HomeMy WebLinkAbout850 Ediz Hook Rd Technical - BuildingTECHNICAL
Permit to 5Z6
Address '50 Ed lAooK c„A
Project description Ronnove ar+erwas
sakk c. £,n+e+n r a s
Date the permit was finaled 6-10-16
Number of technical pages 59'
CORNERS1FONE
E N G I N E E R I N G I N C
FILE
C11 IL "IRI/CI! RAL 7 8111)
Prepared By Tony V Le, E I T
Checked By Mark W Olson, P E
Prepared Date March 30, 2009
CEI Project No 09 -55130
Revision 1 May 5, 2010
16928 Woodinville- Redmond Rd NE, Suite 210
Woodinville, WA 98072
Email cei@cornerstone-engr.com
Web www cornerstone -engr corn
Structural Calculations
For
Telecommunications Antenna
Mast Installations
veriyonweress
Site Name WA1 Ediz Hook
850 W Ediz Hook Rd
Port Angeles, WA 98362
Clallam County
EXPIRES: 02215//
Comprehensive Design Solutions for Your Project Success!
Phone. (425) 487 1732
(206) 250-7306
Fax. (425) 487 1734
Project WA1 Ediz Hook Date May 5 2010
Client Verizon Prepared By T Le
CEI No 09 -55130 REV 1 Page U Q1
I. Scope of Work
Provide structural design and analysis for Verizon Wireless telecommunication antennas replacement
and installation on the project site located at 850 W Ediz Hook Rd in the City of Port Angeles Clallam
County WA. The proposed loads of the antennas replacement and installation transfer through the
rooftop antenna mount and /or directly into the load bearing walls of the building The proposed loads of
the antenna sector frame transfers directly into the oioe mast and into the load bearing walls of the n
buildina or000sed footina The proposed loads then transfer into the foundation and the soil
The information in this report summarizes the requirements for construction of structural elements for
the proposed design in conformance with the 2006 International Building Code (IBC) Unless noted
otherwise all means and methods used shall be in keeping with good and generally accepted
construction practices and all prescriptive design requirements of the 2006 IBC
II. Analysis Results
As requested we have evaluated the structural stability of the proposed additional loading for structural
code compliance This analysis derives its applied loads from minimum 100 mph basic wind speed (3-
second gust), Exposure D' Since soil properties are not available seismic site class D' was
conservatively used for this analysis per 2006 IBC (Section 16)
III. Conclusions and Recommendations
The existina or000sed antenna masts. its connections and the loading bearing walls members are
structurally adequate to safely support the proposed loads of the antennas replacement and
installation Please refer to the following structural calculations and architectural drawings
General Contractor shall verify all existing dimensions member sizes and conditions prior to
commencing any work. All dimensions of existing condition shown on the calculation are intended as
guidelines only and must be verified in field Any discrepancies shall be called to the attention of the
architect or engineer and shall be resolved before proceeding with the work. Contractor shall provide
temporary bracing for the structure and structural components until all final connections have been
completed in accordance with the plans
IV Loads /Design Criteria (2006 IBC ASCE 7 -05)
Please refer to the following calculations
1 Seismic
2 Wind
16928 Woodinville- Redmond Rd NE, Suite 210
Woodinville, WA 98072
Email ceiCcornerstone -engr com
Web• www cornerstone -engr corn
per 2006 IBC
SpS 0 783g I 1 5 Ss 1 114g S 0 463g
Seismic design category D'
per 2006 IBC
Wind Speed 100 mph l 1 00 Exposure D'
C CORNERSVONE
Phone: (425) 487 1732
(206) 250-7306
Fax. (425) 487 1734
Project: WA1 Ediz Hook Date May 5 2010
Client. Verizon Prepared By T Le
CEI No 09 -55130 REV 1 Page
SEISMIC DESIGN PARAMETERS
Conterminous 48 States
2006 International Building Code
Latitude 48 141717
Longitude -123 435555
Spectral Response Accelerations Ss and S1
Ss and S1 Mapped Spectral Acceleration Values
Site Class B Fa 1 0 Fv 1 0
Data are based on a 0 01 deg grid spacing
Period Sa
(sec) (g)
0.2 1.114 (Ss, Site Class B)
1.0 0.463 (S1, Site Class B)
Conterminous 48 States
2006 International Building Code
Latitude 48 141717
Longitude -123 435555
Spectral Response Accelerations SMs and SM1
SMs Fa x Ss and SM1 Fv x S1
Site Class D Fa 1 055 Fv 1 537
Period Sa
(sec) (g)
0.2 1.175 (SMs, Site Class D)
1.0 0.711 (SM1. Site Class D)
Conterminous 48 States
2006 International Building Code
Latitude 48 141717
Longitude -123 435555
Design Spectral Response Accelerations SDs and SD1
SDs 2/3 x SMs and SD1 2/3 x SM1
Site Class D Fa 1 055 Fv 1 537
Period Sa
(sec) (g)
0.2 0.783 (SDs, Site Class D)
1.0 0.474 (SD1, Site Class D)
16928 Woodinville Redmond Rd NE, Suite 210
Woodinville, WA 98072
Email cei n)cornerstone -engr coin
Web• w\W cornerstone -engr com
CORNERSVONE
E N G I N E E R I N G INC.
Phone: (425) 487 1732
(206) 250-7306
Fax. (425) 487 1734
(Reference
Seismic Force.
0.2s Spectral Response Acceleration Site Class B S
1 Os Spectral Response Acceleration Site Class B S
Site Class
Seismic Use Group Standard Occupancy Buildings
Site Coefficient per S Site Class F
Site Coefficient per S Site Class F„
S F
C CONEM.511 ONE
E N G I N E E R N G, N C.
S F„S,
Sips 2/3 SMS
Sp, 2/3 SM1
Seismic Design Category per SE's
(Per ASCE 7 -05. ChaDter 13.0)
Component amplification factor a
Component Importance factor 1
Component operating weight, W
Component response modification factor R
Height in structure at point of attachment of component, z
Average roof height of structure h
16928 Woodinville- Redmond Rd NE, #210
Woodinville, WA 98072
E -mail: cei @cornerstone engr.com
Web: www cornerstone -engr com
Site Name WA1 Ediz Hook
Client: Verizon
By T Le
Subject: Lateral Load Design Calculation
Seismic Load Calculation for Components and System
IBC 2006 Section 1613 ASCE 7 -05 Chapter 13 0 ICBO Seismic Design Parameters 3 10)
Seismic Design Force F
Seismic Design Force F
Min seismic design force F pmin
Max seismic design force Fpmax
Max. seismic design force Fpmax 1 6S
Min seismic design force F pmjn 0.3Sp
1 (ASCE 7 -05 Table 13 6 -1)
1 5 (ASCE 7 -05 Section 13 1 3)
W (lb)
2.5 (ASCE 7 -05 Table 13 6 -1)
102 (ft)
102 (ft)
0 4aDSDSWP (1 +2z /h)
R (Eq 13 3 -1)
Seismic Design Force F (ASD)
1 114
0 463
D
1.05
1.54
1 175
0.712
0 783
0.474
D
0.56 W
0.35 W
1.88 W
10EI No 09 -55130
1 Date 03/25/09
(IBC 06 Figure 1613 5(1))
(IBC 06 Figure 1613 5(2))
(IBC 06 Table 1613 5 2)
(IBC 06 Table 1613 5 3(1))
(IBC 06 Table 1613 5 3(2))
(IBC 06 Eq 16 37)
(IBC 06 Eq 16 38)
(IBC 06 Eq 16 39)
(IBC 06 Eq 16 -40)
(Eq 13 3 -2)
(Eq 13 3 -3)
0 40 W
(No one third stress increase allowed)
Tel: (206) 250 -7306
(425) 487 1732
Fax: (425) 487 1734
City of Port Angeles
Community Economic Development Department
Building Division
321 E 5 St.
Port Angeles, WA 98362
360 -417 -4815
360- 417 -4711 Fax
SNOW
25 psf minimum roof snow load drift not included
WIND
100 mph category D within 1 500 ft of shoreline category C beyond that
SEISMIC
D 1
FROST
12 inches moderate
STRUCTURAL DESIGN CRITERIA
CODES IN EFFECT
CITY GOVERNMENT
2006 International Building Code (IBC)
2006 International Residential Code (IRC)
2006 International Mechanical Code (IMC)
2006 International Fire Code (IFC)
2006 Uniform Plumbing Code (UPC)
2006 Washington State Energy Code (WSEC)
2006 Washington State Ventilation and Indoor Air Quality Code (VIAQ)
2006 International Property Maintenance Code (IMPC)
2008 National Electrical Code (NEC)
2003 American National Standards Institute (ANSI -117)
1997 Uniform Sign Code (USC)
1997 Uniform Code For Building Conservation (UCBC)
First Edition Washington State Historic Building Code (WSHBC)
For more information regarding Washington State Building Codes go to
httD. /www.sbcc.wa.aov /sbccindx.html
For more information regarding City of Port Angeles construction codes adopted
and amendments to international codes, go to the Building Code Chapter 14 03
at httn.// www .citvofna.us /muntcmalcode.htm
T:Forms /Building Division /Structural Design Criteria Codes in Effect
EI COFIJEFS1T.DNE
ENGINEER NG, INC.
Wind Velocity Pressure.
Basic Wind Speed V (mph)
Exposure Category
Building Category
Wind Load Importance Factor l
Velocity pressure exposure coefficient, K
Topographic Factor Kzt
Wind Directionality Factor Kd
Velocity Pressure q (Ib /ft
Desian Wind Load (Open Buildings Other Structure)
Gust effect factor G
Net force coefficient, Cf
Projected area normal to the wind Af, (ft
Design Wind Loads F (lb /ft)
16928 Woodinville- Redmond Rd NE #210
Woodinville, WA 98072
E -mail: cei @cornerstone -engr com
Web www.cornerstone engr.com
Site Name WA1 Ediz Hook
Client: Verizon JCEI No 09 -55130
By T Le 'Date 03/25/09
Subject: Lateral Load Design Calculation
Wind Load Calculation for Other Structure
(Reference IBC 2006 Section 1609 ASCE 7 -05 Chapter 6 0)
100
D
I
1 00
See Table
1 00
0.85
(ASCE 7 -05 Figure 6 -1)
(ASCE 7 -05 Section 6 5 6)
(IBC 06 Table 1604 5)
(ASCE 7 -05 Table 6 -1)
(ASCE 7 -05 Table 6 -3)
(ASCE 7 -05 Figure 6 -4)
(ASCE 7 -05 Table 6 -4)
0.00256K (ASCE 7 -05 Eq 6 -15)
0.85
2.0
Af
gzGCfAf
414
24.37 (ASCE 7 -05 Section 6 5 10)
Ibs
psf (A
Height Exposure D Velocity Pressure (q
Z, (ft) Case 1 1 Case 2 Case 1 Case 2
0 -15 1 03 1 03 22 41 22 41
20 1 08 1 08 23 50 23 50
25 1 12 1 12 24 37 24.37
30 116 116 25.24 25.24
40 1.22 1.22 26 55 26 55
50 1.27 1.27 27 64 27 64
60 1 31 1 31 28 51 28 51
70 134 134 2916 2916
80 1 38 1 38 30 03 30 03
90 1 40 1 40 30 46 30 46
100 143 143 3112 3112
120 148 148 32.20 32.20
140 1 52 1 52 33 08 1 33 08
160 1 55 1 55 33 73 33 73
200 1 61 1 61 35 03 35 03
500 189 189 4113 4113
(ASCE 7 -05, Section 6 5 8)
(ASCE 7 -05 Figure 6- 20 -23)
Tel: (206) 250 -7306
(425) 487 1732
Fax: (425) 487 1734
COrZNEr S'1rONE
C E N G N E E R 1 N G NC.
