
Vun
Rnt = nominal tension strength
sumQAdQd2A
d = distance from center
---------------------------------
A = area of fastener
sumQAd596000Cm 2s 1in4Pu
M u dA()
sumQAdQ = quantity of fasteners
r
Pu
ϕRnt
[section 4.9.6.1]rc
Pu
ϕRnt
2 Vu
ϕRnv
2
[section 4.9.6.4]
CONSTANTS:
psi lb
in2
ksi1000psiPu
31.6
27.4
15.8
0.0
kipVu
0.4
0.4
0.4
0.4
kipr
45
39
22
0
%rc
20
15
5
0
%
kip1000lb
------------------------------------------------------------------------------------------------------------------------------------
Flange Bolts_TIA-222-G.xmcdPage 1 of 4
m
1 7
16
0
0
0
inMPL
Q
2
Pum
MPL
45.5
0.0
0.0
0.0
kipinM PL45.5kipin
ϕMn 0.91.5
b eff t2
6FyϕMn 161.4kipin
---------------------------------
rb
M PL
ϕMn
rb 28%
---------------------------------
Flange Bolts_TIA-222-G.xmcdPage 1 of 4
Vertical Solutions Inc.Page 1/1
CAISSON Version 4.91 3:11:02 PM Monday, June 11, 2012
Vertical Solutions Inc.
*********************************************************************************
* *
* PIER FOUNDATIONS ANALYSIS AND DESIGN - (C) 1995,2002 POWER LINE SYSTEMS, INC.*
* *
*********************************************************************************
*** ANALYSIS IDENTIFICATION : MA2010
NOTES :
*** PIER PROPERTIES CONCRETE STRENGTH (ksi) = 4.00 STEEL STRENGTH (ksi) = 60.00
DIAMETER (ft) = 5.000 DISTANCE FROM TOP OF PIER TO GROUND LEVEL (ft) = 1.00
*** SOIL PROPERTIES LAYER TYPE THICKNESS DEPTH AT TOP OF LAYER DENSITY CU KP PHI
(ft) (ft) (pcf) (psf) (degrees)
1 S 20.00 0.00 115.0 3.000 30.00
2 S 17.00 20.00 115.0 3.000 30.00
*** DESIGN (FACTORED) LOADS AT TOP OF PIER MOMENT (ft-k) = 618.0 VERTICAL (k) = 11.0 SHEAR (k) = 9.0
ADDITIONAL SAFETY FACTOR AGAINST SOIL FAILURE = 1.33
*** CALCULATED PIER LENGTH (ft) = 13.500
*** 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 1.00 8.98 115.0 3.000 208.53 6.98
S 9.98 3.52 115.0 3.000 -195.76 11.83
*** SHEAR AND MOMENTS ALONG PIER
WITH 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 12.8 860.3 9.6 646.8
1.35 12.5 877.5 9.4 659.8
2.70 5.3 890.5 4.0 669.6
4.05 -11.3 887.5 -8.5 667.3
5.40 -37.3 855.8 -28.1 643.4
6.75 -72.8 782.5 -54.7 588.3
8.10 -117.7 655.0 -88.5 492.5
9.45 -172.0 460.6 -129.3 346.3
10.80 -155.8 218.8 -117.1 164.5
12.15 -82.6 56.8 -62.1 42.7
13.50 0.0 0.0 0.0 0.0
*** TOTAL REINFORCEMENT PCT = 0.40 REINFORCEMENT AREA (in^2) = 11.31
*** USABLE AXIAL CAP. (k) = 11.0 USABLE MOMENT CAP. (ft-k) = 1256.7
*** US Standard Re-Bars (Select one of the following):
57 BARS #4 (AREA = 0.20 in^2 DIA = 0.500 in) AT SPACING (in) = 2.76
37 BARS #5 (AREA = 0.31 in^2 DIA = 0.625 in) AT SPACING (in) = 4.25
26 BARS #6 (AREA = 0.44 in^2 DIA = 0.750 in) AT SPACING (in) = 6.04
19 BARS #7 (AREA = 0.60 in^2 DIA = 0.875 in) AT SPACING (in) = 8.27
15 BARS #8 (AREA = 0.79 in^2 DIA = 1.000 in) AT SPACING (in) = 10.47
12 BARS #9 (AREA = 1.00 in^2 DIA = 1.128 in) AT SPACING (in) = 13.09
9 BARS #10 (AREA = 1.27 in^2 DIA = 1.270 in) AT SPACING (in) = 17.45
8 BARS #11 (AREA = 1.56 in^2 DIA = 1.410 in) AT SPACING (in) = 19.63
6 BARS #14 (AREA = 2.25 in^2 DIA = 1.693 in) AT SPACING (in) = 26.18
*** WEIGHT OF CAISSON (kips) = 39.761
*** PRESSURE UNDER CAISSON DUE TO INPUT DESIGN AXIAL LOAD (psf) = 560.2