Wind Velocity Pressure.
Basic Wind Speed V (mph)
Exposure Category
Building Category
Wind Load Importance Factor I
Velocity pressure exposure coefficient, K
Topographic Factor KZt
Wind Directionality Factor Kd
Velocity Pressure q (Ib /ft
Wind Load Calculation for Building Structure
(Reference IBC 2006 Section 1609 ASCE 7 -05 Chapter 6 0)
Design Wind Load (Open Buildings Other Structure)
Gust effect factor G
External Pressure Coefficient, GCp Gcpi
Projected area normal to the wind Af, (ft
Design Wind Loads F (lb/ft)
Height Exposure D
Z, (ft) Case 1 1 Case 2
0 -15 1 03 1 1 03
20 1 08 1 1 08
25 112 1 112
30 116 116
40 1.22 1.22
50 1.27 1.27
60 1 31 1 31
70 1 34 1 34
80 1 38 1 38
90 1 40 1 1 40
100 1 43 1 1 43
120 1 48 1 48
140 1 52 1 52
160 1 55 1 55
200 1 61 1 61
500 1 89 1 89
16928 Woodinville- Redmond Rd NE, #210
Woodinville, WA 98072
E -mail: cei @cornerstone engr.com
Web: www.cornerstone -engr com
Site Name WA1 Ediz Hook
Client: Verizon
By T Le
Subject. Lateral Load Design Calculation
0 00256K
100
D
1 00
See Table
1 00
0.85
ICE! No 09 -55130
1 Date 03/25/09
(ASCE 7 -05 Figure 6 -1)
(ASCE 7 -05 Section 6 5 6)
(IBC 06 Table 1604 5)
(ASCE 7 -05 Table 6 -1)
(ASCE 7 -05 Table 6 -3)
(ASCE 7 -05 Figure 6 -4)
(ASCE 7 -05 Table 6 -4)
(ASCE 7 -05 Eq 6 -15)
22.41 (ASCE 7 -05 Section 6 5 10)
0.85 (ASCE 7 -05 Section 6 5 8)
1 6 (ASCE 7 -05 Figure 6- 20 -23)
Af
g Gcpi)A lbs
1 psf (A
Lr 06 Fro syup egwe
Velocity Pressure (q
Case 1 I Case 2
22 41 I 22.41
23 50 23.50
24 37 24 37
25.24 25.24
26 55 26 55
27 64 27 64
28 51 28 51
29 16 1 29 16
30 03 1 30 03
30 46 30 46
31 12 31 12
32.20 32.20
33 08 1 33 08
33 73 33 73
35 03 35 03
41 13 41 13
Tel: (206) 250 -7306
(425) 487 1732
Fax: (425) 487 1734
Project: WA1 Ediz Hook Date: May 5 2010
Client Verizon Prepared By T Le
CEI No 09 -55130 REV 1 Page
16928 Woodinville- Redmond Rd NE, Suite 210
Woodinville, WA 98072
Email cei@cornerstone -engr corn
Web www cornerstone -engr com
Ana ysis of Rooftop Antenna
Mount
CORNERSVONE
E N G I N E E R I N G NC.
Phone: (425) 4$7 1732
(206) 250-7306
Fax. (425) 487 1734
Vertically Polarized, Log Periodic 80 13 did
Mechanical specifications
Length 1200 mm 47.2 in
Width 130 mm 5 1 in
Depth 375 mm 14.8 in
4) Weight 12 kg 26 5 Ibs
Wind Area
Fore /Aft 016
Side 0 41
m
m
1 68 ft
4 46 ft
5 Rated Wind Velocity (Safety factor 2 0)
>420 km /hr >261 mph
Wind Load 100 mph (161 km /hr)
Fore /Aft 240 N 54 Ibs
Side 590 N 133 Ibs
Antenna consisting of brass and covered by a
fiberglass radome.
Mounting and Downtilting
Mounting brackets attach to a pipe diameter of
050 -160 mm (2.0 -6.3 in).
3)
1)
1)
2)
1)
Mounting bracket kit #36110003
Downtilt bracket kit #36114002
Electrical specifications
Frequency Range
Impedance
Connector(s)
VSWR
Polarization
Gain
Power Rating
Half Power Angle
H -Plane
E -Plane
Electrical Downtilt
Null Fill
Lightning Protection
806 -960 MHz
5052
NE or E -DIN
1 port center
1.25.1
Vertical
13 dBd
500 W
80°
14
1.25°
5%
Direct Ground
1 Typical values.
2) Power rating limited by connector only
3 NE indicates an elongated N connector.
E -DIN indicates an elongated DIN connector.
4 The antenna weight listed above does not include
the bracket weight.
Improvements to mechanical andlor electrical performance
of the antenna may be made without notice.
Radiation patterns)
.1E0
-170
100
50
.130
-140
ovr
170\
1 W
150 140
15p\
o i 50
110 a m 80 70
Horizontal
140
Vertical
W
20
Radiation patterns for all antennas are
measured with the antenna mounted on
a fiberglass pole.
Mounting on a metal pole will typically
improve the Front -to -Back ratio
v,02, w e-OP
806-960 INKIE
Amphenol Antel, Inc. 1300 Capital Drive Rockford Illinois 61109 USA
Toll -Free (888) 417 -9562 Fax. (815) 399 -0156 antel @antelinc.com
Tel. (815) 399 -0001
www.antelinc.com
LPD- 7907/4
When ordering replace with connector type.
Amphenol Antel's
Exclusive 3T (True
Transmission Line
Technology)
Antenna Design
True log- periodic design allows for superior
front -to -side characteristics to minimize
sector overlap
Durable brass feedline design eliminates
the need for conventional solder joints in
the signal path.
A non collinear system with access to
every radiating element for broad band-
width and superior performance.
Air as insulation for virtually no internal
signal loss.
This Amphenol Antes antenna is under a five
year limited warranty for repair or replacement.
Antenna available with center -fed
connector only.
Amphenol
Antel, Inc
itx Arrerna technology Company
Revision Date 7/5/07
Vertically Polarized, Log Periodic 40° 16 did
Mechanical specifications
Length
Width
Depth
4) Weight
Wind Area
Fore /Aft 0.38
Side 0 47
1200 mm 47.2 in
545 mm 21.3
350 mm 13.7
15.4 kg 34 0
m
m
4 05
5 05
in
in
Ibs
ft
ft
5 Rated Wind Velocity (Safety factor 2.0)
>443 km /hr >275 mph
Wind Load 100 mph (161 km /hr)
Fore /Aft 578 N 130 Ibs
Side 694 N 156 Ibs
Antenna consisting of brass and covered by a
fiberglass radome. Aluminum reflector
Mounting and Downtilting
Mounting brackets attach to a pipe diameter of
050 -160 mm (2.0 -6.3 in).
Electrical specifications
3)
1)
1)
2)
1)
1)
1)
Mounting bracket kit #36110003
Downtilt bracket kit #36114002
Frequency Range
Impedance
Connector(s)
VSWR
Polarization
Gain
Power Rating
Half Power Angle
H -Plane
E -Plane
Electrical Downtilt
Null Fill
Lightning Protection
806 -941 MHz'
5052
NE or E -DIN
1 port center
1.25:1
Vertical
16 dBd
500 W
40°
14
3°
5%
Direct Ground
Also available up to 960 MHz. Consult your sales
director for more information.
1 Typical values.
2 Power rating limited by connector only.
3 NE indicates an elongated N connector
E -DIN indicates an elongated DIN connector
4 The antenna weight listed above does not include
the bracket weight.
Improvements to mechanical andlor electrical performance
of the antenna may be made without notice.
(0,137 LPD -4016 3°
When ordering replace with connector type.
Radiation patterns)
Horizontal
110 A
w
Vertical
Radiation patterns for all antennas are
measured with the antenna mounted on
a fiberglass pole.
Mounting on a metal pole will typically
improve the Front -to -Back ratio
ENDS -96i ME=OR
Amphenol Antel, Inc. 1300 Capital Drive Rockford Illinois 61109 USA Tel (815) 399 -0001
Toll -Free (888) 417 -9562 Fax. (815) 399 -0156 antel@antelinc.com www.antelinc.com
Amphenol Antel's
Exclusive 3T (True
Transmission Line
Technology)
Antenna Design
True log- periodic design allows for superior
front -to -side characteristics to minimize
sector overlap
Durable brass feedline design eliminates
the need for conventional solder joints in
the signal path.
A non collinear system with access to
every radiating element for broad band-
width and superior performance.
Air as insulation for virtually no internal
signal loss.
This Amphenol Antes antenna is under a five
year limited warranty for repair or replacement.
Antenna available with center -fed
connector only.
t
Amphenol
Antes, Inc.
ira Arcenna Technology Company
Revision Date 7/5/07
EXISTING ANTENNA SPECIFICATIONS. ALP 9214 -N C am,*
Appurtenance Section
US Name
ALP 91411
SI Name
IALP 9214 -N
Type
Uerierr
Flat F'arnel
C Tnagonal FLED)
:111- df;cal (nrrsruj
Weight Ib
Ca#a (Front) ft" 2
CaAa (Side) ft"2
WEIGHT 34.5 Ibs
Height
Width
WIND AREA
Side (102 4in x 11 4in)/144
Front (102 4in x 12 Sin)/144
1102.4
1114
Depth 1T2.6 in
Weight 134.5 Ib
in
8.11ft
Mount
in r' 2 Pipe
C :1/2'
C Pipe Length
-1/2' Fir 1
—No Ice— —1/2' Ice— 1 Ice 2' Ice-
134.5 1122.92814 1219.74333 1439.31259
111 885037 112.535006 113.192382 114.529358
112.880592 113.537043 114.200901 15.594617
8.96ft
.0K
'Cancel
Help
in
-4' Ice
1987.65111
117.526617
118.783506
Slant ±45° Dual Polarized, Panel 63° 16 dBd
806 -900 MHz*
Mechanical specifications
Length
Width
2405 mm
285 mm
Depth 114 mm 4.5 in
Depth with z- bracket 154 mm 6 1 in
Weight 4) 10.9 kg 24 0 Ibs
Wind Area Fore /Aft 0 69 m
Wind Area Side 0.27 m
Max Wind Survivability >201 km /hr
Wind Load
Fore /Aft
Side
94 6 in
11.2 in
ft
ft
>125 mph
74
30
100 mph (161 km /hr)
1038 N 233 lbf
502 N 113 Ibf
Antenna consisting of aluminum alloy with
brass feedlines covered by a gray UV safe
fiberglass radome RoHS compliant.
Mounting Downtilting
Mounting hardware attaches to pipe diameter
050 -160 mm; 02.0 -6.3 in.
Mechanical downtilt angle 0 -17°
Mounting Bracket Kit 36210002
Downtilt Bracket Kit 36114003
Electrical specifications
Frequency Range
Impedance
Connector 3)
VSWR 1)
Polarization
Isolation Between Ports 1
Gain 1 1
Power Rating 2)
Half Power Angle 1)
Horizontal Beamwidth
Vertical Beamwidth
Electrical downtilt 5)
Null fill 1
Lightning protection
806 -900 MHz*
500
NE or E -DIN
Female
2 ports Center
5 _141
Slant ±45°
30 dB
16 dBd
500 W
63°
7°
0°
5%
Direct ground
Patented Dipole Design: U.S. Patent No. 6,608,600 B2
1) Typical values.
2) Power rating limited by connector only.
3) NE indicates an elongated N connector.
E -DIN indicates an elongated DIN connector.
4) Antenna weight does not include brackets.
5) Add'I downtilts may be available. Check website for details.
Impr ements to mecha ical and /or electn al performa of the me
may be made without otice.
Radiation pattern'
150/
-160/
,70
80
-110 100_90 -80 -70
130!
40/ -40
170
160\
150'\
140
130
120
i
110 8 ;3
oo 60 70
90
Horizontal
50
50
-30
20
10
I, :o
10
20
/30
40
1` 100 '90 -80 70
-12(„3,
301 50
-1 -00
150/ 30
160 zo
-1701 1 10
180' 0
no Ito
1501 20
150 30
140 /40
130
120 '110 �.�'70 6 0
100 gp 80
Vertical
50
Radiation patterns for all antennas
are measured with the antenna
mounted on a fiberglass pole
Mounting on a metal pole will typi-
cally improve the front -to -back
ratio
This antenna is also available
for iDEN frequencies 806 -941
MHz. Specify when ordering.
80-6 90'0 MN 7
815.399 0001 antel @antelinc.com www.antelinc.com
When ordering replace with connector type.
BXA- 80063/8CF
Revs :on Date. 0812 /C8
Featuring our Exclusive
3T TechnologyTM
Antenna Design
Watercut brass feedline assembly for
consistent performance.
Unique feedline design eliminates the
need for conventional solder joints in
the signal path.
A non collinear system with access to
every radiating element for broad band-
width and superior performance
Air as insulation for virtually no internal
signal loss.
Warranty
This antenna is under a five -year limited
warranty for repair or replacement.
A T Amphenol
Antel,Inc. 1 o f 1
he Antenna tnhndlogy Company
Slant 45° Dual Polarized, Panel 63° 18.5 dBi
Mechanical specifications
Length
Width
Depth
Depth with t- bracket
4) Weight
Wind Area
Fore /Aft
Side
1238 mm 48.8 in
154 mm 6.1 in
80 mm 3.2 in
108 mm 4.3 in
4.5 kg 10.0 Ibs
019 m 21 ft
0 10 m 1 1 ft
Rated Wind Velocity (Safety factor 2 0)
>322 km /hr >200 mph
Wind Load 100 mph (161 km /hr)
Fore /Aft 288 N 65 Ibs
Side 170 N 38 Ibs
Antenna consisting of aluminum alloy with brass
feedlines covered by a UV safe fiberglass radome.
Mounting and Downtilting
Mounting brackets attach to a pipe diameter of
050 -102 mm (2.0 -4.0 in).
Mounting bracket kit #26799997
Downtilt bracket kit #26799999
The downtilt bracket kit includes the mounting
bracket kit.
Electrical specifications
Frequency Range
Impedance
3 Connector(s)
1) VSWR
1)
1)
2)
1)
Polarization
Isolation Between Ports
Gain
Power Rating
Half Power Angle
H -Plane
E -Plane
Electrical Downtilt
Null Fill
Lightning Protection
1850 -1990 MHz
5052
NE or E -DIN
2 ports center
or bottom
<_141
Slant 45°
30 dB
18.5 dBi
250 W
63°
7°
0°
5%
Direct Ground
Patented Dipole Design: U.S. Patent No. 6,597,324 B2
1 Typical values.
2 Power rating limited by connector only.
3 NE indicates an elongated N connector
E -DIN indicates an elongated DIN connector.
4 The antenna weight listed above does not include
the bracket weight.
Improvements to mechanical and/or electrical performance
of the antenna may be made without notice.
Radiation patterns)
423 a,
110 %D 10 W
Horizontal
Vertical
Radiation patterns for all antennas are
measured with the antenna mounted on
a fiberglass pole.
Mounting on a metal pole will typically
improve the Front -to -Back ratio
CF Denotes a Center Fed
Connector
Toll -Free (888) 417 -9562 Fax. (815) 399 -0156 antel @antelinc.com
{350-990 KME
Amphenol Anter, Inc. 1300 Capital Drive Rockford Illinois 61109 USA Tel (815) 399 -0001
www.antelinc.com
BXA- 185063/8CF
When ordering replace with connector type.
Amphenol Antel's
Exclusive 3T (True
Transmission Line
Technology)
Antenna Design
a
Watercut brass feedline assembly for
consistent performance.
Unique feedline design eliminates the need
for conventional solder joints in the signal
path.
A non collinear system with access to
every radiating element for broad band-
width and superior performance.
Air as insulation for virtually no internal
signal loss.
This Amphenol Antes antenna is under a five
year limited warranty for repair or replacement.
Antenna can be ordered with center -fed or
bottom -fed connectors.
Center -fed: BXA- 18506318CF (NE or E -DIN)
Bottom -fed: BXA- 18506318BF (NE or E -DIN)
Amphenol
Antel, Inc.
The luster Techrotogy Company
Revision Date 7/11/07
Slant ±45° Dual Polarized FET Panel 63° 16 dBd
696 -900 MHz
Mechanical specifications
Length 2405 mm 94 6 in
Width 285 mm 11.2 in
Depth 114 mm 4 5 in
Depth with z- bracket 154 mm 6 1 in
Weight 4) 10 9 kg 24 0 Ibs
Wind Area Fore /Aft 0 69 m 7 4 ft
Wind Area Side 0.27 m 3 0 ft
Max Wind Survivability >201 km /hr >125 mph
Wind Load 100 mph (161 km /hr)
Fore /Aft 1038 N 233 Ibf
Side 502 N 113 Ibf
Antenna consisting of aluminum alloy with
brass feedlines covered by a UV safe fiber
glass radome
Mounting Downtilting
Mounting hardware attaches to pipe diameter
050 -160 mm; 02.0 -6.3 in
Mechanical downtilt angle 0 -17°
Mounting Bracket Kit 36210002
Downtilt Bracket Kit 36114003
Electrical specifications
Frequency Range
Impedance
Connector 3)
VSWR 1
Polarization
Isolation Between Ports 1)
Gain 1
Power Rating 2)
Half Power Angle 1
Horizontal Beamwidth
Vertical Beamwidth
Electrical downtilt 5)
Null fill 1
Lightning protection
696 -900 MHz
500
NE or E -DIN
Female
2 ports Center
5 1 35.1
Slant ±45°
30 dB
16 dBd
18 dBi
500 W
63°
7°
0
5%
Direct ground
Patented Dipole Design: U.S. Patent No. 6,608,600 B2
1) Typical values.
2) Power rating limited by connector only.
3) NE indicates an elongated N connector.
E -DIN indicates an elongated DIN connector.
4) Antenna weight does not include brackets.
5) Add'I downtilts may be available. Check website for details.
Impr ements to mechanical and /o electrical performa ce of the ntenna
may be made without ottc
Radiation pattern'
750 MHz
0
o/
70
0/
0/
0/
0/
o
60
850 MHz
60/
D
,00
Horizontal
3,
Horizontal
00 .00
mo eo
Vertical
so
120
100 0p BO��
Vertical
0 .00
<0
eg( 90-0 MH7,
815.399.0001 antel @antelinc.com www.antelinc.com
BXA- 70063/8CF
When ordering replace with connector type.
r
l
Rev■sio- Bate: C1 /08/09
1
t
Featuring our Exclusive
3T TechnologyrM
Antenna Design:
Watercut brass feedline assembly for
consistent performance
Unique feedline design eliminates the
need for conventional solder joints in
the signal path.
A non collinear system with access to
every radiating element for broad band-
width and superior performance
Air as insulation for virtually no internal
signal loss.
Warranty'
This antenna is under a five -year limited
warranty for repair or replacement.
A T Amphenol
Antel,Inc. 1 of 1
he Ante Te0Anilogy 0uopnnl
Slant 45° Dual Polarized, Panel 40° 18 did
Mechanical specifications
Length 2405 mm 94 7 in
Width 600 mm 23.6 in
Depth 200 mm 7.9 in
Depth with z- bracket 240 mm 9.4 in
4) Weight 22.7 kg
Mounting bracket kit #36210002
Downtilt bracket kit #36114003
Electrical specifications
Frequency Range
Impedance
3 Connector(s)
1)
1)
1)
2)
1)
1)
1)
Wind Area
Fore /Aft
Side
VSWR
Polarization
Isolation Between Ports
Gain
Power Rating
Half Power Angle
H -Plane
E -Plane
Electrical Downtilt 0°
Null Fill
1 44 m 15.5
0 48 m 5.2
40°
7°
5%
Lightning Protection Direct Ground
Also available for 870 -960 MHz. Consult your
sales director for more information.
Patented Dipole Design: U.S. Patent No. 6,608,600 B2
1 Typical values.
2) Power rating limited by connector only.
3 NE indicates an elongated N connector
E -DIN indicates an elongated DIN connector.
4 The antenna weight listed above does not include
the bracket weight.
Improvements to mechanical and/or electrical performance
of the antenna may be made without notice.
50.0 Ibs
ft
ft
Rated Wind Velocity (Safety factor 2.0)
>206 km /hr >128 mph
Wind Load 100 mph (161 km /hr)
Fore /Aft 2059 N 463 0 Ibs
Side 782 N 175 7 Ibs
Antenna consisting of aluminum alloy with brass
feedlines covered by a UV safe fiberglass radome.
Mounting and Downtilting
Mounting brackets attach to a pipe diameter of
050 -160 mm (2.0 -6.3 in).
806 -900 MHz*
5052
NE or E -DIN
2 ports center
or bottom
<141
Slant 45°
27 dB
18 dBd
500 W
Amphenol Antel, Inc. 1300 Capital Drive
Radiation patterns)
1'u -10) 43 -M
20
Horizontal
Vertical
CF Denotes a Center -Fed
Connector
-2)
Featuring upper side
lobe suppression
Radiation patterns for all antennas are
measured with the antenna mounted on
a fiberglass pole
Mounting on a metal pole will typically
improve the Front -to -Back ratio
806-900 WAR,
Rockford, Illinois 61109 USA Tel (815) 399 -0001
Toll -Free (888) 417 9562 Fax. (815) 399 -0156 antel @antelinc.com www.antelinc.com
BXA-80040/8C F
When ordering replace with connector type.
Amphenol Antel's
Exclusive 3T (True
Transmission Line
Technology)
Antenna Design
Watercut brass feedline assembly for
consistent performance.
Unique feedline design eliminates the need
for conventional solder joints in the signal
path.
A non collinear system with access to
every radiating element for broad band-
width and superior performance.
Air as insulation for virtually no internal
signal loss.
This Amphenol Antel antenna is under a five
year limited warranty for repair or replacement.
Antenna can be ordered with center -fed or
bottom -fed connectors.
Center -fed: BXA- 8004018CF (NE or E -DIN)
Bottom -fed: BXA- 8004018BF (NE or E -DIN)
A mphenol
Antel, Inc.
The Amer technology Company
Revision Date 7/3/07
Slant +1- 45° Dual Polarized, Panel 40° 19.5 dii
Mechanical specifications
Length
Width
4) Weight
Wind Area
Fore /Aft
Side
Frequency Range
Impedance
3) Connector(s)
VSWR
1)
2)
1)
Polarization
Gain
Power Rating
Half Power Angle
H -Plane
E -Plane
Electrical Downtilt
Null Fill
Lightning Protection
1240 mm
48 8 in
300 mm 11 8 in
Depth 120 mm 4 7 in
Depth with z- bracket 160 mm 6.3 in
5.9 kg 13 0 Ibs
0.37
0 15
m
m
Rated Wind Velocity (Safety factor 2.0)
>233 km /hr >145 mph
Wind Load 100 mph (161 km /hr)
Fore /Aft 531 N 119 Ibs
Side 234 N 53 Ibs
Antenna consisting of aluminum alloy with brass
feedlines covered by a UV safe fiberglass radome.
Mounting and Downtilting
Mounting brackets attach to a pipe diameter of
050 -102 mm (2.0 -4.0 in). If the lock -down
brace is used, the maximum diameter is 088.9
mm (3.5 in).
Mounting Bracket Downtilt Bracket Kit
#21699999
Electrical specifications
1850 -1990 MHz
5052
NE or E -DIN
2 ports center
<_141
Slant 45°
1) Isolation Between Ports 30 dB
19.5 dBi
40
1.6
40°
7°
0°
5%
Direct Ground
Patented Dipole Design: U.S. Patent No. 6,597,324 B2
1 Typical values.
2 Power rating limited by connector only
3 NE indicates an elongated N connector.
E -DIN indicates an elongated DIN connector.
4 The antenna weight listed above does not include
the bracket weight.
Improvements to mechanical andlor electrical performance
of the antenna may be made without notice.
ft
ft
Radiation patterns)
Horizontal
110 407 -60 -83 -A
123 83
10) go 8)
Vertical
BXA-1 85040/8C F
CF Denotes a Center -Fed
Connector
Radiation patterns for all antennas are
250 W measured with the antenna mounted on
a fiberglass pole.
Mounting on a metal pole will typically
improve the Front -to -Back ratio
E350-4 990 MHE
Amphenol Antel, Inc. 1300 Capital Drive Rockford Illinois 61109 USA Tel (815) 399 -0001
Toll -Free (888) 417 -9562 Fax. (815) 399 -0156 antel@antelinc.com www.antelinc.com
When ordering replace with connector type.
Amphenol Antel's
Exclusive 3T (True
Transmission Line
Technology)
Antenna Design
Watercut brass feedline assembly for
consistent performance.
Unique feedline design eliminates the need
for conventional solder joints in the signal
path
A non collinear system with access to
every radiating element for broad band-
width and superior performance
Air as insulation for virtually no internal
signal loss.
This Amphenol Antel antenna is under a five
year limited warranty for repair or replacement.
Antenna available with center -fed
connectors only.
Amphenol
Antel, Inc.
The M:enna Technology Company
Revision Date 7/11/07
Slant ±45° Dual Polarized Panel 40° 18.0 dBd
696 -900 MHz
Mechanical specifications
Length 2406 mm
Width 606 mm
Depth 198
Depth with z- bracket 238
Weight 22.7
Wind Area Fore /Aft 1 46
Wind Area Side 0 48
Max Wind Survivability >201
Wind Load 100 mph (161 km /hr)
Fore /Aft 2082 N 468
Side 738 N 166
Antenna consisting of aluminum alloy with
brass feedlines covered by a UV safe fiber
glass radome
Mounting Downtilting
Mounting hardware attaches to pipe diameter
050 -160 mm; 02.0 -6.3 in.
Mounting Bracket Kit 36210002
Downtilt Bracket Kit 36114003
Electrical specifications
Frequency Range
Impedance
Connector 3)
VSWR 1
Polarization
Isolation Between Ports
Gain l)
Power Rating 2)
Half Power Angie 1 1
Horizontal Beamwidth
Vertical Beamwidth
Electrical downtilt 5)
Null fill 1
Lightning protection
1)
40°
7°
0°
5%
94.8
23 9
mm 7.8
mm 94
kg 50
m
m
km /hr >125
157
51
in
in
in
in
Ibs
ft
ft
mph
Ibf
Ibf
696 -900 MHz
500
NE or E -DIN
Female
2 ports Center
1.35.1
Slant ±45°
-27 dB
180 dBd
20 0 dBi
500 W
Direct ground
Patented Dipole Design: U.S. Patent No. 6,608,600 B2
1) Typical values.
2) Power rating limited by connector only.
3) NE indicates an elongated N connector
E -DIN indicates an elongated DIN connector.
4) Antenna weight does not include brackets.
5) Add'I downtilts may be available. Check website for details.
Impr vements to mecha isal nd /o electn al performa of the ntenn
may be made without otic
Radiation pattern'
750 MHz
,50
60
30
0k
150
850 MHz
7o,
0\
0 D0 .0 d0 70
.60
0-
Horizontal
r
so
X30
50
60
Vertical
20
Horizontal
o
i 60
100
Vertical
so
50
(5; 900' Pi
815.399 0001 antel @antelinc.com www.antelinc.com
When ordering replace with connector type.
Rev.stor Date: /8/09
BXA-70040/8C F
Featuring our Exclusive
3T TechnologyT"'
Antenna Design:
Watercut brass feedline assembly for
consistent performance
Unique feedline design eliminates the
need for conventional solder Joints in
the signal path.
A non collinear system with access to
every radiating element for broad band-
width and superior performance
Air as insulation for virtually no internal
signal loss.
Warranty
This antenna is under a five -year limited
warranty for repair or replacement.
A Ampheno T l
Antel, Inc. 1 of 2
M M0 60logy Company
Slant ±45° Dual Polarized Panel 40° 18.0 dBd
696 -900 MHz
1) Typical values.
2) Power rating limited by connector only.
3) NE indicates an elongated N connector
E -DIN indicates an elongated DIN connector.
4) Antenna weight does not include brackets.
5) Addl downtilts may be available. Check website for details.
Impr ements to mecha anal nd /o electr al performa of the me
may be made without notic
From left to right: top view side view back view
198mrr
[7.8 in]
E
238 mm
[9.4 in]
(39-fi 900 MHz
rJ
D
815.399.0001 antel @antelinc.com www.antelinc.com
BXA- 70040/8CF
When ordering replace with connector type.
Z- Bracket
Connectors
117 mm
[4.6 in]
244 mm
[9.6 in]
Z- Bracket
180 mm
[7 1 in]
4 _606 mm
[23.9 in]
A
o
3
AT Amphenol
Antel, Inc. 2 of 2
he MI Technology Comm
CORNERS1rONE
E N G I N E E R N G. NC
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CEI job no.
d9 55/3d
Project: WA1 Edtz Hook Date. May 5 2010
Client: Verizon Prepared By T Le
CEI No 09 -55130 REV 1 Page 19
16928 Woodinville Redmond Rd NE, Suite 210
Woodinville, WA 98072
Email. cei@ cornerstone -engr com
Web www cornerstone -engr com
Cantilevered Antenna
Mast Check /Design
(West Wa
CORNERS1 ONE
E N G N E E R I N G, NC.
Phone: (425) 487 1732
(206) 250-7306
Fax. (425) 487 1734
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Ma Zy n
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Mau 31.W
tiftCRIDE lE) MAIr "1+ _UY ?#0( rm I r PPE
M s' PikoP®SEP 1f tik1 srwm
Title block Line 1
You can changes this area
using the "Settings' menu item
and then using the "Printing
Title Block' selection.
Title Block Line 6
Steel Beam Design
Lic. KW- 06006053
License Owner CORNERTSTONE ENGINEERING INC.
Description 2" STD WT MAST CHECK /DFSICN
Material Properties
Analysis Method Allowable Stress Design
Beam Bracing Completely Unbraced
Bending Axis Major Axis Bending
Load Combination 2006 IBC ASCE 7 -05
e2STD Span
Applied Loads
Load(s) for Span Number 2
Point Load W 0.30640 k 8.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
Mu Applied
Mn Omega Allowable
Load Combination
Location of maximum on span
Span where maximum occurs
Maximum Deflection
Max Downward L +Lr +S Deflection
Max Upward L +Lr +S Deflection
Live Load Deflection Ratio
Max Downward Total Deflection
Max Upward Total Deflection
Total Deflection Ratio
Overall Maximum Deflections Unfactored Loads
Load Combination Span Max. Defl
1 0.0000
W Only 2 8.8919
(t) z vii' w- p (PE )vo 60.8p
M�•tT uP Dr Ti )1r xi> tArr PfPE
Service loads entered Load Factors will be applied for calculations.
1.914 1 Maximum Shear Stress Ratio
D X Section used for this span
2 451 k -ft Vu Applied
1.281 k -ft Vn /Omega Allowable
+D +W +H Load Combination
2.000ft Location of maximum on span
Span 1 Span where maximum occurs
0 000 in
0.000 in
0 <360
8.892 in
-0.060 in
28 <180
Maximum Forces Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span M V Mmax
Overall MAXimum Envelope
Dsgn. L 2.00 ft 1 1.914 0 190
Dsgn. L 10.50 ft 2 1.914 0.047
+D +L+H
Dsgn. L 2.00 ft 1 0.000
Dsgn. L 10.50 ft 2 0.000
+D +Lr+H
Dsgn. L 2.00 ft 1 0.000
Dsgn. L 10.50 ft 2 0 000
+D +W+H
Dsgn. L 2.00 ft 1 1.914 0 190
Dsgn. L 10.50 ft 2 1.914 0.047
+D+0.750Lr+0.750L+0.750W +H
Dsgn. L 2.00 ft 1 1 435 0.142
Dsgn. L 10.50 ft 2 1 435 0.036
+D+0.750L+0.750S+0 750W +H
Dsgn. L 2.00 ft 1 1 435 0.142
Dsgn. L 10.50 ft 2 1 435 0.036
+0.60D +W +H
Dsgn. L 2.00 ft 1 1.914 0 190
Dsgn. L 10.50 ft 2 1.914 0.047
Location in Span
0.000
10.500
Title WA1 Ediz Hook
Dsgnr TVL
Project Desc.
Project Notes
Printed: 30 MAR 2009. 10:20AM
:1 Storage\ Cornerstone \Engineering \Verizonl 09 Jobs 09-55130 WA1 Ediz Hook LTE ModlCalcslwal ediz hook.ec6
ENERCALC. INC. 1983 -2008, Ver 6.0.21
Pipe2STD Span 10.50 ft
W(0.064)
Job 09 -55130
Calculations per IBC 2006, CBC 2007 13th AISC
Fy Steel Yield 36.0 ksi
E. Modulus 29 000 0 ksi
0.190}
2STD
1.2256 k
6.4671 k
+D +W +H
0.000 ft
Span 1
Summary of Moment Values Summary of Shear Values
Mmax Ma Max Mnx Omega *Mnx Cb Rm Va Max Vnx Omega'Vnx
-2.45 2.45 2.14 1.28 1.00 1.00 1.23 10.80 6.47
-2.45 2.45 2.14 1.28 1.00 1.00 0.31 10.80 6.47
2.14 1.28 1.00 1.00 -0.00 10.80 6.47
2.14 1.28 1.00 1.00 -0.00 10.80 6.47
2.14 1.28 1 00 1.00 -0.00 10.80 6.47
2.14 1.28 1.00 1.00 -0.00 10.80 6.47
-2.45 2.45 2.14 1.28 1.00 1.00 1.23 10.80 6 47
-2.45 2.45 2.14 1.28 1.00 1.00 0.31 10.80 6.47
1.84 1.84 2.14 1.28 1.00 1.00 0.92 10.80 6.47
1.84 1.84 2.14 1.28 1.00 1.00 0.23 10.80 6.47
1.84 1.84 2.14 1.28 1.00 1.00 0.92 10.80 6.47
1.84 1.84 2.14 1.28 1.00 1.00 0.23 10.80 6.47
-2,45 2.45 2.14 1.28 1.00 1.00 1.23 10.80 6.47
-2.45 2.45 2.14 1.28 1.00 1.00 0.31 10.80 6 47
Load Combination
W Only
Max. Defl
0.0604
0.0000
Location in Span
1 169
1 169
Title 'Block Line 1
You can changes this area
using the "Settings' menu item
and then using the Printing
Title Block" selection.
Title Block Line 6
L Steel Beam Design
Lic. KW- 06006053 License Owner CORNERTSTONEENGINEERING
Description 2' STD WT MAST CHECK/DESIGN
Maximum Deflections for Load Combinations Unfactored Loads
Load Combination Span Max. Downward Defl Location in Span
2 8.8919 10.500
W Only
Vertical Reactions Unfactored
Load Combination Support 1 Support 2 Support 3
Overall MAXimum 1.226 1.532
W Only 1.226 1.532
Steel Section Properties Pipe2STD
Depth 2.375 in 1 xx
S xx
Diameter 2.375 in R xx
Wall Thick 0 143 in Zx
Area 1.000 inA2 I yy
Weight 3.660 plf S yy
R yy
Ycg
BEAM--»
-0.6
2.5
0.3
BEAN
-0.5
-0.9
13
1 188 in
Title WA1 Ediz Hook
Dsgnr TVL
Project Desc.
Project Notes
Distance (ft)
Overall MAXimum Envelope +D +L +H +D +Lr +H
E +D +0.750Lr +0.750L +0.750W +H El +D +0.750L +0.7505 +0.750W +H +0.60D +W +H
Distance (ft)
Overall MAXimum Envelope +D +L +H +D +Lr +H
EI +D +0.750Lr +0.750L +0.750W +H li +D +0.750L +0.7505 +0.750W +H O +0.60D +W +H
Printed' 30 MAR 2009, 10.20AM
1Storage\ Cornerstone \EngineeringWerizon1 09 Jobs109 -55130 WA1 Ediz Hook LTE Mod\Calcslwat ediz hook.ec6
ENERCALC, INC. 1983 -2008. Ver 6.0.21
Suppor not on Far loft is
0.63 in ^4
0.53 in "3
0.791 in
0.713 in "3
0.627 in"4
0.528 in "3
0.791 in
Max. Upward Defl Location in Span
0.0000 0.000
J
1.18 2.24 3.45 4.67 5.88 7.09 830 9.51 10.72 11.93
+D +W +H
+D +W +H
Job 09 -55130
1.250 in ^4
1.18 2.24 3.45 4.67 5.88 7.09 830 9.51 10.72 11.93
Title Block Line 1
You can changes this area
using the "Settings" menu item
and then using the 'Printing
Title Block" selection.
Title Block Line 6
Steel Beam Design
Description
BEAM
2.2
c -4.5
-6.8
-9.1
2" STD WT MAST CHECK/DESIGN
Title WA1 Ediz Hook
Dsgnr• TVL
Project Desc.
Project Notes
Lic. KW- 06006053 License Owner CORNERTSTONE ENGINEERING INC.;
1.18 2.24 3.45 4.67 5.88
Distance (ft)
Overall MAXimum Envelope W Only
Printed 30 MAR 2009, 10:20AM
1 Storage\ Cornerstone \Engineering \Verizonl 09 Jobs109.55130 WA1 Ediz Hook LTE Mod \Calcslwal ediz hook.ec6
ENERCALC, INC. 1983 -2008, Ver 6.0.21
7.09
830
9.51
10.72
Job 09 -55130
11.93
Title Block Line 1
You can changes this area
using the Settings' menu item
and then using the "Printing
Title Block" selection.
Title Block Line 6
Steel Beam Design
Lic. KW- 06006053
Description
Material Properties
3" STD WT MAST DESIGN UPGRADE
a.
Analysis Method Allowable Stress Design
Beam Bracing Completely Unbraced
Bending Axis Major Axis Bending
Load Combination 2006 IBC ASCE 7 -05
Applied Loads
Load(s) for Span Number 2
Point Load W 0.30640 k 8.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
Mu Applied
Mn Omega Allowable
Load Combination
Location of maximum on span
Span where maximum occurs
Maximum Deflection
Max Downward L +Lr +S Deflection
Max Upward L +Lr +S Deflection
Live Load Deflection Ratio
Max Downward Total Deflection
Max Upward Total Deflection
Total Deflection Ratio
Maximum Forces Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span M V
Overall MAXimum Envelope
Dsgn. L 2.00 ft 1 0.623 0.091
Dsgn. L 10.50 ft 2 0.623 0.023
+D +L +H
Dsgn. L 2.00 ft 1 0.000
Dsgn. L 10.50 ft 2 0 000
+D +Lr +H
Dsgn. L 2.00 ft 1 0.000
Dsgn. L 10.50 ft 2 0.000
+D +W +H
Dsgn. L 2.00 ft 1 0.623 0.091
Dsgn. L 10.50 ft 2 0.623 0 023
+D+0.750Lr+0.750L+0.750W +H
Dsgn. L 2.00 ft 1 0 467 0 068
Dsgn. L 10.50 ft 2 0.467 0.017
+D+0.750L+0.750S+0.750W +H
Dsgn. L 2.00 ft 1 0.467 0.068
Dsgn. L 10.50 ft 2 0.467 0.017
+0.60D +W +H
Dsgn. L 2.00 fl 1 0.623 0.091
Dsgn. L 10.50 ft 2 0.623 0.023
Overall Maximum Deflections Unfactored Loads
Load Combination Span Max. Defl
1 0.0000
W Only 2 1.9562
Pipe3STD
iJ 23j1 f
Pi pe3STD Z
2.451 k -ft
3.934 k -ft
+D +W +H
2.000ft
Span 1
0.000 in
0 000 in
0 <360
1.956 in
-0 013 in
128
Mmax
Title WA1 Ediz Hook
Dsgnr TVL
Project Desc.
Project Notes
Job 09 -55130
Pr flied' 30 MAR 2000. 10:50AM
'1Storage\ Cornerstone \Engineering \Verizon1_09 Jobs109 -55130 WA1 Ediz Hook LTE Mod\Calcs \wa1 ediz hook.ec6
ENERCALC, INC. 1983 -2008, Ver: 6.0.21:
License Owner CORNERTSTONE:ENGINEERINGINC.':
Location in Span
0.000
10.500
Calculations per IBC 2006, CBC 2007 13th AISC
Fy Steel Yield 36 0 ksi
E. Modulus 29,000 0 ksi
Span =1050 ft
Maximum Shear Stress Ratio
Section used for this span
Vu Applied
Vn /Omega Allowable
Load Combination
Location of maximum on span
Span where maximum occurs
W(0.3064)
Service loads entered. Load Factors will be applied for calculations.
Design OK
6091
Pipe T
1.2256 k
13.4515 k
+D +W +H
0.000 ft
Span 1
Summary of Moment Values Summary of Shear Values
Mmax Ma Max Mnx Omega *Mnx Cb Rm Va Max Vnx Omega'Vnx
-2.45 2.45 6.57 3.93 1.00 1.00 1.23 22.46 13.45
-2.45 2.45 6.57 3.93 1.00 1.00 0.31 22.46 13.45
6.57 3.93 1.00 1.00 -0 00 22.46 13.45
6.57 3.93 1.00 1.00 -0.00 22.46 13.45
6.57 3.93 1.00 1.00 -0.00 22.46 13.45
6.57 3.93 1.00 1.00 -0.00 22.46 13.45
-2.45 2.45 6.57 3.93 1.00 1.00 1.23 22.46 13.45
-2.45 2.45 6.57 3.93 1.00 1.00 0.31 22.46 13.45
1.84 1.84 6.57 3.93 1.00 1.00 0.92 22.46 13.45
1.84 1.84 6.57 3.93 1.00 1.00 0.23 22.46 13.45
1.84 1.84 6.57 3.93 1.00 1.00 0.92 22.46 13.45
1.84 1.84 6,57 3.93 1.00 1,00 0.23 22.46 13.45
-2.45 2.45 6.57 3.93 1.00 1.00 1.23 22.46 13.45
-2.45 2.45 6.57 3.93 1.00 1.00 0.31 22.46 13.45
Load Combination
W Only
Max. Defl
0.0133
0.0000
Location in Span
1 169
1 169
Title Block Line 1
You can changes this area
using the 'Settings' menu item
and then using the 'Printing
Title Block" selection
Title Block Line 6
Steel Beam Design
Lic. KW- 06006053 License Owner CORNERTSTONE ENGINEERING INC.
w
Description 3" STD WT MAST DESIGN UPGRADE
Maximum Deflections for Load Combinations Unfactored Loads
Load Combination Span Max. Downward Defl Location in Span
W Only 2 1,9562 10.500
Suoport notation Far left is
Vertical Reactions Unfactored
Load Combination
Overall MAXimum
W Only
Steel Section Properties Pipe3STD
Depth 3.500 in I xx
S xx
Diameter 3.500 in R xx
Wall Thick 0.201 in Zx
Area 2.080 inA2 lyy
Weight 7.580 plf S yy
R yy
Ycg
2.5
03
BEAD
-0.5
-0.9
13
1.18
Support 1 Support 2 Support 3
1.226 1.532
1.226 1.532
1.750 in
2.24
3.45
4.67 5.88
Title WA1 Ediz Hook
Dsgnr TVL
Project Desc.
Project Notes
2.85 in^4
1.63 inA3
1 170 in
2.190 inA3
2.850 in^4
1.630 inA3
1 170 in
7.09
Distance (ft)
Overall MAXimum Envelope +D +L +H +D +Lr +H
ri +D +0.750Lr +0.750L +0.750W +H EI +D+0.750L+0.750S+0.750W+H +0.60D +W +H
Pr iced: 30 MAR 2009, 10•50AM
1StoragelCornerstone \Engineering\Verizon1 09 Jobs109 -55130 WA1 Ediz Hook LTE Mod1Calcs1wa1 ediz hook.ec6
ENERCALC, INC. 1983 -2008, Ver: 6.0.21
Max. Upward Defl
0.0000
830
J
9.51
Location in Span
0.000
5.690 inA4
+D +W +H
t
Job 09 -55130
10.72 11.93
1.18 2.24 3.45 4.67 5.88 7.09 830 9.51 10.72 11.93
Distance (ft)
Overall MAXimum Envelope +D +L +H +D +Lr +H +D +W +H
+D +0.750Lr +0.750L +0.750W +H E3 +D +0.750L +0.7505 +0.750W +H +0.60D +W +H
Title Block Line 1
You can changes this area
using the "Settings' menu item
and then using the 'Printing
Title Block" selection.
Title Block Line 6
Steel Beam Design
Description
BEAM
-0.5
3' STD WT MAST DESIGN UPGRADE
Title WA1 Ediz Hook
Dsgnr TVL
Project Desc.
Project Notes
Pr nted: 30 MAR 2009, 10.50AM
1StoragelCornerstonelEngineering \Verizonl 09 Jobs109 -55130 WA1 Ediz Hook LTE Mod \Cafcs \wa1 ediz hook.ec6
ENERCALC, INC. 1983 -2008, Ver 6.0.21
Lic. KW-06006053 License Owner CORNERTSTONE 'ENGINEERING iNC.
1.18 2.24 3.45 4.67 5.88 7.09
Distance (ft)
r Overall MAXimum Envelope W Only
8.30
9.51 10.72
Job 09 55130
11.93
C
E ENGINEER N 3 N C
osit L' t (t 11Asr C6NN &:17W c,4(k /Pt376N (frier ja.t)
6+,f
,p, =los' v 6
project
location
client
T�,.1, 1633.5 s
V' 4 a,131--(73/0,0,....
FJ Fv loll/
x` l$ 6')f sµ(a y97.
(5 ts0
46, F -F t ft( :tr,, -0 FB= Fr Fw
tkf,f \J W Cv 0 w �v
40ME.::POI y -2yFr =o
q�x X593. l6
by
date
checked
date
fr w xE„± yfwt F
VM* 133 S lb
3 %8 dolt t l /Df,Sid i1/, (K A 0,0 /AO
fl a 4 o o f
'Aar* /3l af,L 0, ZS
Fr
(3) W0 A 6 BQ1Ts 4 E ADCl2L(ir fist TNt Mdp'JED
ioADs A t TfIE War MU-
1
CEIjob no.
Cantilever Mast Reactions (West Wall)
Load Combination 1.0DL 0 7E>
Wg 120 00 lbs
0 7Eh 3360 lbs
0 7Ev 13 44 lbs
FT =I 204.03 Ilbs 1
FB I 170 43 Ilbs 1
V =I 13344 Ilbs 1
Load Combination <0 6DL +1 0 7E>
0 6Wg 72.00 lbs
0 7Eh 33 60 lbs
0 7Ev 13 44 Ibs
FT I 194 09 Ilbs 1
FB I 160 49 Ilbs 1
V =I 85 44 Ilbs
Wg 120.00 lbs
-0 7Eh 33 60 Ibs
0 7Ev 13 44 lbs
0.6Wg 72 00 lbs
-0 7Eh 33 60 lbs
07Ev= 1344 lbs
*NOTE.
FT I 148.77 Ilbs
FB =I 115 17 Ilbs
V =I 133 44 Ilbs
FT I 158 71 Ilbs
FB =1 125 11 Ilbs
V=1 85 44 Ilbs
Wg 120.00 lbs
0 7Eh 3360 lbs
-0 7Ev 13 44 lbs
FT =I 198 47 Ilbs 1
FB 1 164.87 Ilbs 1
V =1 106.56 IIbs
0 6Wg 72 00 lbs
0 7Eh 3360 lbs
-0 7Ev 13 44 lbs
If FT is postive tension
If FT is negative compression
If FB is negative, then tension
If FB is positive, then compression
FT I 188.53 Ilbs 1
FB I 154 93 Ilbs 1
V =I 58.56 Ilbs
Job 09 -55130
Eng: TVL
Client: VERIZON
Wg 120 00 lbs
-0 7Eh 3360 lbs
-0 7Ev 13 44 lbs
FT I 154 33 Ilbs
FB I 120 73 Ilbs
V =1 106.56 Ilbs
0 6Wg 72 00 lbs
-0 7Eh 33 60 lbs
-0 7Ev 13 44 lbs
T.
F =I 164.27 Ilbs
FB I 130 67 Ilbs
V 58.56 Ilbs
`F
T
FB
x= 497 in
i 126 in
d 24 in
TMAX
204 03
VMAX
133 44
CMAX
170 43
Cantilever Mast Reactions (West Wall)
Load Combination 1.0DL +1 1.OWL>
Wg 120.00 lbs
WL 306 40 lbs
FT I 1633 45 Ilbs 1
FB =1 1327 05 11bs 1
V =1 120.00 Ilbs
Load Combination <0 6DL 1.OWL>
0 6Wg 72 00 lbs 0 6Wg 72 00 Ibs
WL 306 40 lbs WL 306 40 lbs
FT I 1623.51 Ilbs 1
FB =I 1317 11 Ilbs 1
V =1 72 00 Ilbs 1
Wg 120.00 Ibs
WL 306 40 lbs
FT I 1583 7511bs
FB I 1277 351lbs
V =1 120 00 Ilbs
*NOTE
FT I 1593 691lbs )7= 4.97 in CMAX
FB I 1287.291lbs 7= 126 in 1593 69
V=1 72 00 Ilbs d 24 in
If FT is postive tension
If FT is negative compression
If FB is negative, then tension
If FB is positive, then compression
Job 09 -55130
Eng: TVL
Client: VERIZON
FT
FB
T MAX
1633 45
V MAX
120
C C ORNERS-TONE
E N G N E E R N G, N C
_CANTILPED MAST (0146IEc(77// D„ ;r Aft.
3"� sry
I
Cif
it--
1
4 I
I 1
(E) 2 )(t STUP /Nt"CK
p oky
3
3
project
location
client
by
date
checked
date
'be WODD (TVP)
0)3/6 A 3o 3' try
4kIi TyP
oNo•ktrr C E M7Nt
-20" tow
rot' Stub g la. "o•G
sa s nl'P►G rl (r)9
wilt= 3 /psl
CEI job no.
pe too
poop /6,o es() (b4 teet) (!,1
((2®X3)/3 (20 lbw
240.4 lJs
1v- /fN ®(n) L
(2r pA) (.4(4 9/(2J ti's
fir DC. t l L
74A,q Kr 4 l /b.4 ILJ VZU.0
60 40 ,1 0 ggND /NG f ,W, a,b lro afe-
(t) lx' f'TL(PS Ortat in £Kppdiar PP.Pafe7'
Title Block Line 1
You can changes this area
using the 'Settings' menu item
and then using the 'Printing
Title Block' selection.
Title Block Line 6
Wood Column
Lic. KW- 06006053
License Owner CORNERTSTONE ENGINEERING INC.
Description
Load Combination
D Only
W Only
General Information
Analysis Method
End Fixities
Overall Column Height
Used for non- slender calculations
Wood Species Douglas Fir Larch
Wood Grade No.2
Fb Tension 900.0 psi Fv
Fb Compr 900.0 psi Ft
Fc Prll 1,350.0 psi Density
Fc Perp 625.0 psi
E Modulus of Elasticity
Basic
Minimum
Load Combination Results
(E) 2x4 Stud Check #1 (WET tow
Allowable Stress Design
Top Bottom Pinned
x -x Bending
1 600.0
580.0
Load Combination 2006 IBC ASCE 7
Bending Shear Check Results
PASS Max. Axial +Bending Stress Ratio
Load Combination
Goveming NDS Formla Comp Mxx,
Location of max.above base
At maximum location values are
Applied Axial
Applied Mx
Applied My
Fc Allowable
PASS Maximum Shear Stress Ratio
Load Combination
Location of max.above base
Applied Design Shear
Allowable Shear
Load Combination
+D
+D +L +H
+D +Lr +H
+D +W +H
+D+O 750Lr+0.750L+0.750W +H
+0+0 750L+0 750S+0 750W +H
+0.60D +W +H
Maximum Reactions Unfactored
8.590 ft
180 0 psi
575 0 psi
32.210 pcf
y -y Bending
1,600.0
580.0
Applied Loads
Column self weight included 10 0874 Ibs Dead Load Factor
AXIAL LOADS
Axial Load at 8.590 ft, D 0 42340 k
BENDING LOADS
Lat. Uniform Load creating My -y W 0 04020 k/ft
DESIGN SUMMARY
3.053185
3.053185
3.053185
0.67370
0.50555
0.50555
0.67299
8.590 ft
32.8874 psi
288.0 psi
X -X Axis Reaction
Base Top
Printed 30 MAR 2009, 10:44AM
.1 Storage\ CornerstonelEngineering \Verizonl 09 Jobs \09 -55130 WA1 Ediz Hook LTE ModlCalcslwa1 ediz hook.ec6
ENERCALC, INC. 1983 -2008, Ver 6.0.21
Axial
1,600 0 ksi
67370 1 ✓Maximum SERVICE Lateral Load Reactions
Z Top along Y Y 0 17266 k Bottom along Y Y 0 17266 k
NDS Eq. 3.9 -3 Top along X -X 0 0 k Bottom along X -X 0.0 k
4.2662 ft Maximum SERVICE Load Lateral Deflections
Along Y Y 0.58051 in at
0 43349 k for load combination W Only
0.37077 k ft
0 0 k -ft Along X -X 0.0 in at
2,484.0 psi for load combination n/a
lther Factors used to calculate allowable
4)-11410
+D +W +H T Cf or Cv Size based factors
Wood Section Name
Wood Grading /Manuf.
Wood Member Type
Exact Width
Exact Depth
Area
Ix
ly
Maximum Axial Bendina Stress Ratios
Stress Ratio Status Location
PASS
PASS
PASS
PASS
PASS
PASS
PASS
Ct Temperature Factor
Cfu Flat Use Factor
Kf Built -up columns
Use Cr Repetitive
Brace condition for deflection (buckling) along columns
X -X (width) axis Fully braced against buckling along X -X Axis
Y Y (depth) axis Fully braced against buckling along Y Y Axis
OOft
0.0 ft
0.0 ft
4.2662 ft
4.2662 ft
4.2662 ft
4.2662 ft
Title WA1 Ediz Hook
Dsgnr TVL
Project Desc.
Project Notes
1.50 in
3.50 in
5.250 inA2
5.3594 inA4
0.98438 inA4
Service loads entered Load Factors will be applied for calculations.
0.0
0.0
0.0
0 11419
3.085644
3085644
0 11419
Y Y Axis Reaction
Base Top
0.173
-0.173
Allowable Stress Modification Factors
Cf or Cv for Bending 1.50
Cf or Cv for Compression 1 150
Cf or Cv for Tension 1.50
Cm Wet Use Factor 1 0
Code Ref 2006 IBC, ANSI AF &PA NDS -2005
2x4
Graded Lumber
Sawn
4.3238 ft above base
0.0 ft above base
Job 09 55130
stresses
Bendina Compression Tension
1.500 1 150
Maximum Shear Ratios
Stress Ratio Status Location
PASS
PASS
PASS
PASS
PASS
PASS
PASS
8.590 ft
8.590 ft
8.590 ft
8.590 ft
8.590 ft
8.590 ft
8.590 ft
Note: Only non -zero reactions are listed
m
10
1 0
1 0 NDS 15. .2
No (ron- glbonly)
Project: WA1 Ediz Hook Date: May 5 2010
Client Vertzon Prepared By T Le
CEI No 09 -55130 REV 1 Page 32
16928 Woodinville Redmond Rd NE, Suite 210
Woodinville, WA 98072
Email eei@cornerstone-engr.com
Web www cornerstone -engr coin
Antenna Sector Frame
Mast Design
{Northeast Corner
CORNERSVONE
E N G I N E E R I N G NC.
Phone: (425) 487 1732
(206) 250-7306
Fax. (425) 487 1734
project WAS ED 12. H otU
E CORN ERE1rDN E location PORT ANR WA
E N G N E E R I N G NE VAR 1 `O
client VER N
N>JTENNA SEe Tai FRAME MAST PESh5W
ANTEA1N%1 CoA1 FIG ug iiW
`I p Xx- sTRo,NG► PIPE (v S')
(I) BXA -Soo b'/9f 4-NT
(I) BXA /3540 3 /0eF ANT
(0 bA J00k3 /BeF RItiy
St:rTR /1UORl r
MI sG
MTERAL b011-PS
S'e Uwe
Ev 0,160J b No (qoo Ibr)
6.4 Id D,.{-0 (9Do Iif)
WIND
FA 1 1/ 4 1 /vi )94 949 Ib.9 f-19 r; 7-00 11r
1" t 1
x D 0/5 1,0 b K
t, H 74 0, t Z I, 0 OTC
�A1L
wEl6HT
6,90
2`}
to
29
/50
It
W =900 161
Ib Tv
(date 5/31/0
(checked
1 date
WIND AREA
2,f
4,Y
Aw_I` PAZ
.Ev Nye 14,
Eq 366 Ibi
sheet no.
i t (5 9" fx rrpo v 6 PIP- To (PPP�T
A/4
AiTe S FRAME
CEI job no.
01-^53.130
E CcRNELE r 1rONE ENGINEERING, INC.
Lic. KW- 06006053
License Owner CORNERTSTONE ENGINEERING INC.
Steel Beam Design
Description REVISED 4' XX- STRONG PIPE MAST DESIGN (Northeast Corner)
Material Properties
Analysis Method Allowable Stress Design
Beam Bracing Completely Unbraced
Bending Axis Major Axis Bending
Load Combination 2006 IBC ASCE 7 -05
Span 10.50 ft
Pipe4 XX- Strong
Applied Loads
Load(s) for Span Number 2
Point Load W= 070k 100ft
__DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
Mu Applied
Mn Omega Allowable
Load Combination
Location of maximum on span
Span where maximum occurs
Maximum Deflection
Max Downward L +Lr +S Deflection
Max Upward L +Lr +S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Maximum Forces.& Stresses for Load-Combinations
Load Combination Max Stress Ratios
Segment Length Span M V Mmax
Overall MAXimum Envelope
Dsgn. L 10.50 ft
Dsgn. L 13.00 ft
+D+L+H
Dsgn. L 10.50 ft 1
Dsgn. L 13.00 ft 2
+D+Lr +H
Dsgn. L 10.50 ft 1
Dsgn. L 13.00 ft 2
+D +W+H
Dsgn. L 10.50 ft
Dsgn. L 13.00 ft
+D+0.750Lr+0.750L+0.750W+H
Dsgn. L 10.50 ft
Dsgn. L 13.00 ft
+D+0 750L+0.750S+0.750W+H
Dsgn. L 10.50 ft
Dsgn. L 13.00 ft
+0.60D +W+H
Dsgn. L 10.50 ft
Dsgn. L 13.00 ft
Overall Maximum Deflections Unfactored Loads
Load Combination
W Only
Span
1
2
Title WA1 Ediz Hook
Dsgnr TVL
Project Desc.
Project Notes
Pr nted. 5 MAY 2010. 8:03AM
le: Z:1 Storage\ Cornerstone \Engineering\Verizon1 09109 -55130 WA1 Ediz Hook LTE Mod\Calcslwal ediz hook.ec6
ENERCALC, INC. 1983 -2009. Ver: 6.1.00
Span 13.0 ft
Pipe4 XX- Strong
Maximum Shear Stress Ratio
Pipe4 XX- Strong 3 Section used for this span
7 000 k -ft
16.592 k -ft
+D +W +H
10.500ft
Span 1
0 000 in
0 000 in
2 655 in
-0.203 in
Ratio
Ratio
Ratio
Ratio
0 <180
0 <180
116
621
Summary of Moment Values
Calculations per IBC 2006, CBC 2007 13th AISC
Fy Steel Yield 35 0 ksi
E. Modulus 29 000 0 ksi
Service loads entered. Load Factors will be applied for calculations.
Vu Applied
Vn /Omega Allowable
Load Combination
Location of maximum on span
Span where maximum occurs
1
wrrl 71
Job 09 -55130
Pipe4 XX- Strong T
0 70 k
48 036 k
+D +W +H
10.500 ft
Span 1
Summary of Shear Values
Mmax Ma Max Mnx Mnx /Omega Cb Rm Va Max Vnx Vnx /Omega
1 0.422 0.015 -7.00 7.00 27.71 16.59 1.00 1.00 0.70 80.22 48.04
2 0.422 0.015 -7.00 7.00 27.71 16.59 1.00 1.00 0 70 80.22 48.04
0.000 27 71 16.59 1.00 1.00 -0.00 80.22 48.04
0.000 27 71 16.59 1.00 1.00 -0.00 80.22 48.04
0.000 27 71 16.59 1.00 1.00 -0.00 80.22 48.04
0.000 27.71 16.59 1.00 1.00 -0.00 80.22 48.04
1 0 422 0.015 -7.00 7.00 27 71 16.59 1.00 1.00 0.70 80.22 48.04
2 0.422 0.015 -7.00 7.00 27 71 16.59 1.00 1.00 0.70 80.22 48.04
1 0.316 0.011 5.25 5.25 27.71 16.59 1.00 1.00 0.53 80.22 48.04
2 0.316 0.011 5.25 5.25 27.71 16.59 1.00 1.00 0.53 80.22 48.04
1 0.316 0.011 5.25 5.25 27 71 16.59 1.00 1.00 0.53 80.22 48.04
2 0.316 0.011 5.25 5.25 27 71 16.59 1.00 1.00 0.53 80.22 48.04
1 0.422 0.015 -7.00 7.00 27.71 16.59 1.00 1.00 0.70 80.22 48.04
2 0.422 0.015 -7.00 7.00 27 71 16.59 1.00 1.00 0.70 80.22 48.04
Max. Defl Location in Span Load Combination Max. Defl Location in Span
0.0000 0.000 W Only 0.2027 6.138
2.6553 13.000 0.0000 6.138
Lic. KW- 06006053 License Owner CORNERTSTONE ENGINEERING INC.
Steel Beani Design
Description REVISED 4' XX- STRONG PIPE MAST DESIGN (Northeast Corner)
Maximum Deflections for Load Combinations Unfactored Loads
Load Combination Span Max. Downward Defl Location in Span
Vertical Reactions Unfactored
Load Combination Support 1 Support 2 Support 3
Overall MAXimum -0.667 1.367
W Only -0.667 1.367
Steel Section Properties
Depth
Diameter
Wall Thick
Area
Weight
Ycg
W Only
BEAM-
0.7
0.4
BEAM-
-0.3
-0.7
C al-----
C0RN ERS Irct NE
E N G I N E E R I N G I N C.
B Ove •Il MA %:mum E.
2 2.6553 13.000
Pipe4 XX- Strong
4.500 in I xx
S xx
4.500 in R xx
0.628 in Zx
7.640 inA2 Iyy
27.600 plf S yy
R yy
2.250 in
I I 1 I I I
I 1 1 I I I
02
BEAM-
-0.5
•1.3
-2.0
•2.7
Printed: 5 MAY 2010. 8 03AM
:le: Z:1 Storage) Cornerstone ),En6ineering \Veriion \J0 9109- 55 1 30.WA1 Ediz Hook LTE ModlCalcs1wa1 ediz hook.ec6
ENERCALC, INC. 1983 -2009, Ver 6.1.00
Title WA1 Ediz Hook
Dsgnr TVL
Project Desc.
Project Notes
Support notation Far left is #1
14.70 inA4
6.53 inA3
1.390 in
9.500 inA3
14 700 inA4
6.530 inA3
1.390 in
Distance (ft)
Ov all MAX..... Ea W O•ly
1 1
Max. Upward Defl
0.0000
J
Location in Span
0.000
Values in KIPS
29 400 inA4
Job 09 -55130
2.18 4,44 6.78 9.05 11.20 13.50 15.80 18.10 20.40 22.70
Distance (ft)
+D +I +H It +D +l +H +D +W +H +0+0.751/L +D.75DW +H 8 +D +0.7501 +0.75DS+D.75DW +H +0.601)+W +M
2.18 4.44 6.78 9.05 11.20 13.50 15.80 18.10 20.40 22.70
Distance (ft)
Ova II MA%:m.m E +D +L+0 +D +L +H +D +1 ♦M +D +0.75DL +15.750W +H 4 +D +13.7SDl +D.75135+0.750W•H +0.6DD+W +11
2.18 4.44 6.78 9.05 1120 13.50 15.80 18.10 20.40 22.70
CORNERS1rONE
E N G I N E E R N G I N C
project
location
client
CANTILEVERED PI OT CONNEG Tl0A/ gs1014
E
4 v A x in l 1, Da 1
1=v ry /0.0 kr,
z4 tit/9 k/T /OPIUM >r
It ft 2 kJ/
6004) (zy.,o12` /)f /2 ")f S® /a
(600411 /0 42c/ 1lr0) 0,60
+FA=fr -f ±EN ±f
TRy 1 2. l0 1f.47 Bel-Ts (11= 4= AM AO
by
date
checked
date
Fr x lnl X Er Ent±
/0,
MAX KEA CVAIS x
41-A
0,37 1, v
V- w ±Ev
9 as
tool f
OK
Us E 1 12"0 A !M -Ts FDA A.1-1 'r1 EL- TD !'T"ECL COMM—GPO/01
Cantilever Mast Reactions (Northeast Corner)
Load Combination 1.ODL 0.7E>
Wg 900 00 Ibs
0 7Eh 252.00 Ibs
0 7Ev 100.80 Ibs
FT I 549 19 Ilbs
FB =1 297 19 Ilbs
V =I 1000.80 IIbs
Load Combination <0 6DL 4/ 0 7E>
0 6Wg 540 00 Ibs
0 7Eh 252 00 Ibs
0 7Ev 100.80 Ibs
FT =I 528.62 Ilbs 1
FB =I 276 62 Ilbs 1
V =I 640.80 Ilbs 1
Wg 900.00 Ibs
-0 7Eh 252.00 Ibs
0 7Ev 100.80 Ibs
FT =I 434.81 Ilbs
FB 1 182.81 Ilbs
V =I 1000.80 Ilbs
0 6Wg 540 00 Ibs
-0 7Eh 25200 Ibs
0 7Ev 100.80 Ibs
NOTE
FT =I 455.38 Ilbs
FB I 203.38 Ilbs
V =I 640.80 Ilbs
Wg 900 00 Ibs
0 7Eh 252.00 Ibs
-0 7Ev 100.80 Ibs
If FT is postive tension
If FT is negative compression
If FB is negative, then tension
If FB is positive, then compression
FT =I 537 67 Ibs I
FB I 285 67 Ibs I
V =1 799.20 Ibs 1
Job 09 -55130
Eng. TVL
Client: VERIZON
Wg 900 00 lbs
-0 7Eh 25200 lbs
-0 7Ev 100.80 lbs
0 6Wg 540.00 lbs 0 6Wg 540 00 Ibs
0 7Eh 252 00 Ibs -0 7Eh 252 00 lbs
-0 7Ev 100.80 lbs -0 7Ev 100.80 lbs
FT =I 517 10 Ilbs 1 FT =I 466.90 Ilbs
FB =I 265 10 Ilbs 1 FB =I 214 90 Ilbs
V 439.20 Ilbs 1 V =1 439.20 Ilbs
FT =1 446.33 Ilbs
FB =1 194.33 Ilbs
V =1 799.20 I Ibs
FT
FB
x 0 6 in
y 20.5 in
d 10.5 in
TMAX
549 19
VMAX
1000.80
CMAX
466 90
D
Cantilever Mast Reactions (Northeast Corner)
Load Combination 1.0DL 1 OWL>
Wg 900 00 lbs
WL 700.00 lbs
FT I 1418 10 Ilbs 1
FB =1 718 10 Ilbs 1
V =1 900 00 Ilbs
Load Combination <0 6DL +1 1.OWL>
0 6Wg 540 00 lbs 0 6Wg 540.00 lbs
WL 700 00 lbs WL 700.00 lbs
FT =I 1397.52 Ilbs 1
FB I 697 52 Ilbs 1
V =I 540.00 Ilbs 1
Wg 900 00 Ibs
WL 700 00 lbs
FT I 1315.2411bs
FB 615.24 Ilbs
V 900.00 Ilbs
*NOTE
FT =I 1335.81 I Ibs
FB 635.81 Ilbs
V 540.00 Ilbs
If FT is postive tension
If FT is negative compression
If FB is negative, then tension
If FB is positive, then compression
X
Y=
d
Job 09 -55130
Eng: TVL
Client: VERIZON
F
T
FB
0 6 in
20 5 in
10.5 in
TMAX
1418.10
V MAX
900
CMAX
1335.81
Page 11 of 14
TABLE 9 -KB -T2 CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC TENSION (ASD), NORMAL-WEIGHT
CRACKED CONCRETE, CONDITION B (pounds)'''
Concrete Compressive Strength' 1
f'c 3,000 psi f'c 6,000 psi
Nominal Embedment
N
f'c 2,500 psi
Anchor Depth
Diameter (In.) Carbon Stainless
steel steel
3/8 2 1006 1 1037
1/2 2 1,065 1 1,212
I 31/4 2,178 1 2,207
5/8 31/8 2,081 1 2,081
4 3,014 1 2,588
3/4 3 3/4 2,736 I 3,594
4 3/4 3,900 1 3,900
3/8
11 1/2
5/8
3/4
Carbon
steel
1 102
1 167
2,386
2,280
3,301
2,997
4,272
999
2,839
4,678
6,313
Stainless
steel
1 136
1,328
2,418
2,280
2,835
3,937
4,272
For SI: 1 Ibf 4 45 N
'Values are for single anchors with no edge distance or
spacing reduction due to concrete failure.
1 f'c 4,000 psi
Carbon
steel
1,273
1,348
2 755
2,632
3,812
3,460
4,933
For SI: 1 Ibf 4 45 N, 1 psi 0.00689 MPa For pound -inch units: 1 mm 0.03937 inches
'Values are for single anchors with no edge distance or spacing reduction. For other cases, calculation of Rd as per ACI 318 -05 and conversion
to ASD in accordance with Section 4.2.1 Eq. (5) is required.
2 Values are for normal weight concrete. For sand lightweight concrete, multiply values by 0.60.
'Condition B applies where supplementary reinforcement in conformance with ACJ 318 -05 Section D 4.4 is not provided, or where pullout or
pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors
associated with Condition A may be used.
TABLE 10 -KB -T2 CARBON AND STAINLESS
STEEL ALLOWABLE SEISMIC SHEAR LOAD (ASD),
(pounds)'
Nominal Allowable Steel Capacity, Seismic Shear
Anchor
Diameter Carbon Steel Stainless Steel
1,252
3,049
5,245
6,477
Stainless
steel
1,312
1,533
2,792
2,632
3,274
4,546
4,933
ESR -1917
Carbon
steel
1,559
1,651
3,375
3,224
4,669
4,238
6,042
Stainless
steel
1,607
1,878
3,419
3,224
4 010
5,568
6,042
ofA
Page 10 of 14 ESR -1917
Nomina Embedment
Anchor Depth h
Diameter (in.) Carbon
steel
3/8 1 2 1 1,054
1 2 1 1,116
31/4 2,282
31/8 2,180
4 I 3,157
3 3/4 2,866
4 3/4 1 4,085
1/2
5/8
3/4
TABLE 7 -KB -T2 CARBON AND STAINLESS STEEL ALLOWABLE STATIC TENSION (ASD), NORMAL WEIGHT
CRACKED CONCRETE, CONDITION B (pounds)
Concrete Compressive Strength'
f'c 2,500 psi
Stainless
steel
1 086
1.476 j
2,312
2 180
2 711
3,765
4 085
p
Carbon
steel
1 155
1,223
2,500
2,388
3,458
3,139
4 475
1'c 3,000 psi
Stainless
steel
1190
1 617
2,533
2,388
2,970
4 125
4 475
Carbon
steel
1,333
1 412
2,886
2,758
3,994
3,625
5 168
f'c 4,000 psi
For SI: 1 Ibf 4.45 N 1 psi 0.00689 MPa For pound inch units: 1 mm 0.03937 inches
'Values are for single anchors with no edge distance or spacing reduction. For other cases, calculation of Rd as per ACI 318 05 and
conversion to ASD in accordance with Section 4.2.1 Eq (5) is required.
2 Values are for normal weight concrete. For sand lightweight concrete, multiply values by 0.60.
Condition B applies where supplementary reinforcement in conformance with ACI 318 -05 Section D.4.4 is not provided, or where pullout or
pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors
associated with Condition A may be used.
TABLE 8 -KB -T2 CARBON AND STAINLESS
STEEL ALLOWABLE STATIC SHEAR LOAD (ASD),
(pounds)
Nominal Allowable Steel Capacity, Static Shear
Anchor
Dlameter Carbon Steel Stainless Steel
3/8 1 1,669 2,661
1/2 I 2.974 3,194
5/8 I 4,901 5 495
3/4 I 7,396 9,309
For SI: 1 lbf 4 45 N
'Values are for single anchors with no edge distance or
spacing reduction due to concrete failure.
Stainless
steel
1,374
1,868
2,925
2,758
3,430
4 763
5 168
Carbon
steel
1,633
1 729
3,535
3,377
4,891
4 440
6,329
l'c 6,000 psi
Stainless
steel
1,683
2,287
3,582
3,377
4,201
5,833
6,329
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2.2 Trial Section
Since in many cases the core thickness will be determined by
requirements for insulation rather than for strength, the suggested
design method is to select a given construction and to check it for
all possible modes of failure under the design loads. Also see the
note in Section 2 1
2.2.1 Plywood Faces
Figure Approximate Plywood Area Required.
Having the design loads w and P the required parallel -grain
plywood area is determined by
A� A 2 Fc
2.2.2 Core
Determine Core Thickness.
2.3 Neutral Axis
Find Neutral Axis
A1(h- 2) A2(2)
Y A A
-.s
A,
Neutral
Axis
A
2.4 I and S
For simply supported end conditions, the maximum bending Find Moment of Inertia and Section Modulus.
moment (in. -lb per foot of panel width) is
A c)
128E 2 1 5wL 1
M 4(A� A
To obtain the approximate core thickness required assume
that A A2 A. Then the section modulus
21 A(h c)
S h 4h
This equation can be most easily solved by assuming values of
c. The value of c thus obtained usually will be too low for insu-
lation and deflection purposes. A minimum c of 3 -1/2 is
suggested for load bearing wall panels subjected to wind loads.
With trial values of c, A A2 and h, the panel may be checked
for all possible modes of failure.
6
1 1
S1= h -y S 2=
2.5 Column Buckling
Determine Column Buckling Load.
n 2 EI
Pcr n2EI
(12L) 1
(12L) x 6(h c)G
t,
t
c h
C 1993 APA The Engineered Wood Association
ALLOV%J BLE STRESSES FOR PLYWOOD
TABLE 3
ALLOWABLE STRESSES FOR PLYWOOD (psi) conforming to Voluntary Product Standard PS 1 -95 for Construction and Industrial
Plywood. Stresses are based on normal duration of Toad, and on common structural applications where panels are 24" or
greater in width. For other use conditions, see Section 3.3 for modifications.
Type of Stress
EXTREME FIBER STRESS IN BENDING (F
TENSION IN PLANE OF PLIES (F
Face Grain Parallel or Perpendicular to Span
(At 45 to Face Grain Use 1/6 F
COMPRESSION IN PLANE OF PLIES 1
F 2
Parallel or Perpendicular to Face Grain 3
(At 45 to Face Grain Use 1/3 F 4
SHEAR THROUGH THE THICKNESS( 1
Parallel or Perpendicular to Face Grain F 2. 3
(At 45 to Face Grain Use 2 F„) 4
ROLLING SHEAR (IN THE PLANE OF PLIES) Marine
F Structural)
Parallel or Perpendicular to Face Grain 5
(At 45° to Face Grain Use 1 1/3 F
MODULUS OF RIGIDITY (OR
SHEAR MODULUS)
Shear in Plane Perpendicular to Plies
(through the thickness)
(At 45 to Face Grain Use 4G)
BEARING (ON FACE)
Perpendicular to Plane of Plies
1 210 340 210 340 340
Fc1 2, 3 135 210 135 210 210
4 105 160 105 160 160
1 1 500,000 1 800 000 1 500,000 1 800 000 1 800,000
2 1 300 000 1 500,000 1 300,000 1 500,000 1 500,000
3 1 100,000 1 200 000 1 100,000 1 200,000 1 200,000
Face Grain Parallel or Perpendicular to Span 4 900,000 1 000 000 900,000 1 000 000 1 000 000
(1) See pages 12 and 13 for Guide.
To qualify for stress level S -1 gluelines must be exterior and only veneer grades N. A, and C (natural, not repaired) are allowed in either face or back.
For stress level S -2. gluelines must be exterior and veneer grade B, C- Plugged and D are allowed on the face or back.
Stress level S -3 includes all panels with interior or intermediate (IMG) gluelines.
(2) Reduce stresses 25% for 3 -layer (4 or 5 -ply) panels over 5/8' thick. Such layups are possible under PS 1 -95 for APA RATED SHEATHING,
APA RATED STURD -I- FLOOR, UNDERLAYMENT, C -C Plugged and C -D Plugged grades over 5/8" through 3/4 thick.
(3) Shear- through the thickness stresses for MARINE and SPECIAL EXTERIOR grades may be increased 33% See Section 3.8.1 for conditions under which stresses
for other grades may be increased.
MODULUS OF ELASTICITY IN
BENDING IN PLANE OF PLIES
1 1430 2000 1190 1650 1650
Fb
2,3 980 1400 820 1200 1200
F
t
1 70,000 90 000 70,000 90 000 82 000
2 60,000 75 000 60,000 75 000 68,000
G 3 50,000 60,000. 50,000 60,000 55 000
4 45 000 50 000 45,000 50,000 45 000
E
Grade Stress Level(
Species 5-1 S -2 S -3
Group
of Dry
Face Ply Wet Dry Wet Dry Only
4 r 940 1330 780 1110 1110!
All Other(
16
970 1640 900 1540 1540
730 1200 680 1100 1
610 1060 580 990 990
610 1000 580 950 954
155 190 155 190 160
120 140 120 4' 140 120
110 130 110 130 1151
63 75 63 75.
44 53 44 53 48
1998 APA The Engineered Wood Association
Fr o RNERSIrONE
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4ND 112.#9e A30 BOLT' fdK CoaaEevaivs
Prolett: WA1 Ediz Hook Date May 5 2010
Client:
Verizon Prepared By T.
CE1 No 09 -55130 REV 1 Page 5
1) Minimum Design Loads for Buildings and Other Structures, American Society of Civil
Engineering (ASCE 7 -05) 2006
2) International Building Code (IBC 2006) International Code Council 2006
3) Manual of Steel Construction (ASD) American Institute of Steel Construction Inc, 9 Ed
1989
4) Structural Engineering Library Ver 6.0 EnerCalc Engineering Software 2008
5) Supplement Design Values for Wood Construction (NDS), American Wood Council
2005 Ed
6) For Wood Construction (NDS) American Wood Council 2005 Ed
16928 Woodinville- Redmond Rd NE, Suite 210
Woodinville, WA 98072
Email ceiCicornerstone -engr com
Web• www cornerstone -engr corn
References
CORNERS1rONE
E N G I N E E R I N G NC.
Phone: (425) 487 1732
(206) 250-7306
Fax (425) 487 1734
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;PLANS PREPARED BY
CORNERS1PONE
111111 ENGINEERING INC
16928 WOODINVILLE REDMOND RD NE, SUITE 210
WOODINVILLE, WA 98072
PHONE. (425) 487 1732 FAX. (425) 487 1734
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WOODINVILLE, WA 98072
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